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Plans # PERMIT ADDRESS 1.1 MST2016-00227 13740 SW SILENT FOX TER Nit1.2 MST2016-00228 13750 SW SILENT FOX TER 1.3 MST2016-00229 13756 SW SILENT FOX TER 1.4 MST2016-00230 13760 SW SILENT FOX TER MiTeks 1.5 MST2016-00231 13768 SW SILENT FOX TER MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: NRT 5 PLEX 15-19 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: K1716410 thru K1716476 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. \ :o PRO ' "c" R /Q cis- 89200PE 414 9r" A OREGON A, kit/ `'p -9k- 14 0v P 4;;;;; Zeialit.—,,,--,_ February 9,2016 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-129) 121 1-4=(-48) 53 2-9=(-162) 155 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -15) 7 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -33/ 336V -46/ 93H 5.50" 0.54 KDDF ( 625) 9'- 0.0" -135/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) Ce For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 709.0 LBS @ 3'- 0.0" SINGLE MEMBER AS SHOWN. IC oc HANGERS ATTACHED TO BOTTOM CHORD LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 29 " spacing. WILL HAVE 1.5" MAX. NAIL PENETRATION. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.7" Allowed= 0.238" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.024" @ 2'- 1.8" Allowed= 0.357" MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 3-08-04 0-03-12 T ' '1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 D Wind: 140 mph, h=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 -, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 m 0 0 r ul 1�� .. 9 0 M-3x4 M-3x8 1 +7098 , y 3-08-09 0-03-12 tv 2-g 89200PE r JOB NAME: NRT 5 PLEX 15-19 - AGIRD "�� " / Scale: 0.5205 OREGON ( 1.0 WARNINGS: GENERAL NOTES, unless otherwise noted �/,,,. 4 NN `I` 1.Builder and erection contractor should be advhed of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ,/ye^ 14 /"I a ��}.. Truss: AGIRD and Warnings Mare conarwron ammenae building component.Appllability of design parameter and proper / - 2.254 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of Be building designer. �,y 3.Additional temporary bracing tel Insure stebllily during construction 2.Design assume.Sre tap end bottom dards to be laterally braced al fi!! `R 11.. - 2. 1 ', Is IM n sibI1N of the aroctor.Additional nt bnG f 2.o.c.and at 10 o.c.rsapeotNely unless braced throughout their length by El A 1.. ' epongermane ng o continuous sheathing such as plywood sheath lrg(TO)end/or drywal(BG). DATE: 2/9/2016 the overen structure is the responsibility of the building designer. 3.2s Imped bddging or latent bracing required when shown.. SEQ.: K1716410 4.No mad should be applied toany component and after all bracing end 4. llaMnoftruw'nhhe rc�mMbulehycnth respective contractor. fastener.are compete and at no time should any mads greater than Design assumes EXPIRES: 12/31/2017 assign mads be applied to any component. and are for"dry condemn^of use. TRANS ID: LINK 8.Design assumes NI bearing et ea supports shown.Shim or wedge ft February 9,2016 5.CompuTNhes a no control over end assumes no responsibility for the naassery fabrication,handling.shipment and Installation of components. 7.Design lissome,adequate drainage Is provided. S.This design is furnished subject to the limitations set forth by S.Plates shell be located on both faces of truss,and paced so their canter TPI/WIGA In BEST,copes of which will be Nmiahed upon request. linea coincide with joint center lines. 9.Digits Indlate lyra of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E IN.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-06-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-765) 175 1- 5=(-89) 962 5- 2=( 0) 166 BC: 2x6 KDDF #168TR 2- 3=(-962) 169 5- 6=(-74) 458 5- 3=(-35) 96 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-765) 175 6- 4=(-72) 962 3- 6=( 0) 160 .. LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 30.0)= 105.0 PLF 4'- 0.0" TO 6'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+13L( 20.0)= 70.0 PLF 6'- 6.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0" -129/ 709V -88/ 88H 5.50" 1.13 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC 00W. FOR 10'- 6.0" -129/ 709V 0/ OH 5.50" 1.13 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 90.0)= 140.0 LBS @ 4'- 0.0" TC CONC LL( 100.0)+DL( 40.0)= 190.0 LBS @ 6'- 6.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.008" @ 4'- 0.0" Allowed = 0.319" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.068" @ 8'- 2.6" Allowed = 0.442" MAX HORIZ. LL DEFL= 0.002" @ 10'- 0.5" MAX HORIZ. TL DEFL = 0.004" @ 10'- 0.5" 3-11-11 2-06-10 3-11-11 T 41408 4140# f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x6 M-5x6 12.00 a 12.00 Wind: 190 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, e� End verticals) are exposed to wind, Truss designed fox wind loads e in the plane of the truss only. rg All 111166\ O b !� I u, I 1• O • 5 6 •♦ 4 o M-3x4 M-3x4 M-1.5x3 M-3x4 1 ) ) l 3-10-04 2-11-04 3-08-08 1 10-06 y ��.�c,0 PRoF4. � Ods � �c.NGIN� 'S' /© 89200P 1-- JOB 'JOB NAME : NRT 5 PLEX 15-19 - AH1 �/'i Scale: 0.9916 ..--"-- WARNINGS: GENERAL NOSES, unless otherwise noted /`��" Truss: AH1 1.Bolder end erection contractor Mould be advised of all General Notes 1.This design le based only upon the parameters shown and.for an individual "57 OREGON cod and Warnings before conatructin commences. building component.Appllcabllty of design parameters and properL. AL ♦ J�v 1.244 comprealon web bracing must be Installed where shown.. Incorporation of component Is the reaponaiblity of the building designer. '�,/ 9 1 4 ^f'\��4 3.Add8lonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be!eternity braced et 2. 'caI .the reeponsiNlity of the erector.Additional permanent bracing of T o.c..nd at 10 c.c.rsepec8vety unless braced throughout their length by �/(X,.�r DATE: 2/9/2016 Me overall sirudure h me responsibility of the building designee continuous sheathing such as plywood required sheathing(TC)eMfor drywnd(BC). -141 1 IS I I-s 3.1x Impact bridging or.tersl bracing where shown++ SEQ.: Ki716 411 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective conbedor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In.non-corrosive environment, TRANS I D: LINK design.ads be applied to any component. and are for"dry condition"of ue.. 5.Compur us Ms no control over and assumes no responsibility form. S.Design assume.full bearing al all supports shown.Shim or wedge if EXPIRES. 12/31/2017 fabrication,bridling.shipment and!negotiation of components. nee gra anassumes d. S.This design h furnished wheal to the limitations set forth by B.Design Plates shal be locateduon both faces ate drainage ioftrusss,,�and placed so their center February 9,2016 TPIMTCA in SCSI.copies of which Mil be furnished upon request. linen coincide with joint center linea. MITek USA,Ina/CompuTrus Software 7.6.7(1 L}E 9.Digits Indicate Nag of plate in Inches. 70.For basic connector plate design values see ESR-1311,ESR-18813(Wee) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-700) 84 2-4=(0) 0 BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -34/ 310V -32/ 99H 5.50" 0.50 RODE ( 625) 1'- 10.9" -82/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "enc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" MAX TC PANEL LL DEFL = 0.004" @ l'- 3.7" Allowed = 0.147" MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12 12.00 17 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. (4 Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, d, End vertical(s) are exposed to wind, Truss designed for wind loads U. in the plane of the truss only. 0 N m .-- o PALIIIIMMIN.11.11.1.1.1..N O �4 -, M-3x4 l l l 1-00 4-00 IPROVIDE FULL BEARING;Jts:2,3,4 I 5�� 0 [y R Qp c� -tyGtIVL�F, ©211 :920 r' JOB NAME : NRT 5 PLEX 15-19 - AJ1 Scale: 0.6558 SAW 411. WARNINGS: GENERAL NOTES, close n the parameters a noted ,•,,.s� ORC f'O I�A 44/ 710 Ct 1.Binder and eredbn nil nstrucr sradd be adeWd of a%Osemel Nates t.This design Is beeed only upon the designp shown end b for en individual �' OREGON V �!,/ Truss: AJ1 and Warnings ebconstruction commences. buildinIncorporation gceonofcot Anent is lity of theresesignperometetsandproper /� 'IP��4 2.254compression web bradng must be installed where shown+. Design rason of component la me reapenslb%%y of the building designer. �/� -7 1 A 3.Additional temporary bracing to Insure stability during conetrwdlon 2.Design assumes the top and bottom dards to be Ieennity braced at "V 1't ength by Is me responsibility of the erector.Additional permanent bracing of 7 o.c.and at ea hin respectively as ply woods braced throughout their sl)B). t""��t wntc.and t IP Ping such ti plywood s braced throu and/or t drywe%(SC). {t DATE: 2/9/2016 me overall structure lame responsibility of the building designer. 3.2«impact bridging or lateral bracing required where sham o e SEQ.: Ki716 412 4.No bad should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. Wieners aro complete and at no time should any bads greater than 5.Design assumes trusses aro to be used in a noncom:dive environment, TRANS I D: LINK design bads be applied to any component. and are ter""dry condition"of use. ry ry /I3%'� 5.Cempalrus Me no control over and assumes no redponsibllny for the S.nDe Design fu%bearing at all supports shown.Shim or wedge if EXPIRES: 1 2/sl1/201 7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 9,2016 B.This design Is furnished awb)ed to the limitation set form by 8.Plates shag be located on both faces of truss,and paced so their center TPIWTCA in SCSI,copies of which will be famished upon request. lines 9.Digits indicate size of peen with joint dern liness.. MiTek USA Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values sea ESR-1311,ESR-1De8(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-9=(0) 0 BC: 2x9 KDDF #1/BTR SPACED 29.0" O.C. 2-3=(-120) 103 , TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF 0'- 0.0" -34/ 353V -61/ 161H 5.50" 0.57 KDDF ( 625) 3'- 9.2" 0/ 51V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -80/ 123V 0/ OH 1.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TC PANEL LL DEFL = 0.061" @ 2'- 5.3" Allowed = 0.336" 1' 4' MAX TC PANEL TL DEFL = 0.057" @ 2'- 5.3" Allowed = 0.503" 3 -/ MAX HORIZ. LL DEFL= -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 12.00 7 '0 Design conforms tom main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End Vertical(s) are exposed to wind, Truss designed for wind loads rI in the plane of the truss only. 0 CO 1 11I� I N o M-3x4 b 1 y 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,4,3 I S. P R OFF;, Cs; "C,:.SIG t N ' /p o. `� 89200PE 9r JOB NAME : NRT 5 PLEX 15-19 - AJ2 Scale: 0.5501 WARNINGS: GENERAL NOTES, unless otherwise Wed: 'M "', I.Suede,and erection contractor should be advised of aA General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -y, 4"71:1 OREGON �4/ Truss: AJ2 and Warnings before construction commences. building componentApplicability of design parameters and 2 h4 compression web Dndnpay of proper p g must Absbe installed when shown�. Design assumes e!component Is me m oho ds toy of the bulking designer. ,j"9 ^e\N3.Additional temporary brecbp to Insure staNlity during oonstructlon2.Oasign assumes me top end bottom Malls to be laterelty bncod at •�,V�`Is the reapon.ASty of the erector.Additional pemnnent bndng of7 o.e end at i6 o.c.reanh ae ply anisesr thi Throughout Their length by {0.DATE: 2/9/2016 the overall Amoture*the naponsibility of me building designer. 2a lnpot Mggian Atopbadwom Meat Merinsann*tlrywel(SC). R4'K 3.2a Impact bridgingoI.Atonalreprating required the whpre shown* SEQ.: K 171 6 413 4.Na load dwultl be applied to any component until after all bradng and 4.Installation of lines Is the responsibility of the respective contractor. fasteners are complete and.1 no time should any loads greater than 6.Design assumes trusses are to be used in a non<ormsle environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of ass. N.Compr,Trus has no control over and assumes no responsibility form. 6.Design assumes NA bearing et al supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. necessary. 7.Desidrainae is 6.This design is furnished subject to the limitations set forth by e.Platees shall be locaassumes teduate on both goes oftnns,ed.and placed so their center February 9,2016 TPIM?CA In SCSI,copies of Mich WA be furnished upon request. lines coincide with Aint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(114-E 9.Digits Indicate Nee of piste In trachea. 70.For basic connector pee design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2-3=(-256) 110 3-4=(-103) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 14.7" TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 326V -72/ 220H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 51V 0/ OH 5.50" 0.08 KDDF ( 625) 3'- 11.7" -214/ 280V 0/ OH 1.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 4 MAX LL DEFL = -0.006" @ 5'- 2.7" Allowed = 0.082" MAX TL CREEP DEFL = -0.008" @ 5'- 2.7" Allowed = 0.122" MAX TC PANEL LL DEFL = -0.026" @ 2'- 3.8" Allowed = 0.336" MAX TC PANEL TL DEFL = -0.029" @ 2'- 3.8" Allowed = 0.503" MAX HORIZ. LL DEFL = -0.003" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.003" @ 3'- 10.9" 12.00 17 3 Design conforms to main windforce-resisting 7 system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .-' load duration factor=l.6, I End vertical(s) are exposed to wind, o Truss designed for wind loads 0 I in the plane of the truss only. to rn 0 to li Ij �-0 5�1 O M-3x4 y 1-00 ) y y 4-00 1-02-11 �lik ' ,p PR.pp -6, 'PROVIDE FULL BEARING;Jts:2,5,3 I �`co �4GtN .. �'/per.. 'r 89200PE r'' JOB NAME : NRT 5 PLEX 15-19 - AJ3 sale: 0.4828 0l ''�s i► WARNINGS: GENERAL NOTES, unless otherwise noted (� `{� �r 1.Bulder and erection contractor should be advised a/al General Notes 1.This design h based only upon the parameters shown and Is for an individual 7,6 A.-�' _'^"'N 11""' Truss: AJ3 and warnings before construction commences. building component.Applcablily of design parameters and proper IT Z�A T 2.204 compression web bredng must be Installed where shown+ incorporation of component is the responsibility of the building design,,. _7 .{A 3.Additional temporary bracing to insure stability during conetrudbn 2.Design assumes4tIEthe top end bottom chords to be[Morally bread et 1 Y' Is the responsibility alto erector.Additional permanent bracing f 7ntinand ate hin,reepadNplyunlessbracadthroughoutinchlength). M �R'L\- spa IN a germane 9 a 7 o.c. nd sheathing sunt as pNwoad M raced t rou and/or sir length b de/ FiFill-\-- DATE: 2/9/2016 the overall structure Is the reepansiblly of the building designer. 3,2x!mud bridging or lateral bracing required where Mown•• SEQ.: K1716414 4.Na bad Mould be applied to any component until after all bradng and 4.4.Designassumesoftf truss issththe e seaaWbu lty aydt the wspedNe ce ontractor. M, fasteners are complete and at no time should any loads greater men .ad gne fssume"dry trusses a to use. TRANS ID: LINK matinlead.dsapptieatoany nende.component. 6.Design assumes Nlbearingatalsupports Mown.Shim orwedge R EXPIRES: 12/31/2017 5.CompuTrue has no control over and assumes no responsibility for the ,y fabrication.handling,shipment and inetalletion of components. 7.Desiµgn assumes adequate drainage is provided. February/9,2016 5.This design is furnished wb(ed to the limitations set forth by 6.Plates Mag be located on both faces of truss.and placed eo their center TPINOfCA in SCSI,copies of which will be famlehed upon request. Anes coincide with joint center lines. 9.Digits Indicate size of plate In Inches. is MITek USA Inc./CompuTrus Software 7.6.7(1L}E to For basic connector ptate design values see ESR-1311.ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-63) 56 1-3= BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA " BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF O'- 0.0" -18/ 105V -24/ 53H 5.50" 0.17 KDDF ( 625) TOTAL LOAD = 45.0 PSF 1'- 9.2" 0/ 27V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -97/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1-11-11 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL T IREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004" @ 1'- 2.9" Allowed = 0.147" 12.007 MAX TC PANEL TL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.220" 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=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, ' Truss designed for wind loads ' in the plane of the truss only. o 09 m o I u1 0 0 1 NECEN 3 M�� M-3x4 l y 2-00 (� [}[� (PROVIDE FULL BEARING;Jts:1,3,2 I `9, {„! r #I OpL" ,, c_ 51 NG1NE <© t . 89200PE r" JOB NAME : NRT 5 PLEX 15-19 - ASJ1 Scale: 0.7950 •, st WARNINGS: GENERAL NOTES, unless otherwise noted �". Truss: AS J 1 1.Builder and erection contractor Mould be advised of an General Notes 1.This design Is based only upon the parameters shown end M for an Individual 7/.0 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.204 compression web bracing must be Installed where shown 4. Incorporation of component k the responsibility elthe building designer. rt� 3.Additional temporary bracing to Insure stability during construction 2 Design mums the top end bottom Morris to be laterally braced al (,,.V��ay. Is the responsibility of the erector.Additional permanent bracing of Z o.c.and at 70 o c respectively unless braced throughout length ,Q � 4 �^ 2/9/2016 the overall structure Is the responsibility of the handl designer. continuous Meethlnr such as plywood sheathing(TC)and/or drywall(BC). 'Il RIO- DATE: apon y re ig 3.in Impact bridging or laterel bracing required where Mown•v SEQ.: K 1716 416 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component, and.re for y conditionof use. 5.CompuTrss has no control over and assumes no responsibility ler the 6.Design aswmee WA bearing at an supports own.Shim or wedge if EXPIRES: - 1coyr /20 fabrication,handling,shipment and installation of components. 7.Design a sumes adequate drainage is provided. February 9,2016 ll 8.This design Is furnished subject to the limitations sat forth by 8.Plates shag be located on both faces of truss,and placed so their anter TPLN7CA in SCSI,copies of which WI be furnished upon request. lines coincide with joint center tins. Weft USA Inc.lCompuTrue Software 7.6.7(1 L}E 9.Digits indicate size of plate in inches. 70.For basic connector plate design values see ESR-7371,ESR-7688(MITek) 11111. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-01-14 GIRDER SUPPORTING 20-11-00 FROM 4-07-08 TO 15-01-14 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4528) 678 7- 8=(-2042) 2498 7- 1=(-4724) 672 10- 4=( -394) 2624 BC: 2x8 KDDF #16BTR 2- 3=(-3484) 606 8- 9=( -616) 3848 1- 8=( -400) 3426 4-11=(-4906) 728 WEBS: 2x4 KDDF #1&BTR; LOADING 3- 4=(-2132) 464 9-10=(-1150) 3402 8- 2=( -236) 1792 11- 5=( -134) 60 2x6 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=( -340) 342 10-11=(-1150) 3402 2- 9=(-1644) 290 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 1.9" V 5- 6=( -22) 22 3- 9=( -364) 2374 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 7.5" V 9- 4=( -786) 1946 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 4'- 7.5" TO 15'- 1.9" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 2353.0 LBS @ 3'- 7.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J"-- ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 2.34.0 LBS @ 13'- 6.0" 0'- 0.0" -664/ 4808V -2273/ 2273H 5.50" 7.69 KDDF ( 625) 15'- 1.9" -1068/ 6800V -2273/ 2273H 5.50" 10.88 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN A nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 9" oc n 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for nett-7 osfl uplift at 24 "oc sestina. 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.019" @ 10'- 10.9" Allowed = 0.475" 5° For hanger specs. - See approved plans MAX TL CREEP DEFL= -0.056" @ 10'- 10.9" Allowed= 0.712" 6-09-14 8-04 MAX HORIZ. LL DEFL = -0.007" @ 0'- 2.8" 1' f 1, MAX HORIZ. TL DEFL =-0.012" @ 0'- 2.8" 3-09-04 3-00-10 4-01 3-11-04 0-0)-12 HANGER TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. ICOND. 3: 150.00 PLF SEISMIC LOAD. I 12 M-5x6 M-4x8 M-1.5x3 Design conforms to main rts-resisting 12.00 -/ system and components andd cladding criteria. Ai wo dy Wind: 140 mIIIIIIIIIIIITIIIIIIIIIII ph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat-2, Exp.e, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 f,� 1/s^ rn I u1 0 to M-3x8 I f ` I unl tri A� pp 7M/ o l ti f 1111=111111MIMMIIIIIMilrill!"".4 7 8 9 10 " 11 M-3x4 M-6x10 M-3x8 M-3x10 M-6x10 ****2353# y y **.*2134# y , �R 1.D PRO .' 3-05-12 3-05-19 3-11-09 9-03 Coy`�7t1N '�19' X431-. 1 1 r� ryp� 15-01-14 . :920Vf E r ,-....Ail!I I I 11.i"6 JOB NAME: NRT 5 PLEX 15-19 - BGIRD 0.2785 Cr 7m OREGON 44// NI WARNGS: GENERALNOTES, udeaserM othee noted (� 1.Balder and erection hoed°,should be advised of al General Notes 1.This design Is based onh upon the parameters shown end Is for en Individual /Q '9 I' 1 w 2v Truss: BGIRD and Warnings before construction commences. building component.Applleabllity of design parameters and proper �y 2.DM compression web bracing Masi be Installed where shown.. Incorporation of component b the responsibility of the building designer. /� V 3.Additional temporary bracing to Insure stability during construction 2.Design sewn the top end bottom chess to be laterally braced at ^:e E .A't V Is the responsibility of the erector.Additional M bract" f 2 otr.and H 1G e.0.reach cc ply unless braced throughout their length by f l s•• , petmane g e sinuous sheathing such as plywood sheathing(TC)and/o,d ywal(BC). DATE: 2/9/2016 the overall structure le the responsibility of the bidding designer. 3.2s'mead bridging or lateral bradng required where shown++ SEQ.: El7 1 6 4 17 4.No load should be applied to any component until after an bradng end 4.Insielation of truss Is the responeblity of the reapedhe contredor. �Iry (7 [ 12/31/2017 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used M a noncorrosive environment, EAP I FEES: TRANS I D: LINK design le.es he applied to any component. end are assuumry sondnm�a use.supports 5.CompuTnn has na control over and aa.umes no,eeponeiblley for the 6.Design assumes NR bearing et all suns shown.Shim or wedge if February 9,2016 fabrication,handling.shipment and installadon of components. 7.Design assumes adequate drainage is prodded. 8.This design is furnished subject to the Imitations set forth by 8.Plates shat be located on both faces of buss,and placed so their center • TP VW1 CA In SCSI,copies of which vol be furnished upon request. Ones coindde with joint canter lines. B.Digits indicate size of plate in Inches. MITek USA,Ino./CompaTrus Software 7.6.7(1L)-E 10.For basic connector plata design values see ESR-I311.ESR-tge8(MITek) This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE le1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 8=(-103) 1115 8- 3=(-110) 971 10- 7=(-115) 852 ' 2x6 KDDF #1bBTR T2 SPACED 24.0" O.C. 2- 3=(-1734) 132 8- 9=(-140) 1331 8- 4=(-307) 185 7-11=(-627) 125 BC: 2x6 KDDF #10BTR 3- 4=(-1116) 102 9-10=(-109) 584 4- 9=(-235) 124 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-1303) 124 10-11=( -36) 95 9- 5=( -76) 852 2x4 KDDF #1&BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 6- 7=( -775) 92 5- 6=(-670) 98 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6-10=(-637) 127 TOTAL LOAD = 45.0 PSF TC LATERAL SUPPORT 24"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. VON. LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC UNIF LL+DL= 30.0 PLF 0'- 0.0" TO 3'- 0.0" V 0'- 0.0" -157/ 1497V -51/ 90H 5.50" 2.39 KDDF ( 625) 13'- 6.0" -101/ 754V 0/ OH 5.50" 0.51 KDDF (1485) NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC CONC LL+DL= 93.3 LBS @ 2'- 8.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 733.0 LBS @ 3'- 0.0" LIQIIRD STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COED. 2: Design checked for net(-7 oaf) uplift at 24 "cc spacing. OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" Unbalanced live loads have been MAX LL DEFL = 0.029" @ 10'- 11.0" Allowed = 0.419" considered for this design. MAX TL CREEP DEFL = -0.086" @ 10'- 11.0" Allowed= 0.629" ** Fox hanger specs. - See approvp2d.plaa MAX HORIZ. LL DEFL = -0.019" @ 13'- 3.2" U� n11 10-10-05 MAX HORIZ. TL DEFL = 0.045" @ 13'- 3.2" 2-05-04 .1' or Design conforms to main windforce-resisting 2-07-11 4-03 3-10-09 2-08-12 system and components and cladding criteria. T 4,93.308 -1 '1 '( Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 10.56"7,1-3x4 load duration factor=l.6, 12.00 3 M-3x4 M-3X9 End vertical(s) are exposed to wind, 4 Truss designed for wind loads T2 _ / -do in the plane of the truss only. --U o M-3x9 f i� -/ Note: Legdown not checked for any lateral loads. 6 o The design shall be reviewed and approved by A Project Engineer or qualified building designer /�/ r o for lateral load and lateral stability. I o ol O .........„,..„,,,,......../ B 1 lc - -- I--I 11 .-+ N -/ 8 9 10 o M-3x4 :41-6x6 M-5x6 M-5x6 M-3x6 SINGLE MEMBER AS SHOWN. 12/ HANGERS ATTACHED TO BOTTOM CHORD ** WILL HAVE 1.5" MAX. NAIL PENETRATION. y y +733# y y 2-06-04 4-07-15 y 3-10-09 y 1-11-12 0-05-08 S‹(.?r% fin0 PR �s�/O 1-00 13-06 y c,;... " ' : 7 `t` 89200PE mac" JOB NAME : NRT 5 PLEX 15-19 - BH1 Scale: 0.3613 - OREGON1(, ` WARNINGS: GENERAL NOTES, unless otMrwhe noted: Truss: BH 1 1.Builder sed erection contractor should be advised of ala General Notes 1.This design Is based only upon the parameters shown end Is for an Individual �^V 'I L 14 � � y and Warnings before conslrudbn commences. building component.Applicability of design parameters and proper 'e OV ^,". 2.2e4 compression web bradng must be installed share shown*. Incorporation of component Is the responsibility � y of the building designer. ` 3.Additional temporary bracing to Insure stability during conatrudlon 2.Design assumes the top end bottom chords to be lateralty braced at �FIR' _' is Me responsibility of the erector,Additional permanent bracing of T continuous and e11 O cc.reapecls pip unless braced Throughout melt length by DATE: 2/9/2016 the overall structure Is the responsibility of the balding designer. continuous sheathing such as plywood sheathing(TC)S end/or drywel(Bc). 3.2a Impact bridging or lateral lenders required where shown+* SEQ. : Ki716 418 4.No load ahomd be applied to any component until after all bradng and 4.InstaNatlon of truss N the responsibility of the respectNe contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used Ina non-corrosNe environment, TRANS ID: LINK design le.a•beapplied Isany component. end arefor•drycondnlon.ofuse. EXPIRES: 12/3.1/2017 5.GompuTnnhas nocontrol over and assumes noresponsibility for the fi.DeerynaeaaeeumesNnbearing.talwppom.hown.skimorwedgea February 9,2016 fabrication.handling,shipment and installation of components. ' 6.This design Is furnishedsubjectto the limitations set forthbyby 7.Design assumes adequate drainage Is provided. 8.Plates shall be looted on both faces of Truss,end placed so their center TPVWTCA In SCSI,copies of which wig be furnished upon request. Noes coincide with)Dint center Tins. B.Digits indksle size of plate in(noires. MiTek USA,Inc./CompuTru6 Software 7.6.7(1 L}E 10.For bask connector plate design values sea ESR-1311,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 9=(-211) 420 9- 3=( -3) 303 8-12=(-553) 199 2x6 ROOF #160TR T2 SPACED 24.0" O.C. 2- 3=(-705) 182 9-10=(-296) 825 9- 5=(-478) 109 BC: 2x4 RODE #16BTR 3- 4=( 0) 0 10-11=(-183) 467 5-10=(-131) 124 WEBS: 204 KDDF STAND; LOADING 3- 5=(-421) 172 11-12=( -47) 79 10- 6=(-118) 427 2x4 KDDF #16BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-810) 243 6- 7=(-417) 159 2x6 ROOF #2 B DL ON BOTTOM CHORD = 10.0 POE 7- 8=(-632) 188 7-11=(-406) 190 TOTAL LOAD = 45.0 PSF 11- 8=(-229) 707 TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 748V -53/ 93H 5.50" 1.20 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 6.0" -101/ 586V 0/ OH 5.50" 0.39 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 11-11 9-06-05 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" M-3x4 where shown; Jts:2,5-9 3_ MAX LL DEFL = 0.033" @ 10'- 11.0" Allowed = 0.419" Unbalanced live loads have been 2-05-04 MAX TL CREEP DEFL = -0.068" @ 10'- 11.0" Allowed = 0.629" considered for this design. '1_ c /� f f MAX HORIZ. LL DEFL = -0.022" @ 13'- 3.2" a* Fox hanger specs. - See applro. tl-plans �1-05-07 2-11 3-10-J9 2-08-12 MAX HORIZ. TL DEFL = 0.037" @ 13'- 3.2" Design conforms to main windforce-resisting 2-08-12 system and components and cladding criteria. 12 4 Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dr r), 12.00 7 load duration factor=1.6, M-4x6 10.56" End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. 5 6 0l MIIMIIMMIllil 0 o Note: Legdown not checked for any lateral loads. � The design shall be reviewed and approved by Project Engineer or qualified building designer rfor lateral load and lateral stability. 0 I 0 i M I OfiApplimi.,,,..7- Mr-i Li-r7 t r� s � MIN 12 i _� 9 10 11 0 1 M-4x6 M-9x6 M-3x6 13,I y y 2-06-04 ) 4-07-15 y 3-10-09 y 2-05-04 PR°A'.4" 1-00 13-06 4 89200PE r JOB NAME : NRT 5 PLEX 15-19 - BH2 '" Scale: 0.3363 •�t..• .. WARNINGS: GENERAL NOTES, Mess otherwise noted OREGON f�(yA i �)a 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameter.Mown and Is for en individual '' j OR EG O I Y 'mss✓ Truss: BH2 and Warnings before conarudion commences building componentApplicability of design parameters and proper le. iJA,y 14 \bi 2.214 compression web bracing must be installed where shown+. incorporation of component Is the responsible),of the building designer. __77 7 .LV 3.Additional temporary bracing to insure stability during construction 2.Daalgn assumes the top ail bosom chords to be laterally braced at ,�'j� Is the roeponabilly of the erector.Addllanat permanent bracing of 7 o.1 and at oa o c.such uch as ply plywood braced throughout their length by M,ER R I o- tJ continuous Me'o.c.hing wchaseNunitl Meacedt rouand/or tlrywegthb DATE: 2/9/2016 the overall structure is the roaponsiblity of the building designer. 3.2i Impact bridging or lateral bracing required where Mown a+ SEQ.: K 1716 419 4.No load should be applied to any component until after an bracing and 4.Inebriation of truss le the responaiblity of the reaped.contractor. fasteners are complete and at no time should any loade greater man 5.Design assumes misses are to be used lee nancorreslve environment, TRANS ID: LINK design loads be applied to any component. and 9�.ar"dy�ndeon guse. 6.CompuTM hes no control over and eswmsa no roapenslbitey forme 6.DeU NI beano t all supports Mown.Shim or wed if EXPIRES: 12/31/2017 fabrication,hndhng.Mipmentand Br.ali.tienofcomponents. Design:.eameeadequate drainage laprovided. February 9,2016 8.This design Is furnished subject to the limitations set forth by 8.Plates ehal be located on both faces of truss,and placed w their center TPI/WICA In BCSI,copies of which vel be furnished upon request. Ines coincide 84th point center lines. 9.Digits Indicate Nee of piste in Inches. MITek USA lnc./CompuTrus Software 7.6.7(1 L)-E 10.For bank connector piste design value.see ESR-1371,EBR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 7=( -45) 354 7- 3=( 0) 183 6-10=(-575) 213 BC: 2x9 ROOF #1&BTR SPACED 24.0" S.C. 2- 3=(-634) 173 7- 8=( -61) 352 7- 4=( -53) 56 WEBS: 2x4 KDDF STAND 3- 4=(-348) 224 8- 9=(-185) 432 4- 8=) -54) 153 LOADING 4- 5=(-564) 231 9-10=( -40) 58 8- 5=(-146) 149 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-370) 119 5- 9=(-460) 215 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=(-208) 599 TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"0C 0010. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -97/ 752V -127/ 172H 5.50" 1.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 pot) uplift at 24 "oc spacing. M-3x4 where shown; Jts:2,6-9,11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ** For hangerMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" specs. - See approved plans 5-03-11 2-10-10 3-03-11 2-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 'f 4' 4' 4' r' MAX TL CREEP DEFL = -0.022" @ 8'- 7.3" Allowed= 0.629" MAX TC PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed= 0.434" 12 12 12.00 F M-4x6 M-4x6 N 12.00 MAX HORIZ. LL DEFL = -0.009" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" �A A� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads -5X6 in the plane of the truss only. 411Note:Note: Legdown not checked for any lateral loads. 11 The design shall be reviewed and approved by M Project Engineer or qualified building designer o for lateral load and lateral stability. N O M I O N I .wAll -- e1w Ill 7 8 9 O M-3x5+ i2) ** o PROF l 5-02-04 y 3-05 l 3-02-04 y 1-08-08 y ,c ;� 6 p y1-00 b 13-06 \'+ ..'A? V. 7 ` 89200PE r' JOB NAME : NRT 5 PLEX 15-19 - BH3 Scale: 0.3493 CI OREGON �f., .. WARMING.: GENERAL NOTES, unless otherwise noted w. ,1. yy, Truss: BH3 1.Builder and erection contractor should be advised of all General Notes I.This design le based only upon the parameters shown and b for an individual <� /iC�1.* 14 2.F\� ' 4� and Warnings before construction commences. building component.Applloabiliby of design parameters and proper / V 2.204 compression web bradng must be Metalled where shown*. Incorporation of component Is the responsibility of the building designer. {]� 3.AddElonei temporary bracing to Insure stability during construction 2 Design assumes the tap and betroth chords m belt laterally brand at illeR R 1 I- Is the responsibility of the erector.Addllonal permanent bracing of T o.c.and at 18 a.c.reaspectch C.pN unless braced throughout their length by DATE: 2/9/2016 me overall structure Is the responslbn8y of the balding assigner. continuous sheathing such as ywood sheathing(7C)and/or*rywalq.c). 1 20impact bridging or lateral bracing required where shown * SEQ.: 1<1716420 4.No mad should be applied to any component until after all bracing and 4.Installation of trues la the responsibility of respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, end are for condition"of use. EXPIRES: 12/31/2017 TRANS ID' LINK design beds be applied to any component, 5.CompuTrus hoe no control over and assumes no responsibility for the 6.Design assumes full bearing etall euppoMshavm.3hlmorwedge lf February 9,2016 fabricetlon,handling,shipment and inataletbn of components. nxeaery. 7.Design assumes adequate drainage Is provided. S.This design Is famished subJe d to the limitations set form by 8.Plates shall be located on both faces argues,and placed so their center TPIMTCA in SCSI,copies of which vAl be furnished upon request. Anes coincide with Joint center lines. MITek USA,Inc./Com uTrus Software 7.6.7 1 LEA.Digits Indicate size of plate In Inches. P ( II.For basic connector plate design values see ESR-1371.ESR-1988(M IMI This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 HOOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=( -87) 357 9- 3=( 0) 183 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2- 3=(-634) 250 9-10=1-106) 352 9- 6=( -61) 64 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 10-11=(-225) 432 6-10=( -51) 153 LOADING 3- 6=(-348) 266 11-12=( -43) 61 10- 7=(-139) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 7-11=(-460) 262 BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-564) 293 11- 8=(-263) 599 TOTAL LOAD = 45.0 PSF 7- 8=(-370) 153 8-12=1-575) 258 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -132/ 752V -128/ 173H 5.50" 1.20 KDDF ( 625) OVERHANGS: 12.0" 0.0" 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-3x4 where shown; Jts:2,8-11,13 oc s 1 'COND. 2: Nesfan checked for net)-7 pefl uplift at 24 pacing ** For hanger specs. - See approved plans 0-02-10VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 .f,f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" 6-07-11 0-02-10 4-07-11 2-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" f ,11 ,r ' MAX TL CREEP DEFL = -0.022" @ 8'- 1.4" Allowed= 0.629" 5-02-04 1-05-07 1-05-07 3-02-04 2-00 MAX TC PANEL LL DEFL = 0.033" @ 3'- 0.0" Allowed = 0.434" 1` 1 ff 1' '' '1 MAX HORIZ. LL DEFL = -0.010" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" 5-09-10 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.0017 12.00 M-4x6 M-4x6 Wind: 140 mph, h=22.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, #=L,6> End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ol Ad 1 1 Note: Legdown not checked for any lateral loads. o M-5x6 The design shall be reviewed and approved by Project Engineer or qualified building designer 1'_, for lateral load and lateral stability. m 0 o mi irli fr. O 9 10 11 O ,2 -3x5+ ** 2 �, EO PR opt l l l 1 l A S 5-02-04 3-05 3-02-04 1-08-08 �\ GINE. 0, 1-oo 13-06 y il:C<cy 89200PE 'Sr JOB NAME: NRT 5 PLEX 15-19 - BH4 • 67. <"'rf ' Scale: 0.2646 40 • OREGON 4/ , Ct WARNINGS: GENERAL NOTES, unless otherwise noted 7/ N� `Ic 1.Binder and erection contnder should be advised of an General Notes 1.This deNgn Is based only upon the parameters shown end Is for en Individual L/''.^ i.) f'1�' V.. Truss: BH4 and Wamingsbefore construdroncommoncee. bmldingcomponam.Applicability ofdesgnperimeters and proper V 14 4 1 2.244 compression web bracing must be Installed where shown*. Incorporation of component M the neponNbiny of the building designer. 3.Additional temporary bracing b Insure stability during construclion 2.Design sawing.the tap and bottom chord.to les laterally braced al -'!! r F4(']'1 Is the RepronslbN19 of the erector.Additional hemmed brecing of T ntinuece sheathing rseush es plywood sheathing(TC) nd/or dryoel BCspectively unless braced throughout their length). l•• DATE: 2/9/2016 rare overall structure Is the reeponsbiny of the building designer. 3.Dc impact bridging or latent bracing required where shown** SE K 17 1 6 4 2 1 4.No bad should be applied to eny component.11 aver all brining end 4.Installation of buss I.B.reepon&blly of the respective contractor. 4• fasteners are complete and at no time should any loads greeter then 5.Design enamel buses.are to be used Ins non-consNve environment, EXPIRES: 12/31/2017 deNgn bads be applied to any component. end are for'dry condition"of use. TRANS I D: LINK 5.CempuTrrus ha.no control over and assumes no responsibility forme 8.Design sawn.ml bearing et all supports shown.Sh m or wedge l! February 9,2016 fabrication,handing.shipment and installation of components. gsery 7.Platassumeadequatedrainage is provided. 6.This design is furnished subject bins Nmlisllons set forth by B.Plate.shall belocated on both fuse of truss,end placed stheir center - TPINVICA b BCSI,copies of which MI be furnished upon request. Ines coined.with joint center lines. 9Wee USA,Inc./Cam uTrus Software 7.6.7)1L E o For basic Indbon sizeoflate a incase. P )- 1.Dort.Ncoete.0.01 plate deNncveiues see ESR-1311,ESR-1988(MITek) This design prepared from computer input by i Pacific Lumber and Truss-BC , LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-4=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-88) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) 0.4 TOP CHORD = 35.0 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: 18.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 424V -26/ 102H 5.50" 0.68 KDDF ( 625) 2'- 11.0" -55/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ OH 5.50" 0.06 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.019" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" 2-11-12 MAX BC PANEL LL DEFL = 0.007" @ 1'- 10.6" Allowed = 0.154" '( MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 8.00 3 -I Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(.) are exposed to wind, Truss designed for wind loads 13, in the plane of the truss only. 0 N M /- 0 I O I f 1151111 11191 4 M-3x4 1 l l y 1-06 4-00 'PROVIDE FULL BEARING;Jts:2,3,4 I pk- �`r-, .AG P 'S' �� 89200PEr JOB NAME : NRT 5 PLEX 15-19 - BJ1 "' /,.,r Scale: 0.6296 p ..' WARNINGS:.BoldeO.ThisdLNOTEb, uMeuponthnnse epara rate OREGON (/jTruss: BJ1 1.and and botdingcompbased.Aptycpbnyhoparemeersmeshown r, popanmarview �.,r� and Wamlrps before construction commences. building component.Applicability of design parameters end proper 7L ./! 53 tx 2.2x4 comprosslon web bndng moat be Installed where shown�. incorporation of component Is the espnnsibtl y of the building designer, _7 f� 3.Addition.'temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �� 14 [. �0? Is the responsibility of the erector.Additional permanent bracing of T o.c end et 10 o.c.raepectluaty unless braced Throughout melt length by �`'� C DATE: 2/9/2016 the overall structure is me a continuous sheathing such as plywood sheatmng(TC)andfor drywel(BC). R R.1IA' responsibility of the building designer. 3 Impact bridging or th eral bracing required where shown.4- SEQ.: S EQ.: K 1716 4 2 2 4.No load.home be applied to any componentshould until after an bracing and 4.inesign s n of truss is the responsibility of the rsspectne contractor. fasteners are complete and at no time should any keds greater than 5.Design assumes tniseea are to be used In a noncormaivs environment, TRANS ID: LINK design bads be applied to any component, and crc for'4,9 condtion of use. 5.CumpuTrus has no control over and assumes no responsibility for the S.Design assumes NO bearing at al supports shown.Shim or wedge if EXPIRES: y n,ey /�,ry fabrication,handling,shipment and Installation of components. 7. ry' r� i L 1 L) d. S.This design is fumished subject to the limitations set forth by a.Plaessshal be locassumes atedonboth faces ofate drainage is trusis,eand placed so their center February 9,201 6 TPIM/TCA in SCSI,copies of whkh yell be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-198a(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-91) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -74/ 332V -24/ 80H 5.50" 0.53 KDDF ( 625) 1'- 2.9" -47/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -34/ 30V 0/ ON 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED kOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" 1-03-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 1MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed = 0.072" 12.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1,- 2.9" Design conforms to main windforce-resisting 3 -9 system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. co 0 M /- o I o 0 o 1111.- 111114 M-3x4 1 l y l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 4��a PRQp c`5 4NGI�E�'4 so�� rzw 89200PE r' JOB NAME : NRT 5 PLEX 15-19 - BSJ1 Scale: 0.7033 -4^'-" ''�i .. WARNINGS: GENERAL NOTES, unless otherwise noted V OREGON/1' A 1 )e 1.Bolder and erection conbedor should be advised of al General Nates 1.This design Is based only upon the parameters shown end Is for en hrlvidual - ' OREG Ot V K✓ Truss: BSJ1 and warnings before construction commences building component Appllcebllyy of design parameters and proper /l 2 ��T 2.2e4 compression web bracing must be installed where shorn.. incorporation of component N Me responsibility of Me building designer. �) 4 ". 14 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom charts to be laterally braced at 't Is the responsibility or the erector.Addllonel permanent bracing of T contsc.inuous and at ea1Cr sec,rsepadMlyplywood unless braced(TC)and/or (heir length by ' 'R R 11.+\ continuous edging or ouches plywood aired where shown erector drywal(BC). DATE: 2/9/2 016 ihs overel sinrcture h the responsiblity of Aha building designer. 3.2z Impact bddging or hforsl bndng required where .. SEQ.: K 1716 4 2 4 4.No bad should be applied to any component until after all bradrp and 4.Installation of truss lathe responsibility or the reapedNe contractor. • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In.non<orre.Ne ensronm.M, design beds be applied to any component. and are for'dry=Oaten"of me. TRANS I D: LINK 5.comparnn n..no control ow.r.nd.aeum.s no responsibility for m. 6.Design tisanes full bearing at al supports shows.Shim or wedge if EXPIRES: 12/31/2017 ry. bbrfoation,handling,shipment and inYiilstion of components. 7.Desiwgn assumes adequate drainage is provided. February 9,201 6 6.This design is furnished subJed to the limitations set forth by 8.Plates shall be located on both faces or truss,and placed as mets center TPIN TCA In SCSI,copies of which will be furnished upon request. Inas coindda with Joint center Anes. - 9.Digits Indicate size of plate In Inches. MITek USA,Ina./CompuTNs Software 7.6.7(114-E 10.For basic connector plate design values see ESR-1311.ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-108) 170 6-7=(-238) 651 1-6=(-156) 122 4-8=(-290) 153 BC: 2x9 KDDF 1/1613TR SPACED 24.0" 0.C. 2-3=(-757) 315 7-8=(-149) 549 6-2=(-929) 219 8-5=(-122) 650 WEBS: 2x4 KDDF STAND 3-4=(-658) 278 8-9=1 -60) 80 2-7=(-270) 269 5-9=(-884) 238 • LOADING 4-5=(-700) 197 3-7=(-235) 502 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 7-4=1-231) 189 BC LATERAL SUPPORT <= 12"OC. TON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -148/ 948V -298/ 317H 5.50" 1.52 KDDF ( 625) 20'- 11.0" -145/ 935V 0/ OH 5.50" 1.50 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.018" @ 9'- 10.4" Allowed = 0.667" 9-08-10 11-02-06 MAX BC PANEL TL DEFL = -0.157" @ 4'- 8.4" Allowed = 0.604" 4-09-01 4-11-09 5-05-07 5-08-15 MAX HORIZ. LL DEFL = 0.008" @ 20'- 9.2" i 1 1 MAX HORIZ. TL DEFL = 0.012" @ 20'- 9.2" 12 12 M-5x6 12.00 7 3 Q 8.00 Design conforms to main windforce-resisting 0system and components and cladding criteria. Wind: 140 mph, h=24.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 4 M-3x9 111 ,M-3x4 M-1.5x3 N f O 1 C O ti V MM ICI -/ 6** 7 8 **9 M-3x4 M-3x8 M-3x4 M-1.5x3 M-3x5(5) 1 l 1 1 9-10-06 5-07-03 5-05-07 14-0 o y 6 11 �C. t,NG NE --0.6. © 20-11 2 C :9200P r- JOB NAME : NRT 5 PLEX 15-19 - Cl ''_ Scale: 0.2173 * WARNINGS: OThRAedesign is NOTES, unless otherwisetherameter F OREGON `. 1.Bustler and erection contractor should be advised of al General Notes 1.Thla tleslgn a based only upon the parameters shown end Is lar an Individual 11��, 44, Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper ♦ye 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component a the rosponaibAfty of the building designer. GQ ii (2-P �' 1 +{y.., 3.Additional temporary bracing to Insure stability during coneructlon 2 Design assumes the tap and bottom d eh to be latently braced et ( fi ��. 1 la IM roapomlblgy of the erector.Additional permanent brocmg of 2 o.c.and et is o.c.respectively unless braced throughout their length by ye, `_ DATE: 2/9/2016 the overall structure la the responsibility of the building designer, 2,Impact sheathing each l bracing acing e required a where seam 0 drywae(BC). '!f +. 179 91 3.iv tmptioWdgmg or theralpendb yof where.hewn++ f� 1.. SEQ.: K1716425 4.Noentlshould Wapeean atany wmponendauntil yleads8encinhand 4.Installation amtruss lstW eeobee Ithe n anenpsemecev fetlenen aro complete end at no time should any loads greater then 5.ensign sesames trusses are to be used m.non-oormshe environment. TRANS ID: LINK design leads be applied teeny eennponenl end are for drycenanlon^or use. 5.CompuTrus has no control over end assumes no reeponsiblley for the 8.Design assumes Ml bearing at all supports shown.Shim or wedge it EXPIRES: 12/ry y fry 01 7 fabrication.handling.shipment end Installation of components. n cowry. . L s}1 IG d. 6.The e design is furnished subject to the limitations eat forth by 8.Plagsshal be locatedn assumes on both eak gos ofe is truss ,eand placed so their center February 9,20 16 TPIMRCA In SCSI,copies of which 041 be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(114-E to For baste connector plate design values see ESR-1311.ESR-1888(WM) MEW This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-11-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1887) 299 7- 8=(-269) 370 7- 1=(-2103) 304 10- 4=( -68) 879 2x6 KDDF #1&BTR T2 2- 3=(-1891) 381 8- 9=(-307) 1298 1- 8=( -137) 1339 4-11=(-1291) 202 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-1297) 305 9-10=(-256) 1488 8- 2=( -233) 105 5-11=( -102) 474 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -763) 225 10-11=(-256) 1488 2- 9=( -157) 176 11- 6=( -202) 1518 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 20'- 11.0" V 5- 6=(-1121) 260 11-12=( -74) 115 9- 3=( -192) 1002 6-12=(-2184) 319 BC UNIF LL( 75.0)+DL( 80.0)= 155.0 PLF 0'- 0.0" TO 20'- 11.0" V 9- 4=( -345) 101 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -324/ 2353V -214/ 272H 5.50" 3.77 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 11.0" -332/ 2353V 0/ OH 5.50" 3.76 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. }COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans 17-05-05 10-05-05 3-05-11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 1' MAX LL DEFL = -0.040" @ 12'- 2.5" Allowed = 0.667" MAX TL CREEP DEFL = -0.090" @ 12'- 2.5" Allowed = 1.000" 3-08-01 3-02-03 5-04-04 5-06 3-02-08 T 1' '1 1' '1' 1' MAX HORIZ. LL DEFL = 0.010" @ 20'- 8.3" 12 12 MAX HORIZ. TL DEFL = 0.017" @ 20'- 8.3" M-4x6 M-4x6 12.00 7 3 M-3x8 N 12.00 4 Design conforms to main n windforce-resisting .4=111111111181 ,,,� system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x9 inuss thedplaneeoffor thewtrussso 0 only. ✓r u1 M-3x6 1 C3 I N A�� ir,41111., FAii 1111",:-4x6 1b�IEGI��AgiM M-3x4+ N ,-1 7** 8 9 M-3x4+ 15 11 e.12 M-1.5x4 M-3x5 M-3x8 M-3x6 M-5x6(S) M-4x8 M-1.5x4 M-3x4+ M- M-3x4+ M-3x9+ 3x4+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-5x8+ M-5x8+ M-5x100 M-5x8+ M-5x8+ l .6 1 l y l 3-04-09 3-03-15 5-06 5-06 3-02-08 y 14-00 l 6-11 l �� GPNE P�06* l 1 ` (e, ,9' 0,�, 20-11 4,r -r 89200PE c" JOB NAME : NRT 5 PLEX 15-19 - CH1 Scale: 0.2435 1. Cr 1. GENERAL NOTES, unless otherwise noted: OREGON /l- t.Guider and erection contractor Mould he advised of all General Notes 1.This deebe Is based only upon the parameters shown and M bran Individual I. /�44{ Truss: CH 1 end Warnings before construction commences. building component.Applicability of design parameters end proper � A fes\ '` 2.Da4 comprosston web brodng mule be Instaibd where shown*. Incorporation of component is the responsibility of the building designer. o"< `''}- 1 w 2V 4 3.Additional temporary bracing to Imre stability during construction z Design mune*the top and bottom chords to be laterally bread at 'V `T �P Is the reaponslbi f Me erector.Additional permanent bracing of Yntinandrseahin at 10 respectivelyucasamassbraced Mrougho/ut Maklength) �'�� mY o P 29Inma us sheathing such as plywood aired in ere o.+drywn8(BC). {` DATE: 2/9/264 me load aWbeaNthetoanycbmpty ofthebtiumngdesigner. 3.InImpaabogusartheralbradngryofthewneroshownt* SEQ.: K1716426 4.Neroadshoedbeappnadtoanyti mponentanmagerallbrodngend 4.Design ltanner.en trusses are enonpdrros eenvironment, • fasteners are complete and at no time should any loads greeter man eesign Weds be applim ed any component. end are for"dry candnien'of use. TRANS ID: LINK 5.ComWTnnhas mconof over endneumeanoroapomlblllfyforihs 8.Design assumes Ml bearing ste8supports shown.Shim orwedgeIf EXPIRES: 12/31/2017 sorry. fabrication,handling,shipment and instetlation of components. 7.Degn assumes adequate drainage R provided. February 9,2016 6.This design Is furnished subled to the limitations set forth by 8.Mates Mal be located on both feces of truss,end placed so their center TPVWlCA in BCSI,copies of which eli be famished upon request. fres coincide with Joint center lines. 9,Digits indicate size of plate In inches. MiTek USA drat./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1968 WiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-857) 255 8- 9=(-297) 258 8- 1=(-906) 274 11- 6=(-155) 132 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-771) 397 9-10=(-322) 695 1- 9=1-108) 578 6-12=1-329) 193 WEBS: 2x9 KDDF STAND 3- 5=(-485) 357 10-11=(-170) 503 9- 2=1-136) 134 12- 7=(-190) 651 LOADING 4- 5=1 0) 0 11-12=(-195) 508 2-10=(-257) 213 7-13=(-903) 306 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-672) 356 12-13=( -59) 80 10- 3=(-192) 274 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-665) 215 10- 5=(-196) 102 TOTAL LOAD = 95.0 PSF 5-11-) -64) 221 NOTE: 2x9 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX BORE BRG REQUIRED ERG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -146/ 991V -273/ 292H 5.50" 1.51 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-3x9 where shown; Jts:2,6-7,9,11-12 ** For hanger specs. - See approved plans 0-03-14 OND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 8-11-12 1-10 10-01-04 MAX LL DEFL = 0.016" @ 10'- 10.6" Allowed = 0.667" 'l' '' j' ' MAX TL CREEP DEFL = -0.032" @ 11'- 5.1" Allowed = 1.000" 4-05-12 4-04-04 1-11-12 4-10-08 4-10-14 MAX HORIZ. LL DEFL = -0.008" @ 20'- 9.2" f f f f,� ,r MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 12 12 M-4x6 M-5x6 12.00 3 qr Q B.00 Design conforms to main windforce-resisting Ji/=e� system and components and cladding criteria. Wind: 190 mph, h=24.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1111111111111111111111 I load duration factor=l.6,e End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. ry M-3x5 N 0 ti V MW iid e 9 10 11 12 *13 M-1.5x3 M-3x8 M-3x5(S) M-1.5x3 4-02-04 4-06 2-08-13 4-10-08 4-07-06 j y � N14-00 6-11 S� GNE ''.1 l f�� ' Z20-11 ,._...892OOPE ' JOB NAME : NRT 5 PLEX 15-19 - CH2 Scale: 0.2253 WARNINGS: OThis eNOTs unities upon the se parameters 7I OREGON tx 1.Builder and erodbn eontrador should be advised or al General Nates 1.This design b based only upon the parameters shown end la for en individual 6�' Truss: CH2 and Wamings before conatradion commence. building component Applicabitiy of design parameters and proper x 2.244 compression web bracing must be Installed where shavm.. Incorporation of component h the responsibility of building designer. /M� /91.. 1 4 O\ 3.Additional temporary bracing to Insure dabllily during construction 2.Design...carnes the top and bottom chortle to its laterally braced at /� !/ (.. by Is the responalbily of the erector.Additional permanent bracing of 2'continuous and ti gi o n respectively br ly ural d braced throughout their length). /I .`/ifIl�� DATE: 2/9/2016 the overall structure la me responsibility of the building designer. continuous sheathing etch as plywood required a Mere ovm+drywefl(SC). �Y{M1/.� 3.n impact bridging or A.re prating rag fthe wfxro tive co.. SEQ.: K1716927 4.Noload Mould be.pgleoto any cemponenttnnLnerannraangand 4.kstanationoftruaclatharaaponsteAlyonnerespearvecentredor. fasteners are complete and atm time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK deeign loads be applied to any component. and are fer'dry nondEen'of us.. 5.CompuTrus has no central over and assumes no responsibility for the a Design assumes NB bearing at all supports shown.Shim or wedge If {� EXPIRES: 1 2/31 2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 9x2016 < J /L.11 8.This design le furnished subject to the limitations cat forth by B.Plates shell be located on both feces of truss,end paced co their center .7 I TPIIWTCA in SCSI,copies of wnkh will be furnished upon request. Anes coincide with joint center lines. B.Digits Indicate else of piste In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1B88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-9316) 760 1- 7=( -722) 3120 2- 7=( -642) 3796 10- 5=(-630) 3664 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3026) 592 7- 8=1-1216) 7332 7- 3=(-9340) 772 WEBS: 2x4 KDDF STAND; 3- 9=(-7429) 1316 8- 9=1-1228) 7428 3- 8=( -286) 1926 2x9 DF STAND A LOADING 4- 5=(-2958) 530 9-10=(-1228) 7428 8- 4=( -246) 779 LL = 25 PSF Ground Snow (Pg) 5- 6=1-9216) 744 10- 6=( -736) 3079 9- 4=( -278) 1738 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 4-10=(-4574) 808 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 8'- 8.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 437.5)+DL( 350.0)= 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -760/ 9289V -1450/ 1950H 5.50" 6.85 KDDF ( 625) 1r' ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 4289V -1950/ 19506 5.50" 6.85 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. XX 9" oc in 1 row(s) throughout 209 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 204 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.048" @ 3'- 10.2" Allowed = 0.292" MAX TL CREEP DEFL = -0.109" @ 3'- 10.2" Allowed = 0.438" MAX HORIZ. LL DEFL = -0.013" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.023" @ O'- 5.5" 1-007-08 1-00 1' 1' 1 f I;OND. 3: 150.00 PLF SEISMIC LOAD. I 1-00 2-06-11 2-08-07 2-04-15 1-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 190 mph, h=20.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 7,1 12.00 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-4x10 M-5x6 2 3 9 5 I-- --i______ _____ ___ -/- ._ _ -` , 40. All m n o < . o i, , � � � t i j,_ �'� - � -' to II 1 4 7 8 9 10 >L6 1 0 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 l l l y l ), 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 l 9=08 1 0Q P R Qpz. ��`�� I N ` s/p�fi17 89200PE c' JOB NAME : NRT 5 PLEX 15-19 - DH1 ....4P,1411-0- ...• Scale: 0.4855 - WARNINGS: GENERAL NOTES, unless otherwise noted. 91. OREGON 1.Builder and erection contractor should be advised dal General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: DH1 and Warnings before<onstrwbn commence. building componentApplicability of design parameters and proper /J s�s\ bi 41/4 2.2z4 wmpreasion web bracing must be installed where shown v, Incorporation of component is the reaponslbARy of the building designer, L,/� -7 y 14 2V "'!" 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the top and bottom MOMs to be laterally braced at V is the reeponYNAty of the erector.Additional permanent bracingf T continuous and H ea o c.respectivelysucaspRwood unless sheathing(TC) (TC)a d/their length). I .FIR ILA- DATE: o continuous si ging or such as acing re uired here s own•tlrywaA(BC). 2/9/2016 the overall simcture la the roaponsiblily of the building designer. 3.2w Impact bridging or lateral brsdnp required where shown+• SEQ.: K1716429 4.No lead ahenid be applied te any nempanant ansi after all brading and 4.Installation of trIIssthe re mNbuwafthin a wneoticay.enal contractor. fasianers are complete and atnotime should any loads greater than Dedgrafor•drytruaa..areteb. TRANS ID: LINK design bedsneappbdtoany component. 8.Design assumes Adbeadrpatalsupports shown.Shim orwedge if EXPIRES: 12/31/2017 5.Compu7rus has no control over and assume.no rewonaibllhy for the neceuafabrication,handling,shipment and inatallatbn of components. 7.Design iwmes adequate drainage Is provided. F@L.. 9,2��6 8.This design is furnished cabled tome limitations set forth by e.Platesahan be located on both faces of truss,and placed so their center TPWl7CA in SCSI,wpbs of which will be furnished upon request. Anes coincide with(oint center lines. " 9.Diggs Indicate size of pleb in inches. MITek USA,(nc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector pleb design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16.BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 84 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-56) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL DO BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF O'- 0.0" -72/ 261V -21/ 74H 1.50" 0.42 KDDF ( 625) 0'- 11.2" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -90/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. k•ONn 2• Design rhPrked for not(-7 psfl ,mlift at 74 12oc sparing 12.00 7 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed= 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed= 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed= 0.040" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" /- -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 10/IPP461111:211111:73Hfr End vertical(s) are exposed to wind, oTruss designed for wind loads vl in the plane of the truss only. 0 /- .11 Lo en IN O o O O 4 /- k k y 1-00 1-00 [[[yyy[y (PROVIDE FULL BEARING;Jts:2.3,9 I /Ip--��-S. N �u/© Wv N i __1/4). PE <" JOB NAME: NRT 5 PLEX 15-19 - DJ1 R"' ��a..IR Scale: 0.9133 'Y OREGON 44.(`4. WARNINGS: GENERAL NOTES, unless olhenvise noted: Truss: DJ1 1.Balder end erection contractor should 5.advised of al General Notes 1.This design is based only upon the parameters shown and la for an individual �'yQ A ' 14 ,'��`4 and Warnings before anstmction commences. building component.Applicability of design parameters and proper ,(��r,, 2.204 compression sob brodng must be installed where shown e. incorporation of component is the roepensibWty of the building designer. /� ` 3.Addnlonel temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom cholla to be IelerolN braced et q`71:/R11..\-- fasteners +,"� 4� Is the roeponsibipry of the erector.Additional penman. bracing of 2 o.c and at 10'o.c.reach cc ply unless braced throughout their length by DATE: 2/9/2016 the overon.nuen,ro is the responsibility of buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or arywall(ec). °pori r 3.2a Impact bridging or lateral bradng required where shover.. SEQ.: K 1716 9 3 0 4.No load should be applied to any component until after an bradng and 4.Installation of truss le the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design insures are to be a.ad in a non-vanoelve environment, ana.refor^ayrondmm�^eros.. EXPIRES: 12/31/2017 TRANS ID: LINK de.Ignloathbeappliedtoanycomponent. 5.CempuTrus hes no control over and assumes no responsibility forth. S.Design assumes full bearing et ell euppoda siwvm.Shim or wedge if February 9,2016 fabrication,handling.shipment and installation of components. nary. 6.This design h furnished subject to the limitations set form T.Designassumes el adequate drainage is provided. and B.Plates shell be located on beth hoes of hues, phcea so their center TPPWTCA in SCSI,copies of which v41 be furnished upon request, noes alndda v4m joint center lineae 9.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software07.6.6-SP1(1L)-E 10.For basic connector plate design values see ES12-1311,ESR-1900(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR 9-02-00 GIRDER SUPPORTING 36-06-00 1- 2=(-3932) 690 1- 7=( -696) 2876 2- 7=7 -582) 3416 10- 5=(-572) 3342 BC: 2x6 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2754) 492 7- 8=(-1062) 6486 7- 3=(-3772) 666 WEBS: 2x4 KDDF STAND; 3- 4=(-6532) 1156 8- 9=(-1072) 6566 3- 8=7 -264) 1782 2x4 DF STAND A LOADING 4- 5=(-2696) 482 9-10=(-1072) 6566 8- 4=( -228) 732 LL = 25 PSF Ground Snow (Pg) 5- 6=(-3844) 676 10- 6=( -708) 2838 9- 4=( -256) 1592 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.07= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V 4-10=(-3982) 698 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.07= 17.5 PLF 1'- 0.0" TO 8'- 2.0" L BC UNIF LL( 0.0)+DL( 15.07= 15.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 431.2)+DL( 345.07= 776.2 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J 0'- 0.0" -709/ 4010V -1375/ 1375H 5.50" 6.42 KDDF ( 625) r ( 2 ) complete trusses required. Attach 2 ply with 3'x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -709/ 4010V -1375/ 1375H 5.50" 6.42 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. `/1/ 9" oc in 1 row(s) throughout 2x4 top chords, /yvy\ 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lO PSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.038" @ 3'- 8.2" Allowed = 0.275" MAX TL CREEP DEFL = -0.082" @ 3'- 8.2" Allowed = 0.412" MAX HORIZ. LL DEFL = -0.011" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.019" @ 0'- 5.5" 1-00 7-02 1-00 .r 1' 'I' f IC OND. 3: 150.00 PLF SEISMIC LOAD. 1-00 2-04-11 2-06-07 2-02-15 1-00 Design conforms to main n windforce-resisting 1' 1' '1 ' 1' 1' system and components and cladding criteria. 12 12 Wind: 12.00 7 12.00 (Allm7 6 Heights), Enclosed, Cat.2,, Exp.B,ASMWFRS(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. M-5x6 M-3x8 M-3x10 M-5x6 2 3 4 5 1 0 , \ 07 - I I / I - Arn 1 e- + � a � Irl II a � - - -rt 1 s 10 1 1 7 8 9 10 ...>"‹..6 0 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 =M-6x6 l l y l l l 1-03-08 2-04-11 2-02-15 1-11-07 1-03-08 y 9-02 ��g ,) PRQ/ ,5 �c.NGttVEFA? <5) 89200PE r"' JOB NAME : NRT 5 PLEX 15-19 - EH1 Scale: 0.4991 • .: WARNINGS: GENERAL NOTES, unless otherwise noted �/� 1. Cr Builder and erection contractor should be advised dal General Notes 1.This design is based only upon the parameters shown end h for an individual © OREGON ( Truss: EH 1 and Warnings before oas.Budbn commences. building component Applicability of design parameters and proper �L 4a �yA\ A 2.2a4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. /.0 "7 y 14 2w' " ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom dards to be laanity braced et '�./ /.. 't Is the reapenAbi f the erector.Additional permanent bracing f T nti end e110 o c e eh as ply unless bested throughout their an%hby ). 4l FiR i"i N o germane g a continuous she'kngo.c.euch ti eply unless sheathing(7C)brsceou and/or air kngBC) V DATE: 2/9/2016 the overall structure is the eeponsiblfty of the building designer. 3.2i Inked bridging or lateral bradng required where shown C e SEQ.: K1716432 4.No bad should be applied to any component until after Al bradng and 4.DeestnataAtion of truss is thhe e aro abs ulitydty t the non-corre osive contractor.na , • rarners are complete and at no time ahold any loads 5.ads greater thanenaesum design loads be applied to any component. and.re tor"dry condition.or .. TRANS ID: LINK s.Eemparaahas escontrol over and assumes neresponsibility for the 3.Sealgnaeaume.OR hewing at al capped.Anasus.Shim eratedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and lnstaiationofcomponents. 7.Design:asumesadequetedrainage laprovided. February 9,2016 6.This design A furnished.ub)ed to the limitations sat forth by 6.Plates shag be lomted on both faces oftraae,and paced so their center TPNNFCA In SCSI,copies of which will be belched upon request. Ines caindde with Writ center lines. S.Digits indicate size of pate in inches. MiTek USA,lnc./CompuTrus Software 7.6.7(1L).E to.For basic connector plats design values sea ES11-13tt,ESR-1883(Mack) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 89 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-56) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 12 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -72/ 261V -21/ 79H 1.50" 0.92 KDDF ( 625) 12.00 7 0'- 11.2" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -40/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 'C OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.040" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting / system and components and cladding criteria. ro o I Wind: 190 mph, h=19.7ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, End vertical(s) are exposed to wind, f Truss designed for wind loads mo in the plane of the truss only. N 0 o E° PRo1 s l 1-00 y 1-00 y ��cj'• Gi1V � '/�1,�y 'PROVIDE FULL BEARING. I V 89200PE r JOB NAME : NRT 5 PLEX 15-19 - EJ1 Scale: 1.0876 - -- .` Cr WARNINGS: GENERAL design unless yupINh theparnoted 7 OREGON 40 1.Builder and erection codredor en ee be advised or al General Notes i.This tlesipn p based only upon parameters shown and is for an mtllNdual Truss: EJ1 and Warnings before wnatrudlon commences. building componentApplkabilAy of design parameters and proper a ..la��.� 2.T,r4 compression web bracing must be Installed where shown•. moorporatbn of component h the rosponsibay of the buiNing designer. <^ -7 Y 1 4 y�'A\ t 3.Additional temporary bracing to insure stability during construction 2.Deign assumes the top act bottom chords to be latent braced at V �� lathe rcapon&binty of the erector.Additional permanent bracing of 2'o.c.end et 79 o c.respectively unless braced throughout their length by \ T_ DATE: 2/9/2016 the overall structure is the responsibility continuous sheathing such as plywood sheathing(TC)tea(TC)end/or drywall(BC). R R I ti-k- 8y of the building designer. 3.2s Impact bridging or later.'bndng required where shown e. SEQ.: Ki7 1 6 4 3 3 4.No load should be applied to any component until ager all bndng and 4.Installation of truss Is the responsibility of respective contractor. fasteners are compete and at no time should any loads groat..than 5.Design assumes trusses are to be used In e non-conoelve environment, TRANS ID: LINK desgnloads beappledtoany cemponed. ana.roror^ary ondnlon^ofuse. 5.CempuTms has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge If wry. (EqXP.A�IaRES: 12/31/2(?17 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. February 9,GO I V 8.This design is furnished subject to me limitations lit forth by 8.Plates shall be located on both faces of truss,and placed so their ceder TPW/TCA In BCS',copies of which WI be famished upon request. limn colndds with joint ceder fines. 9.Digits Indicate Nae of plata in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11_)-E 19.For basic connector plate design values lie ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-09-06 MONO HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR 18-09-06 GIRDER SUPPORTING 20-11-00 FROM 8-03-00 TO 18-09-06 1- 2=( 0) 89 2- 9=( -782) 3364 9- 3=( -644) 3216 6-13=( -186) 1580 BC: 2x8 KDDF #16BTRLOAD DURATION INCREASE= 1.15 (Non-Rep) 2- 3=(-4972) 1108 9-11=(-1688) 7432 9- 9=(-5189) 1200 6-19=(-6570) 1979 WEBS: 2x9 KDDF #16BTR; 3- 9=(-3364) 788 10-12=( -70) 308 4-11=( -910) 2762 19- 7=( -268) 194 2x6 KDDF #168TR A; LOADING 9- 5=(-7514) 1739 12-13=(-1160) 5216 10-11=( -464) 2799 2x8 DF SS BLL = 25 PSF Ground Snow (Pg) 5- 6=(-5640) 1322 13-14=(-1166) 5282 11-12=(-1160) 5222 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 3'- 6.0" V 6- 7=( -58) 72 11- 5=( -654) 2840 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 68.8)+DL( 27.5)= 96.2 PLF 3'- 6.0" TO 18'- 9.9" V 7- 8=( 0) 0 12- 5=( -466) 176 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 27.5)= 27.5 PLF 0'- 0.0" TO 18'- 9.4" V 12- 6=( -36) 328 BC UNIF LL( 236.5)+DL( 189.2)= 425.6 PLF 8'- 3.0" TO 18'- 9.9" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"OC UON. FOR TC CONC LL( 72.9)+DL( 29.2)= 102.1 LBS @ 3'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL. BC CONC LL+DL= 2353.0 LBS @ 7'- 4.5" 0'- 0.0" -871/ 3925V -85/ 145H 5.50" 6.28 KDDF ( 625) 18'- 9.4" -1234/ 5371V 0/ OH 5.50" 8.59 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP -' - t•1-7 f) 1'ft t 29 'rant ++ For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.067" ( 2 ) complete trusses required. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL= 0.059" @ 7'- 5.8" Allowed = 0.595" nails staggered: MAX TL CREEP DEFL= -0.160" @ 7'- 5.8" Allowed = 0.893" 9" oc in 1 row(s) throughout 204 top chords, 9" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. LL DEFL= -0.019" @ 18'- 3.9" 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.038" @ 18'- 3.9" 9" oc in 2 row(s) throughout 2x6 webs. 3-05-117-11-02 2-01-07 5-03-02 Design conforms to main windforce-resisting T 4 1 1 4 system and components and cladding criteria. 3-05-11 3-09-05 3-10-05 2-08-07 4-07-14 0-0 -12 Wind: 140 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, f4 4 4 > 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4102.108 load duration factor=1.6, 12 12 " 4.28 End sial(s) are exposed to wind, 12.00 V Trusss designed for wind loads in the plane of the truss only. M-4x6 s- M-3x10 M-5x12 +-Laterally brace to roof diaphragm. M-5x16 M-1.5x3 +-2x4 brace required • 0 ,i , A Ln o II M col- IadFl NI fI / M-5x16 M-3x8 qo, II rI l _ =- c `n ,( LA f 1 I� J ., 10 12 13 ++14 M-5x10 M-4x12 M-3x6 M-6x10 M18HS-12x18 J, y ,2353# y y - i• 3-04-04 4-01-08 3-09-05 2-04-15 5-01-06 0P R Fr 1 , ,1y y 4 -00 7-03 11-06-06 \• (C,' 61.y )' 18-09-06 89200PE JOB NAME: NRT 5 PLEX 15-19 - FH1 n ai� �. • Scale: 0.2998 �•' ry •Ai Cr WARNINGS: GENERAL NOTES, unless otherwise noted yj 4"0" I V�, 1.Bolder and erection contractor ehsdd be advised of al General Notes 1.GIs design is based only upon the parameters shown end Is for en individual L+/�/� }/ y w f) �" r Truss: FH1 and Warnings before conSoo d:on commences. building component.Applkabllty of design parameters and proper S./ 1 Y L 2.2s4 compression web bracing must be mstalled where shown+. Incorporation of component is the responsibility of the building designer. /)�,1 '�. 3.Additional temporary bating to Insure atebilly during construction 2.Design assumes me lop and bottom unlesschobraeds s he laterally braced al ' I Er i R 1 T Is the responsibility of the erector.Additional permanent bating of 2'o.e.and al 10 o.c.respite sty braced throughout their length by fl L ''continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). DATE: 2/9/2016 Me overall structure h the responsiblity of the building designer. 3.2s Impact bridging or lateral bredng required where shown++ SE K 1716 4 3 5 4.No Rad should be applied to any component until alter all bredng and 4.installation of truss le the responsibility of the respective contractor. 4 fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be In a non-corrosive environment, EXPIRES: 12/31/2017 design bads be applied to any component, end are for"dry condition.'of use. TRANS ID: LINK 5.CsmpuTrus has nocontrol over and assumes nontsponalbllllyfor the E.Deaigneeeume./alba.mgSrci.uppodeehown.smmorwwagel1 February 9,2016 wary Pone fabrication,handling,shipment and installation of corn ms. 7.Design assumes adequate drainage la truce,and This design is furnished subject to the limitations sal font by 8.Platen shat be located on born faces of buss,and placed so dish cellar TPhWTCA In BCSI.cophs of which MI be furnished upon request. lines coincide with joint center lines. 9.0:98.Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6SP1(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-77) 57 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -36/ 310V -33/ 101H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -84/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ ON 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" f - f MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.7" Allowed = 0.147" MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" 12 MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, v' End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. .4. N M 7- o 0 I in0 I M-3x4 1 1, l 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,4 I Vik.E.O PROF \cj 'tGI 4--. `/ ' 89200P E c' JOB NAME : NRT 5 PLEX 15-19 - FJ1 .-- Scale: 0.6558 _.. r 40010 , / � WARNINGS: GENERAL NOTES, unless otherwise noted �� 1.Builder and erection oonlrador should be advised of all General Notes I.This design I.based onN upon the parameters shown and a for en indlviduel 'p" f-( t Truss: FJ1 and Warnings before construction commences. building component.Applkbifty of design parameters and proper jy 1 \'' A, 2 Di4 compression web bracing must be Inhaled where ehowm+. incorporation of component la the rayonhbPoby of the building designer. (•T �� 3.A tIre l temporary bracing a Insure stability during construction 2.Design assume the lop and bottom cholla to be laterally breced h 1 L is ill roaponsielly of the erector.AddHlonal permanent bracing of Z a.c.and at IS on,reapeclNety unless braced throughout their length by DATE: 2/9/2016 the overall structure la the responsibility of builds M continuoussheathingor such ase i plywood quire where)andlardrywafl)eE( "T, A 1t �,; .port M o g algner. 3.Zr Impact bridging or sterol bracing required where.noon++ 1 s.� SEQ.: K1716 4 3 6 4.Ne road should be applied to any component until after all bracing and 4.Installation of truss is the reaponsibRty of the respedNs contractor. fasteners are complete and at no time should any loads greater then 6.Design assumes trusses are to be used in a non-corrosive environment, design load be applied to any component. and Sr.for My condglon of use. TRANS I D: LINK s.Design aaeue Mt bearing at U supports shown.shim of-sage if 5.Compurrushasnocontrolomrandaminesnoresponsibiliyforthe , ,eeary. EXPIRES: 12/31/2017 fabrication,hendling,shipment and inetatleten of components. 7.Design assumes adequate drainage Is prodded. February 9,2 16 6.The e design is miehed subject to the limitations set forth by 8.Plate.Mall be located on both faces of truss,and placed so their center TPIAN1CA in SCSI,copies of which will be furnished upon request. Anes coincide with Joint center lines. 9.MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.Digits For baconnecters pplate n plate deainc inches. see ESR-1311,ESR-7 988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF ft18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(0) 0 BC: 2x9 KDDF ft16BTR SPACED 29.0" O.C. 2-3=(-106) 92 3-9=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 341V -55/ 149H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -80/ 141V 0/ OH 1.50" 0.18 KDDF ( 625) 9'- 0.0" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2017 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, IL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" f 1' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" 4 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" MAX TC PANEL LL DEFL = 0.034" @ 2'- 2.0" Allowed = 0.291" 12 MAX TC PANEL TL DEFL = 0.032" @ 2'- 2.0" Allowed = 0.437" 12.00 c77 3 MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' I load duration factor=1.6, End vertical(s) are exposed to wind, O I Truss designed for wind loads d' in the plane of the truss only. o N f =-41 I5 -/ M-3x4 ,L l l 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,3,5 I �. © OF s `�� ty01"4fi4 s'° i. -44 - :9200P 9r' JOB NAME : NRT 5 PLEX 15-19 - FJ2 Sale: 0.5501 �;�' .'"•� 1.WABolder O.ml.Lde gnI.b, uMuponthe sanctae. �I OREGON . 1.Binder entl erection contractor should be advised of al General Notes 1.This Malgn Is based only upon the parameters shown and N for en IMlvltlual 4'' OREGON V'Y Truss: FJ2 and Waning,before consirudion commence. buildingcomponent Appllcebliy of designparameters end proper a 2.204 compression web bracing must be Installed where shown.. incorporation of component M the responsible),of the building designer. .0 '7)n 1 A f)a 4 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom MOMS to be laterally bread at 't;,/ Y L (�11, Is the reeponsibllty of the erector.Additional permanent bracing of will a and el 78 o.c.rospecevety unless braced Throughout their length by M D 10- DATE: L' C_ continuous sheathing wish ee phwrood required n g(TC)and/or drywnll(BC). ^ aR DATE: 2/9/2016 the overall structure is the reepondbRNy or the building designer. 3.2a Impact bridging or lateral bracing required where shown+v SEQ.: K 1716 4 3 7 4.No lead should be applied to any component until after all b,adng and 4.Installation of hues Is the responsiblity of the reapadNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in.non-conoete environment, TRANS ID: LINK design leads beapplied toany eomponent. and are for"dry condition'of use. 5.Com WTrus has no control over and assumes no reaponsldley for the 8.Design assumes Ng bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. hbdcation,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. February 9,201 6 6.This design Is furnished subject to the limitations sat forth by S.Plates shell be located on both races Meuse,and placed so their center TPVWTCA In SCSI,copies of which will be furnished upon request. Tins coindde with joint center lines. MITek USA,Inc./CampuTrus Software 7.6.7(1L}E 9.Fort Digits indicate size Klee daInches. p sign values ace ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC - LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-301) 251 3-9=( -78) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 325V -92/ 231H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -181/ 262V 0/ OH 1.50" 0.34 KDDF ( 625) 3'- 9.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -49/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 spacing. g (- psf) uplift at 24 "oc VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" (0) MAX TC PANEL LL DEFL = 0.011" @ 1'- 8.7" Allowed = 0.291" MAX TC PANEL TL DEFL = 0.010" @ 1'- 8.7" Allowed = 0.437" MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12.00 Design conforms to mai n windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, o End vertical(s) are exposed to wind, Truss designed for wind loads w in the plane of the truss only. m 0 1 2 N o �.1 S�. O M-3x4 1-00 y 4-00 ,L 1-11-11 y CEO PR04-6, (PROVIDE FULL BEARING;Jts:2,3,5,4 J �� L44, c3tNE ., `• ped `r 89200PE Tr JOB NAME : NRT 5 PLEX 15-19 - FJ3 4////froot Scale: 0.9454 WARNINGS: GENERAL NOTES, udasp tithe se noted: ' OREGON 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is far an Individual •rosy Truss: FJ3 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.254 compresCon web bracing must be installed where shown". Incorpantlon of component is the responsibility of the building designer. �j+'s^ /1 'IP � � 3.Additionaltem 2.Design assumes the lop and bottom chords to be lateral braced el /W7 14 4 ��y, porsry bracing to insure stability during construction 2'c.c.end at iR o.c.respectively I braced throughout their length C- Is the responsibility of Me erecter.Addttlonsl permanent bracing of continuous seething arch as plywood sheathing(TC)an/or drywal(B0) EI R"�, DATE: 2/9/2016 the overall structure is the respondbllity Wile building designer. 3.2a Impact bridging or lateral bracing required when shown++ �l SEQ.: K 1716 4 3 8 4.No bad should be applied to any component until after ell bracing and 4.Instapatien of truss is the responsibEty of the respective contradur. fasteners are complete and at no time should any loads greater than 5.Dedgn assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK desgnbads beapplied to any component. cedars tsr"dry eondtloe"at use. 5.Com Trus hes no control over end sevums.no responsibility 8.Des gra assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 pu aponstbllNy for me emery fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 9,2016 8.This design b furnished subject to the limitations set forth by 9.Plates shell be located on both faces of truss,and placed so their center TP WVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sin of plate in Inches. MiTek USAInc./CompuTrns Software 7.6.7(1L)E 10.For Melo connector plate design values see ESR-1311,ESR-1e88(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-160) 146 4-5=(-255) 239 4-1=(-149) 82 BC: 204 KDDF 1116BTR SPACED. 24.0" O.C. 2-3=( -15) 7 1-5=(-200) 225 WEBS: 2x4 KDDF STAND 5-2=(-172) 160 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF 0'- 0.0" -24/ 185V -99/ 143H 5.50" 0.30 KDDF ( 625) 3'- 10.5" -84/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.027" @ 1'- 8.7" Allowed = 0.239" MAX TC PANEL TL DEFL = 0.024" @ 1'- 8.7" Allowed = 0.358" MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.0" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.0" 3-06-12 0-03-12 1' 'f .f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 17 Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 N M-3x4 rn 0 / 4111111111111 v N C� .-i w 0 I IS111111111111111111111.-I.► WAI 4 .. .. 5 M-1.5x3 M-3x4 y 3-10-08 y �• , 0 PROpt 1:6 `r 89200PE c JOB NAME : NRT 5 PLEX 15-19 - FJ4 Scale: 0.4659 !.► . WARNINGS:.SaldeO. histle design unMuotherwise eparnoted �� Qj Ct.- 1.and W and erection antredor mood be commences. advised of el General Notes 1.This design pleased only upon the parameters p re mown and b or an individual OREGON K./ Truss: FJ4 end Warnings before construction ammenae, building component.Applicability is of design peremetere end proper / (� 2.2x4 compression web bracing must be Installed where mown.. incorporation of component Is int responsibility of the building designer. "/� -7 14 2P "}". 3.Additional temporary bruins to insure stabiley during construction z Design.sones the top and bonen chords to 6t laterally brews et "V Y ��?.... Is me reepomlbilly of the erector.Additional permanent bracing of continuous bridging grespectively succh l b eplywood sheathing(TC)and/or drywal BC� E� `�� DATE: 2/9/2016 the oveml.trecture a the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where mown.. SEQ.: K1716 4 3 9 4.No load mould be applied to any component until after all bracing and 4.Design Installation tienn of truss u wss trusses are o elbllty of in senespedive oewe environment, fasteners are complete and at no time should any loads greater than design Rads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK B.compuT w has no control over and ammo,no neepondb l ry en m. e.Design assumes Nn besting at al supports shown.Shim or wedge it EXPIRES: 12/311 2017 necessary. fabrication,handling.shipment and installation of ampoante. 7.Design assumes adequate drainage is provided. February 9,2016 e.This design is furnished eabJed to the limitations set term by e.Plates meg be Rated on both faces of truss,end placed so their center TPIA TCA in SCSI.copies of which win be famished upon request. Ines colndde with Joint center lines. O.Digits indicate airs of pate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic annedor pate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=1 -4) 129 5-6=(-259) 246 5-2=(-403) 161 BC: 2x4 KDDF #169TR SPACED 24.0" O.C. 2-3=(-166) 144 2-6=(-205) 227 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=(-170) 169 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ORO REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -39/ 440V -104/ 163H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -85/ 213V 0/ OH 5.50" 0.34 LODE ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.026" @ 2'- 0.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.026" @ 2'- 0.4" Allowed = 0.373" 3-08-04 0-03-12 f f f MAX HORIZ. LL DEFL = -0.001" @ 3'- 6.5" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 6.5" 8.00 V M-1.5x3 4 -, Design conforms to main windforce-resisting 3 system and components and cladding criteria. r Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N M-3x4 i sera 0' 146 M-1.5x3 M-3x4 1 l y 1-06 4-00 ,c' 89200PE 9c" JOB NAME : NRT 5 PLEX 15-19 - FJ5 Scale: 0.5013 . �P'�;,j]." / TTf..� WARNINGS: GENERAL NOTES, unless otherwise noted W OREGON SC Truss: F JS 1.Builder and erection contractor ehould be advised dad General Notes 1.This design is based only upon the parameters shown and is for an individual 'y7G a �" and Waminge teeters construction commences. building component.Applicability of design parameters end proper ✓, 0. Z.204 compression web bradng must be installed where Mown e. Incorporation of component la the responsibility of the building designer. y'.c l'.`. 1 n \ . 3.Additional temporary bracing to Insure stability during construction a Design assumes the top end bottom chords to be lateral braced at "G/ [� 04. G ��y,. by is the responsibility of the erector.Additional permanent bracing of 7 nti and at o o n rsuch as ply plywood s braced(TG)and/or their dry length). R RIO- _ DATE: 2/9/2016 the overeb structure b the responsibility f the buildingdesigner, 20 Impact sheathing laterh l b wing re aired n ere a andr a dryweti(BC). tiYn 3.Dtof ftrusing is the relpfad:i lry of the where Ne o o SEQ. : K1716940 4.Nfa loadshouldbe eiantoonocomponentanalloafalleracinhand 4.Designionofestrlateeareob hereapedoecontractor.een htlenere are complete and at no time Mount any loads greater than 5.Design assumes"dry trusses are to be used IInc non<onoeNe environment, designloads be applied to an and are for"dry condtilon"ot use. TRANS ID: LINK ppl ycomponent. 6.Design assumes full bearing at al supports shown.shim or wedge if EXPIRES: 12/31/2017 5.CompuTrua has no control over and assumes no responsibility for the qty, EXPIRES:flC t� L 3 LI I fabrication,handling,shipment and installation of components. 7.Deegnassumes edequate drainage is provided. February 9,2016 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Inc.,.and placed so their center TPIANTGA In SCSI,copies of which will be furnished upon request. linea coincide with Joint center lines. 9.Digits Indicate We of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(11_)-E lo.For bads camroctor plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 018BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSI Ground Snow (Pg) 1'- 11.7" -32/ 99V 0/ OH 1.50" 0.08 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12.00 V Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration facor=1.6, End vertical(s) areexposed to wind, Truss designed for wind loads in the plane of the truss only. N M / O u7 O I P I 4 M-3x4 l 1 l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 eco• cSp 0. 89200PE <' JOB NAME : NRT 5 PLEX 15-19 - FSJ1 Scale: 0.6558 WARNINGS: GENERAL NOTES, unless otherwise noted: /t/"yA( f'to 1.Builder and erection contractor ehould be advised alai General Notes 1.This design Is based only upon the parameters shown and h OR for an Individual OREGON V Truss: FSJ1 and Warnings before construction commences. building component.Applicabill y of design parameters and proper si � Z.204 compression web bracing must be Instated where shown+. Design assumes the lop arch bottom chords to he laterally braced at incorporation of component is the responsibility of the building designer. /Q Y 2.P-7 w 3.Additional temporary brining to Insure abiny during construction 2. ` by Is the rosponsibEty of Me erector.Additional permanent bracing of T continuous ound H 10'hio.n.respectively as ply unless braced(TC)and/or their length). /ld R centlnusus bridging sheathing such l b plywood meed where )and/or drywel(BC). , aR DATE: 2/9/2016 the overall structure la IM responsibility of the building designer. 3.Di Impact bddging or lateral brsdng required vAtsra Mown++ SEQ.: K1716442 4.No lead ehmdd be applied to any component until 55.,all beAnS end 4.�tallationoftruessissth. rob�e�I:efthno�rdrivvecontractor. n saoor.n.nt fasteners are complete and at no tints should any loads greeter thenDesign assumesin design bads be applied to any component. end era for"dry condition"of use. TRANS I D: LINK 5.compuTrus nae no control over end essence no roapondbtisy for the B.Design assumes Nsupports M I bearing al all oven.Shim or wedge if EXPIRES: 12/31/2017 %brketbn,handling.shipment and Installation of components. 7. necessary. esign assumes adequate drainage Is prodded. February 9,2016 d.This design is furnished subject to the limitations set forth by a.Plates shaft be bested on both faces of tiles,and placed so their center TPlfWTCA in SCSI,copies of vAtkh will be furnished upon request. Inas coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek LISA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-1933(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-00-00 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 10-00-00 GIRDER SUPPORTING 3-06-00 1- 2=(-711) 131 1- 6=(-45) 435 6- 2=( -9) 353 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-435) 121 6- 7=(-95) 833 6- 3=(-448) 96 WEBS: 2x4 KDDF STAND 3- 4=(-435) 121 7- 8=(-95) 833 7- 3=( 0) 168 LOADING 4- 5=(-711) 131 8- 5=(-45) 435 3- B=(-448) 96 TC LATERAL SUPPORT <= 12"OC. UON. LL - 25 PSF Ground Snow (Pg) B- 4-) -9) 353 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL) 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 2'- 0.0" V TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 2'- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL) 20,0)= 70.0 PLF 8'- 0.0" TO 10'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+131( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -73/ 642V -37/ 37H 5.50" 1.03 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 78.8)+DL( 15.0)= 33.8 PLF 0'- 0.0" TO 10'- 0.0" V 10'- 0.0" -73/ 642V 0/ OH 5.50" 1.03 KDDF ( 625) TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 2'- 0.0" TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 8'- 0.0" GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009" @ 5'- 0.0" Allowed = 0.303" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0,021" @ 5'- 0.0" Allowed = 0.454" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.003" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.005" @ 9'- 6.5" Design conforms to main windforce-resisting 1-11-11 6-00-10 1-11-11 system and components and cladding criteria. 1-11-11 3-00-05 3-00-05 1-11-11 Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 23.30# 23.30# load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 12.00 12.00 Truss designed efor wind intheplaneofthetruss only. M-4x6 M-4x6 M-3x8 3 4L1Jkt rn orig ism mei ha. o 0 I 1- 6 7 8 p...=.7.0 5 I 0 0 M-3x4 M-3x4 M-1.5x3 M-3x4 M-3x4 1 1 1 1 1 1-10-04 3-01-12 3-01-12 1-10-04 1 1 10-00 5‹:, ) PRO -61,: 892O0PE mc-'" JOB NAME : NRT 5 PLEX 15-19 - GH1 J/ Scale: 0.4497 '40/' .....- WARNINGS: WARNINGS: GENERAL NOTES, unless olhenese noted: ©F EG�./N cc , I.Balder and erection contractor should be advised of t,8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �,7^ Truss: GH1 and Warnings before construction commences. building component.Applicability of design parameters and proper t 2.2x4 compression web bracing must be Installed where shown I4. : incorporation of component Is the responsibility of the building designer. 72.. 1,.. --4' 1 4 4� 3.Additional temporary bracing to insure siabllly during construction 2.Design assumes the lop ec bottom unless braced to be laterals braced et � Is the rasponsibllly of the elector.Additional permanent bracing o! T o.c end at 1g•o.c.reapeclNely throughout their length by 2 9 2016 the overall structure Is the roaponsibley of the building designer. continuous sheathing such es plywood sheething(TC)and/or drywel(BC). !I4R.['1 10- DATE: S ® 3.2s impact bridging or lateral bracing required where shown+. fl SEQ.: K1716 4 4 3 4.No load should be applied to any component until alter all bracing and 4.Installation of Is the responsibilityof the respective contractor. fasteners are complete and Cl no time should any loads greater than 5.Design assumes vases are to be used in a non-corroeNe environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. p 17 5.Comm/Tn.has no control over and eseumee no responsibility for the 8.Design assumes fun bearing at all supports shown.Shim or wedge it EXPIRES: f 1 t7 C[y` "1 1/ry/} fabrication,handling,shipment and Installation of components. 7.necessary. GEX_I RES (Gl /20 d. B.This design a furnished aubJedtothe imitationsset forth by 8.Pleesnshall belocated assumes uonboth ate lfaces nage iortrussseand placed sotheir center February 9,2016 TPBWICA In SCSI,copies of which WI be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 1E 7.6.7 L 9.Digits indicate ala of plata In echos. P ( 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" f f MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12.00 7 Design conforms to main windforce-resisting 3 -1 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,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, 1 Truss designed for wind loads in the plane of the truss only. c I o N co /- o o I o 0 O 1110.- _ 4 11111 M-3x4 J. ,1 l 1-00 2-00 PROVIDE FULL BEARING;Jts:2,9,3 I A, V PR 0A-4, 4CoOtw ANGtN 'F� /p,F 89200PE r' JOB NAME : NRT 5 PLEX 15-19 - GJ1 Scale: 0.6558 •�•�,r/a� WARNINGS: GENERAL NOTES, odew otherwise noted: Ntr CC OREGON to 1.Builder and erection contractor should be advised o/d General Notes 1.This design Is based only upon the parameters shown and h for an individual r ORE`O N o Truss' GJ1 and Weming•beta cc.1udlencommence.. buddigcemponent.Appkadltyotdesign parsntlet. deeper 4^• /( 2y• pA • 2.2x4 compression web bradng must be Installed where shown v. Incorporation of component le the responsibility of the building designer. '<) -7i" 1 w V 3.Additional temporary bracing m Imre stability during construction 2.Design assumes he top and bottom chords to be laterally braced el "GJ�A 1 Y Is the responsibility of the erector.Additional permanent bracing of 7 to uous sheahingrsuchasplywaed sheaUlnety unless bracedp(TC)and/or dryw.g BC)oughout their length).. - /ER R I L� DATE: 2/9/2016 the merall Nmdure la the responsibility of the building designer. 3.2 Impact bridging or lateral bracing required where.hovm.. SEQ.: Ki716 4 4 4 4.No bad Mould be applbd to any component until after all bracing and 4.Installation of tons la the responsibility of the respedive contractor. ' (Mamma are complete and at no lima should any loads greater than 5.D.Ngn assumes leu...s are to be used m.nencortn.Ne environment. TRANS I D: LINK design loads be applied to any component. and st.wdry�condition"f use.supports wedge 6.compurrus has m control over and assumes no responsibility for lin B Desimg bearing at an su its mown.Shim or wed If EXPIRES:.....12/3,1202_,_ necos.ery. tabrkagen,hand8ng,shipment and hM.ltatlnefcomponents. 7.Designmemos adequate drainage isprovided. February 9,2016 8.PM design is furnished subject to the Imitations eat font by 8.Plates shag be located on both faces or trues,and placed so their center TPW/TCA In SCSI,oasis.of whkh will be furnished upon request. Ines coincide with Iolnt center Inas. • 9.Digits indicate size or plata In Inches. MITek USA,Ins./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plata design value.see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC - LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-115) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 10.0) ON TOP CHORD= 35.0 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 = 45.0 PSF 0'- 0.0" -38/ 343V -61/ 161H 5.50" 0.55 KDDF ( 625) �'.. 1'- 9.2" -16/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 1 LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -80/ 117V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 3 -1 MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL= -0.001" @ 3'- 10.9" 41 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 12.007 ' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=6.0,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, ed Truss designed for wind loads I in the plane of the truss only. a 0 c Lo o I Loo o ► 4 M-3x4 l , ' l 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,9,3 I � '�C p P R O4 s 89200PE r" JOB NAME : NRT 5 PLEX 15-19 - GJ2 ''s��/ - ' Scale: 0.5669 a WARNINGS: GENERAL NOTES, unless on se noted �� © � Truss: GJ2 1.Buller and.radion contractor should be advised of est General Notes This assign is coags only aeon the parameters mown dna h for en individual ,�}��- and Warnings before construction commences. building component.Applicability of design parameters and proper f,,.. .i9 �.. z.204 compression vela bracing must be installed where shown-a. Incorporation of component Is me reaponsibAiy oldie building designer. /6 'I'. 14 Q� 3.Additional temporary bracing to Insure stability during conetructlon 2.Design and the tap and batiom sescho braced to be throughout bread et Z � Is the responsibility of the erector.Additional permanent bracing of T ntino.end at f 0 sc.such h as pty plywood a (TC)an nal rdryeir length by -1, ILA- DATE: � DATE: 2/9/2016 the overall structure Is them slbA of buildingdesigner. 2c Impact sheathing or aerasacinro re uire wheressan a drywel(BC). �Y� RR awn ftY o3.In Impact Dddging or the lateral bracing required where shown++ SEQ.: K 1716 4 4 5 4.Na load should be applied to any component until after all bracing end 4.Installation of truss is thresponsibility of the reapectwe contractor. Neteners are complete and at no time should any loads greater than 6.Design esteems trusses Sr.to be used In a noncorrosive environment, t and are for"dry condition"of use. design loads be applied to any cornpassu' TRANS ID: LINK 6.Design aswmesNAbeattngatatiapportsshown.Shim orwedge if EXPIRES: controlve 5.CompuTrus hes no control or end assumes no responsibility for Me a y. ss fabrication,handling.shipment and installation of components. 7.Desiossgn assumes adequate drainage ie provided. February 9,2016 6.This design is subject bject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TP WVTCA in SCSI,coplee of which will be furnished upon request lines coincide vim joint center line. MiTek USC,Inc./Com uTrus Software 7.6.7 1L E 9.Digits inmate size of plate In inches. P ( )- 10.For bask annedor plate design values gee ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 FROM 4-00-00 TO 12-01-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREA:E = 1.15 (Non-Rep) 1-2=(-2434) 340 1-6=1-380) 1889 6-2=( -152) 1197 BC: 2x6 KDDF #1&BTR 2-3=1-1267) 215 6-7=1-376) 1863 2-7=(-1128) 236 WEBS: 2x9 KDDF STAND; LOADING 3-4=( -206) 228 7-8=(-212) 925 7-3=1 -283) 1817 2x9 KDDF 1.11&BTR A LL = 25 PSF Ground Snow (Pg) 4-5=( -15) 7 3-8=1-1708) 338 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=1 -209) 176 TC LATERAL SUPPORT <= 12"OC. TON. BC UNIF LL( 0.0)+DL( 20.01= 20.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 135.0)= 278.8 PLF 4'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 754.0 LBS @ 3'- 0.0" 0'- 0.0" -249/ 1799V -149/ 301H 5.50" 2.88 KDDF ( 625) 12'- 1.0" -385/ 2134V 0/ OH 5.50" 3.91 KDDF ( 625) Single member as shown. Hangers attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL will have 1.5" max. nail penetration. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP C,11 .2_Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=1_/240 MAX LL DEFL = 0.024" @ 4'- 3.7" Allowed = 0.372" MAX TL CREEP DEFL = -0.073" @ 9'- 3.7" Allowed = 0.558" 4-05-07 3-08-15 3-06-15 0-03-12 MAX HORIZ. LL DEFL = -0.007" @ 11'- 7.5" I I 1 1'1 MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" 12 M-1.5x3 8.00 9 S -/ Design conforms to main windforce-resisting system and components and cladding criteria. Ill Wind: 140 mph, h=23.2ft, TCDL=6.O,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 A in the plane of the truss only. N0rorn MM = % Ipp��rr 1•- 6 7 * 8 o M-5x10 M-3x8 =M-6x6 M-6x8 l +754# , ,, y C� f�/1 4-03-11 3-07-03 4-02-03 .<<, 615+ PROF4`� y 12-01 y ,,_44../ /7_,...,..c{NEE'tli �' . 89200PE <' JOB NAME : NRT 5 PLEX 15-19 - HGIRD Scale: 0.3102 =f WARNINGS: GENERAL NOTES, unless otherwise noted: �• �j (', f Cr I.Builder and eredbn contractor should be advised of al General Notes 1.This design h band only upon the parameters shown end Is for an Individual OREGON A. ,(lV Truss: HGIRD and Warnings before mnabudbn commences. building component.Applicability of design parameters and proper L P v\ Z.2�4 compression web bribing must b.installed where shown+. Incorporation of component Is the reaponkbNAy of the building designer. rQ 'Q Y 14 I1C P-{. 3.Additional temporary bracing to Insure stability during construction 2 DaMgn amines the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of T or and.t 11 or respectively unless braced throughout their length by 44,4,F FIRILV continuous sheathing such as plywood sheelhing(TC)end/or drywall/BC).DATE: 2/9/2016 the overall stnMure la the roeponstbANy of the building designer. 3.2t Impact bridging or lateral bracing required where Mown.* SEQ.: K 17 1 6 4 4 7 4.No load should be applied to any component until after all bracing end 4.Design Installation le ionnoofttrt.i.theh.regio elbely of th nreepedNe contractor. • .rd� fasteners ere complete and at no time should any lade greater than N ID: LINK design toads be applied to any component. and are;ren"dry ysNAbeatlofuuse.emporia shown.TRANS e.Design ng ppe g g 8.CompuTwhas nocontrol over aMaswmssnoroeponeldlllyfor the necessary. EXPIRES: 12fi/2017 Nbrietkm,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. February 9,201 6 A.This design is furnished aubjed to the limitations set form by A.Metes shall be located on both faces of truss,end placed Se thele center TPLWTCA In SCSI,copies or which will be furnished upon request. Anes coindde with Joint center lines. . 9.Digit,indkate Mas of piste In Inches. MIT&USA,Inc./CompuTrus Software 7.6.7(11_)-E 10.For bask connector plate deign values see ESR-7311.ESR-7588(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-535) 260 5-6=(-419) 417 5-1=(-892) 324 3-7=(-168) 199 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-588) 310 6-7=(-148) 600 1-6=(-169) 616 7-9=(-112) 666 WEBS: 2x4 KDDF STAND; 3-9=(-763) 193 7-8=( -61) 82 6-2=(-128) 208 4-8=(-883) 246 • 2x9 KDDF #1&BTR A LOADING 6-3=(-452) 257 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 1017V -926/ 336H 5.50" 1.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.017" @ 13'- 9.4" Allowed = 0.667" 7-01-01 13-09-15 MAX TL CREEP DEFL = -0.034" @ 13'- 9.9" Allowed = 1.000" 1' ' f MAX HORIZ. LL DEFL= 0.005" @ 20'- 9.2" 7-01-01 6-07-06 7-02-09 MAX HORIZ. TL DEFL = 0.008" @ 20'- 9.2" T 1' 1' 1' 12 12 8.00 HM-4x4 Design conforms to main windforce-resisting 8.00 system and components and cladding criteria. 4.0" 2 'F'/ Wind: 190 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ek (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x9 s- ti M-3x4 r - 0 I co N ,-i I 0 I f V �� 1 5* M-1.5x3 M-3x8 0.25"7 M-1.5x3 *g M-5x6(5) s1/4.0 PR Op y 7-01-01 y 6-09-02 1 7-00-13 y �C ' NG NE'��S(S/ 20-11 l (V ' 'Zr 89200PE r JOB NAME : NRT 5 PLEX 15-19 - I1S ,/!70'. Scale: 0.1959 • NI.Budder O.TN.GENERAL NOTES, uMeupon the parameters OREGON A �4 I.Buldar antl erection contractor Mould be aMlsetl of ad General Notes 1.This design Is bawd only upon parsmalen ashcan end la for an individual N Truss: I 1 S and Warnings before construction commences. building amponent.Applicability of design parameters end 2 D4 cam readon web brad" Inco tl f t la the responsibility p dgner. P g must a Metalled where.naw„*. qwn ono component sponsibd of me building de /Q '91. 1 4 ^ N 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me lop end bottom chords to los laterally braced et / '(., 0" is the reepondbiMy of the erector.Additional permanent bracing of Z'o.e and at 10 o c.respectively unless braced throughout their length by [� DATE: 2/9/2016 the overall structure la the responsibility of the building designer, 3.Zr continuous impact bridgingiorr Mt al bracing od ahr et where s and/or tlrywed(BC). _ �.`ri R L� peory otth,wMreshown+* SEQ.: Ki7 16 4 4 8 4.No bad should be applied to any component until alter all bracing and 4.Installation of tons Is the responsibility of the aapedha contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-conoeve environment, TRANS ID: LINK design beds be applied to any component. end are for"dry condition"of use. 5.CompuTrus Ms no control over end assumes no responsibility for the 8.Design assumes ha bearing at all supports Mown.Shim or wedge if scary. EXPIRES: 12/31/2017 fabrication,handling,shipment to nd liltetlon of components. 7,Design assumes adequate drainage Is provided. February 9,2016 8.This design is furnished subject fo the limitadans sat forth by 8.Plates Mad be located on both feces of truss,end paced so their center TPVWICA In SCSI,copes of which will be furnished upon request. Anes coincide vdln)amt center Ines. MiTek USA,Inc./ComUTNE Software 1E 7.6.7 9.Digits indicate size of plate In Inches. P ( )-E 15.For bask connector plate design values see ESR-1311,E912-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99 2-10=(-289) 1949 10- 3-) 0) 266 14- 7=(-492) 168 BC: 2x9 KDDF fil&BTR SPACED 24.0" O.C. 2- 3=(-2476) 406 10-11=(-291) 1947 3-11=(-345) 109 7-15=( 0) 301 WEBS: 2x9 KDDF STAND 3- 4=(-2068) 397 12-13=( -4) 20 4-11=(-473) 280 LOADING 4- 5=(-2104) 576 13-14=(-235) 1492 12-11=( 0) 98 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1483) 438 14-15=(-294) 1891 11-13=(-166) 1191 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1940) 905 15- 8=)-292) 1893 11- 5=(-299) 1117 TOTAL LOAD = 95.0 PSF 7- 8=(-2454) 415 13- 5=(-157) 674 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 99 13- 6=(-799) 259 LL = 25 PSF Ground Snow (Pg) 6-14=( -31) 480 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1845V -326/ 3288 5.50" 2.95 KDDF ( 625) 37'- 0.0" -267/ 1845V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed = 1.203" MAX TL CREEP DEFL = -0.211" @ 11'- 3.5" Allowed = 1.804" 17-06-15 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed= 0.100" f MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed = 0.150" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 _ _ 36'- f 'T / f f f f MAX HORIZ. LL DEFL MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 12 12 M-6x8 Q 8.00 8.00 � 6.0" Design conforms to main windforce-resisting 5 ,i f system and components and cladding criteria. iii! Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-5x8(S') 0.25" 0.25" All 7 MO 010( p 1 10 I11of M-3x6 M-1.5x3 _:� 1111111111111111166..; o M-5948 M-3x8 0.251'4 M-1155x3 -M-4x4 ,\ of M-1.5x3 M-5x6(S) o J. l y l ) l ) 90 PROFFn(� 5-09-04 5-07-04 6-02-07 5-09-06 6-07-01 7-00-10 'Cc 6IJ� 1-06yy 11-02-12 1 25-09-04 y-06 C;\ '° a t� c'9' p2 414 37-00 ' 89200PE r JOB NAME : NRT 5 PLEX 15-19 - 12 ,4111,0„005.00,1 •. Scale: 0.1478 le - ,fir► WARNINGS: GENERAL NOSES, udaas otherwise nolatl. y'*ryL�/ti A, /etr -. 1.Builder end erection connector Mould be advised of el Gaston'Notes 1.This design la bred only upon the parameters shown end is for en IndNlduN �I ORG 0Nkb, SCI Truss: 12 end Warnings before consnu en commences. building component.Applicabllny of design parameters end proper v 1 2.2.4 compression web bredng moat be Installed where shown. Incorporetion of component is the reeponalbnity*the building designer. �/� '�}� .�.4 2p� T 3.Addition.'temporary bracing to insure stability during construction 2.Design assumes ths lop end bottom chords to be laterally braced et V [� ��Y�... by Is the responsibility of the erector.Additional permanent bracing of continuous Mulhlng each as respectively ehselhln T C)and/or drywal(oughout their BC - (�R R IL �,. DATE: 2/9/2016 the oven.structure is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown.. SEQ.: K1716449 4.No load should be applied to any component until after en bracing and S.Installation of assumes Passes the respo be ulsyyditin ee�a�ctiee contactor. • fastens are complete and at no time should any loads greeter then Design forum.dry Passes araion"of use. Nve environment, TRANS ID: LINK design Inds aappladfoany component. 8.Designasaumesfun bearing atalsupporhsiiown.Shim orwedge if EXPIRES: 12L31/2017 • 5.CampuTnp has no control over and assumes no responsibility for the ssary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 9,2016 8.This design b furnished subject to the limitations set forth by 8,plates shag be bated on both feces of truss,end played so their center TPLWTCA in BCSI,copies of Mach vin be furnished upon request. Ines coindde with joint center lines. 9.Digits InNate size of plate In Indies, MITek USA,Inc./CompuTrus Software 7.6.7014-E 10.For basic connector plate design values see ESR-7371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 209 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2007) 910 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=( -38) 957 WEBS: 2x9 KDDF STAND; 3- 4=(-2049) 586 10-11=( -3) 20 3- 9=(-972) 282 12- 6=(-453) 181 2x6 KDDF STAND A LOADING 4- 5=(-1447) 437 11-12=(-229) 1951 10- 9=( 0) 99 6-13=( 0) 294 LL( 25.0)+13L( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1889) 410 12-13=(-282) 1808 9-11=(-162) 1103 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2378) 403 13- 7=(-280) 1810 9- 9=(-304) 1078 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 11- 4=(-153) 661 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1693V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed = 1.186" MAX TL CREEP DEFL = -0.196" @ 11'- 0.5" Allowed = 1.779" MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" 17-03-15 19-02-01 MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" f f f 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 T f a' f a' a' a' Design conforms to main windforce-resisting 12 system and components and cladding criteria. I IM-6x6 12 8.00 Q 8.00 Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 ,(-,y load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed fox wind loads in the plane of the truss only. M-1.5x3 01( 111000,M-3x4 3 M-5x6(5) M-5x6(5) 0.25" 2 0.25" '''' 4!3 !UUV4IM4X6 11111111111111111111illiiiiiiiiik:-,x, ,� I 10 11 12 13 M-1.5x3 *.7 ,-1 M-Sx8 M-3x8 0.25" I M-1.5x3 M-5x6(5) t10. p y 5-06-04 y 5-07-04 y 6-02-07 y 5-09-06 y 6-07-01 y 6-09-10 y "01%- F'F�f1�'�`j l 10-11-12 y 25-06-04 l `'• �G" '54 ��© y l p ri �' 36-06 89200PE 9c JOB NAME : NRT 5 PLEX 15-19 - I3 -'' Scale: 0.15084110.- ♦ i W I.Builder GENERAL1.mad.NOign is based unless otweparameMse d "9 OREGON A.ll ` I.Builderrin abate,construction ronco be advised o!afiGeneral Notes 1.This building pwaneopplcabnmepsamep r mown. Isfor,individual 10 Truss: I 3 end Warnings before construction commences. bulltlinp componentApplicability oldeelgn parameters and proper t3q 2.2a4 compression web bracing must be installed where shown.. z.ovale mem.the�oP.a e the chords :i:1:r building e;:.a.°tier. /Q -4 14 ,V i,,, 3.Addglonal temporary bracing to Insure stability during construction 2'o.e.end at to s.o.reepedleey unless booed throughout their length by q,, Is(hereeponstblgy of the erector.Addglana permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC(. ';':'/, t>,R O.'DATE: 2/9/2016 the overall structure a the responsibility of the building designer. 3.Sr Impact badging or lateral bradng required where shown.. Fl SEQ.: Ki716 4 5 0 4.No load should be applied to any oomponent until ever an bracing and 4.Installation Ohms is the responsibility of the respective contractor. fasteners.re compete end at no time should any loads greater then 5.Design assumes trusses are to be used In.non-woos.environment TRANS ID: LINK design ladsbe applied toany component. ana.roror^tlrycondnio of use. 5.CompuTrus has no control over and aeeumes no responeibli y forth. S.Design assumes bearingall supports hal at appoMown.Shim or sedge It EXP RES: �, �/ 0.1/ ..r fabrication.handling,shipment and lrMallallon of components. necessary. ePanibecdobothfsow..eae.misdeeigniammiehedsubpdtothe limit.gonaset forth by Plates shall faces ndplaced sotheir center February 9,2016 TPNNTCA MKS.copies of ankh wig be furnished upon request. fines coincide with joint center lines. R Digits Indicate ase of plate In Inches. Wee USA Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-18813(MITak) This design prepared from computer input by Pacific Lumber and Truss—BC , LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 DF 2400F; LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. 2x4 KDDF #1413TR T3, T4 SPACED 29.0" O.C. BC: 2x4 KDDF #14BTR Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=25.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M-1.5x9 or equal at non-structuralREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. vertical members (non). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 17-06-15 19-05-01 I T 1' 8-04-08 9-02-07 5-10-01 6-00 7-07 1 T T T T 1' 12 12 8.00 11M-9x9 V Qe.Oo 4.0" 111 IIIIIININI4 -3x5 1111 1111 .. A il, 41iIlh8 111111111111lik. 161.. cow -- M-41x10 110.25. M-3x6 M-113 5x3 o M-5x6 M-5x8(5) M-4x6 l 8-01 l 9-05-15 y 6-01-09 5-10-04 1 7-05-04 y �C:� OG E. . tY/p 1-06 37-00 r JOB NAME : NRT 5 PLEX 15-19 — IFW .1 89200PE�" Scale: 0.1978 WARNINGS: GENERAL NOTES, urdeupotherwlar noted: y�• OFIE'vt}yu, ../ Cr 1.Builder and erection construct onmld be advised dal Osrm.l Notes t.TN.design Is based only upon the parameters shown and b for en individual `�r� V fl 1177�J I V •Cd Truss: I EW and Warnings barere construction commences. ibuildingncorporation fc component.Appinabrllty of design parameters and proper (y 2.2s4 compreastan web bracing must be Installed where shown 4. Incorporation of component is the roaponstbAfly of the building designer. /�/� '.1- 4 !T y� "' r bnckq to insure stabil during construction 2.Design assumes he top and bottom dards to be laterally braced al "G/ L {� 3.Additional temporarystabilityT o.c.and at 10 n.c,respectively unless braced throughout their length by j` MIA- DATE: jJ Is the responsibility of the erector.Additional permanent bracing of continuous seething such as plywood eheetNip(TC)end/or drywae(BC). 44..4 .' - DATE: 2/9/2016 the overall structure la the responsibility of the building designer. 3.2x impact bridging or pest bracing required where shown s o SEQ.: K1716451 4.No load should beapplied to any component until after all bracing and 4. flagonofbuini�sth...otowb�l etcIn h re respective .ntractorrnem, , fasteners are complete and at no time should any bads greater than Design assumes (help hada be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 8.CampuT us has no control over and assumes no naponstbll y for the 6.Design assumes NI bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 wry. fabrication,hanmhg.ehlpment and in.lalationofcomponents. 7.Destenawmesedequatedrainage hprodded. February 9,2016 e.This design is furnished subject to the limitations set forth by 6.Plates shell be located on both faces of truss,and placed are their center TPNWTCA in SCSI.coulee of which will be furnished upon request. lines coincide vim joint center lines. 9.Digita hdhata sin of plate in inches. MiTek USA,Inc./CompuTfuS Software 7.6.7(1L)-E 1o.For beak connector plate design values see ENR-1811,ESR-1988(MITek) This design prepared from computer input by SII Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 'COND. 3: 150.00 ELF SEISMIC LOAD. BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. WEDS: 2x9 KDDF STAND; Design conforms to main windforce-resisting • 2x10 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=25.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"CC. UON. TOTAL LOAD= 45.0 POP (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End verticals) are exposed to wind, ADDL: BC CONC LL+DL= 5371.0 LBS @ 3'- 7.5" Truss designed for wind loads WADDL: BC CONC LL+DL= 6169.0 LBS @ 24'- 9.5" SINGLE MEMBER AS SHON. in the plane of the truss only. HANGERS ATTACHED TO BOTTOM CHORD BOTTOM CHORD T=NT A 20 PSF LIMITED STORAGE WILL HAVE 1.5"MAX.NAIL PENETRATION. LIVE LOAD AT SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Note:Truss design requires continuous bearing wall for entire span UON. 17-06-15 19-05-01 T 1' T 9-00-09 6-10-09 6-08-07 6-09-13 6-03-09 6-09 T '1 '1 1 1' T 1' 12 12 8.00IIM-4x9 V Q e.@o 9.0" 5 •f,/ Biu 'polo, M-5x8(5) 0.25" M-4x12 4,010117 .c M-5x8(5) 0.25" M-4x12 7 3lif VC 1 411111141111 /Aill M-5x6 z` Il 11 111 11 o ,i r 1 "_Il irw 811 Y�1 'i 10 11 lz 1x•25" 19 15 M-6x16 M-3x6 M-6x16 M-1.5x3 rj M-5x6 M-5x8(5) M-4x6 J. 3-02-12 y+ss71# 7-04-03 y 7-00 1 7-07-05 +8169# 5-07-08 l 6-02-09 l ��j�' l.),c....... 4.1 y1-06y 37-00 ,41, 6' -v� 89200 E t' JOB NAME : NRT 5 PLEX 15-19 — IGIRD • • Scale: 0.1978 211111 /--- WARNINGS: O.This GENERAL NOTES, uMeup on thevise param to 7I 41 OREGON o I.Budder and erection contractor snood be advised of all General Notes 1.This building no Is net.only upon the parameters shown and Is bran individual L+�'' w Truss: IGIRD end Warnings before construction commences, building component.Applicability of design parameters end proper P z.2a4 compression web bndnp must be installed where snow„,. Incorporation of component Is the responsibility of the building designer. n+^ "f r 14 '2, los 3.Additional temporary bracing to Insure stability during conCrucilon 2.Design assumes the top and bottom chords to be laterally braced al V b the responsibility of Me erector.Additional permanent bracing of 7 o.c.and at 10 o c respectively unless braced throughout their length by r/w, continuous sheathing such as plywood sheething(TC)and/or drywnl(BC). ,^r4!l l l.+d�j 11 DATE: 2/9/2016 the overall structure G the responsibility of the building designer. 3.2a Impact bridging or leant bredsh ng required where own++ SEQ.: K 1716 4 5 2 4.Na load should be applied to any component until ager all bracing and 4.Inatalttion of buss Is the responsibility of the respective contractor. fasteners are compete and et no time should any loads greater than 5.Design assumes busses are to be used Ina non-conoelve environment, TRANS ID: LINK design loads be applied to any component. and are for.dry condition'muse. 5.CompuTrua has no control over and aswmea no responsibility for the S.Design assumes Ng beadng at el supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design essames adequate drainage is provided. February 9,2016 6.This design Is furnished subject to the limitations set forth by B.Plates shell be located on both faces of trues,end placed so their center TPWOICA In SCSI,copies of which MI be furnished upon request. lines colndde 04th Joint center lines. uTrus Software 7.6.7 1L E S.Digits indicate sire of plate in mores. MiTek USA Inc./Com P ( )- to.For basic connector plate design wives we ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'GOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) ICOND. 3: 150.00 PLF SEISMIC LOAD. I BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; Design conforms to main windforce-resisting 2x10 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP Wind: 140 mph, h=25.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) ADDL: BC CONC LL+DL= 5371.0 LBS @ 3'- 7.5" Truss deesigneare exposed to wind, designed ADDL: BC CONC LL+DL= 6121.0 LBS @ 24'- 9.5" d for wind loads M-1.5x4 or equal at non-structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. SINGLE MEMBER AS SHOWN. Note:Truss design requires continuous HANGERS ATTACHED TO BOTTOM CHORD BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. WILL HAVE 1.5"MAX.NAIL PENETRATION. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-06-15 19-05-01 1' 1 4 4-00-09 6-10-04 6-08-07 6-09-13 6-03-04 6-09 1 4 T T T T 4 12 12 8.00 p IIM-9x9 Q 8.00 4.0" 5 4`,f i M-Sx8(S) 0.25" M-9x12 Jail I„pi ' M-5x8(5) 0.25" M-4x12 : M4i1iLhUIli1IliIi 0 21rnor' 10 1 x.25" M-L16 M-11x3 1 M-6116 M- x6 0 M-5x6 y+5371# y M-5 (S)J. +{121# y M-4x6 '\��Eq PRDFIc06' . J• y 3-02-12 7-04-03 7-00 7-07-05 5-07-08 6-02-04 y l \5 ,:N 19 1-06 37-00 1-06 89200PE r JOB NAME : NRT 5 PLEX 15-19 - IGIRDFW - 0--- .�-- Scale: 0.1728 'ill.' Cr.VP 1.BaWARNIder. GNERALmNde gn 0b udaup otherwiseparameters '' 4f ems` t.Balder and erection contractor should be advised of all General Nobs 1.This destgn h based only upon the paromalere shown and N for an individual OREGON '�(✓ Truss: IGIRDFW and Wemingm before motivation commencos. building component.App leabi8y of design panmelero and proper �} r�� 2.2a4 compression web bradng must be installed where shown+, Incorpareaen of component b the rasponstblyy of the building designer. ..b "7) 14 2 v �4 3.Additional temporery bracing b Imre stability during construction 2.Design assumes the top and bottom chords to be laterally bread et "C,/ 't L A Is Sre reeponsibilty of the sector.Additional permanent bracing of 7 o.c.and at 10'o.c.reepectNaty unless Mud throughout Meir length by VYl DATE: 2/9/2016 the overall structure Is the responsibility of the building de 2entlnuous shging e,g such as acing e requiredPeatwhere ei)and/or tlrywsll(BC). M,� R`�� signer. 3.2a Impact badging or labral bracing where shown++ SEQ.: K1716453 4.Ne bed should be applied toany dampened until after all bradngand DMIon of t ruWstheto be used anon-corrosive psroes 4. sthe reepoblfthe respective nr,01er. , fasteners are complete and at no time should any k4.loads greeter than Design design dads be applied to any component. end are for dry condition"of use. TRANS I D: LINK 5.compuT ne has no control over and assumes no responsibility for the 8.Design assumes diassumes full beadrg at al wpporb drawn.Shim or wedge if EXPIRES. 12/31/2017 fabrication,heeding,shipment end installation of components. 7.Design amines adequate drainage is prodded. February 9,2016 8.This deeds is furnished subject to the limitations set forth by A Plates shall be located on both laces of true,and placed ss their center TPLWICA in SCSI.copies of which nil be furnished upon request. lines coincide with Nint center lime. • MiTek USA,Inc./CompuTrue Software 7.6.7(1L)_E 1U For Digitsbask &aneen e�opiseade bnss. p sign values see EBR-7317.ESR-1 g88 MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-494) 313 8- 9=(-390) 482 B- 1=(-890) 961 11- 7=(-192) 659 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2- 3=( 0) 0 9-10=(-151) 471 1- 9=(-300) 627 7-12=(-890) 327 WEBS: 2x4 KDDF STAND; 2- 5=(-437) 395 10-11=(-215) 580 9- 2=( -72) 105 2x4 KDDF 414BTR A LOADING 4- 5=( 0) 0 11-12=( -61) 81 9- 5=(-384) 283 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-597) 412 5-10=(-142) 391 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-746) 262 10- 6=(-383) 237 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 45.0 PSF 6-11=(-199) 199 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -146/ 987V -409/ 320H 5.50" 1.58 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 00 For hanger specs. - See approved plans 0-.0�-9�-9.(0601 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 6-11-01 b-p'9 0 1 13-1)7-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 I IfMAX LL DEFL = 0.021" @ 8'- 3.9" Allowed = 0.667" MAX TC PANEL TL DEFL = 0.067" @ 3'- 2.1" Allowed = 0.654" 6-01-12 0-09-05 6-03-096-07-01 A 1' 1' 1' 1' 1 1' MAX HORIZ. LL DEFL = 0.005" @ 20'- 9.2" 12 12 MAX HORIZ. TL DEFL = 0.008" @ 20'- 9.2" e.ao p M-4x6 34 M-6x6 Q e.00 z ` �=� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=26.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads 1 IIIIIIIIIIIPIII M-3X9 in the plane of the truss only. /- 6 • M-3x4 A r -/0 I N I N 0 co I 8** 9 10 11 **12 M-1.5x3 M-3x8 0.25" M-3x4 M-1.5x3 M-5x6(5) ) y ) ) ) �..k° PRQp � 6-00 2-03-15 6-03-09 6-03-09 y �C 'h 'tG s/© y 20-11 L.C., ` :92O0PE fir"^ JOB NAME : NRT 5 PLEX 15-19 - IH1 ''� Scale: 0.2031 Via j . VP 1.WARNINGS: GENERAL NOTES, uMaupotherwise mese' ") OREGON A C4- 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and b for an individual Y` Truss: IH1 and Waminga before conetrwlon commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing nee be installed where Moven o. incorporation of component is the responsibility of the building designee. ,�'*0 q 14 n°� 3.Additional temporary bracing to insure stability during construction 2 Design aaeumea the top and bottom ace Ea to be latently bread at L Is IM responsibility of the tractor.Additional permanent bracing of T continuous and al t P o e respectively as ply unless braced(TC)and/or r dryeir length).by ,-1)' `n R I L'^ DATE: 2/9/2016 the overall structure Is the responsibility of the building designer. Z impacts edging or such as eaya]reood Mred where)and/or drywag(BC). 3.le impact is bterelbradngftyof the where shown t SEQ.: K1716954 4.Noeload should mapabntotany component antafter all eradnhand 4.Design s ufWarIsesroeponeb6itheonpedosi Denton. fasteners are complela and at no time should any loads greater than 5.and are assumes ondiio are m be used Ina non-corrosive anvironmanl, TRANS ID: LINK design bads beappledto any component. andararor^aryconanlon^moa.. 5.CompuTrus has no control over and assumes no reeponsibilty for the 6.Design assumes fug bearing ai aN supports Mown.Shim or wedge II EXPIRES: 12/31/2017 fabrication,handling,shipment and kMallellon al components. necessary. 7.Design bee lc ed on drainage is truss,rustd. February 9,2016 8.This design is NmlMetl subject to the Imitationsationo set forth by S.Plates a assumes s be located at both faces of vid and placed w their center TPWRCA In SCSI.copies of wekh w18 be furnished upon request. tines coincide with joint center lines. 9.Digits indicate size of plate M Inchon. MITek USA,Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connector Mete design values see EBR-1311,ESR-1988(MITek) 116. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 5-6=(-295) 216 5-2=(-531) 124 4-7=(-278) 158 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-248) 106 6-7=( -55) 74 2-6=( 0) 199 WEBS: 2x9 RIDE STAND 3-4=(-154) 87 6-3=(-105) 114 LOADING 6-4=(-129) 181 TC LATERAL SUPPORT 24"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 518V -96/ 130H 5.50" 0.83 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC U014. FOR LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -50/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" 1-11-11 5-03-05 1' 1' f MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.3" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" 12.00 17 M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 9 Wind: 190 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), >' load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads sen the plane of the truss only. M-3x4 /- 11 M O/0/10 M N I t` 0 Gina �I 5�� 6 *4 7 -! M-1.5x3 M-1.5x3 M-3x8 1 ), l 1-08-08 5-06-08 1 1-00 y 7-03 l .\'c'Ck° PRQfi€s, .cc` 89200PE r iism JOB NAME : NRT 5 PLEX 15-19 - J1 Scale: 0.4956 44111111PrAilliir7 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ivl )a 1.Balder and erection contrsdor should be advised of al General Notes 1.This design M bard only upon the parameters shown and b for an Individual 7� OR xG7OO�I VV 4i' Truss: J 1 and Warnings before construction comments. building component.Applicability of design parameters and proper 2.204 compression web bredng must be installed where shown*. Incorporation of component is the reepondbNNy of the building designer. '/ti -7 1 w 2. `4" 3.Additional temporary bracing to Insure stability during constmdion 2 Design assumes the top and bottom chorda to los laterally braid et 'L/ 1 Y "�. Is the responsibility of the erector.Additional permanent bracing of 2 ntinuous sheathingsuchas plywood shrthing(TC)and/or drywe8(BCely unless braced throughout their length(. MEQ R.11A- DATE: "L,�,. DATE: 2/9/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown** SEQ.: K 1716 4 5 5 4.No load Mourn be applied to any component until after all bradng and 4.should4.Ds gInstalnteewion of r s is thhe e aceto netoburdiled Inility of the a neapednoe ve environ!.contractor. , fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for^dry tndflon^of use. [v TRANS I D: LINK 5.CompuTnn Mane control over end mums no responsibility for the 6.Design assumes NB bearing at d supports shown.Shim or wedge 11 EXPI RES. 12/31/2017 awry. fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. February 9,2016 8.This design le Nmiahed'doted to the limitations set forth by 8.Plates shall be lotted on both fats of truss,end plaid r their center TPINITCA In SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sir of plate In inches. MiTek USA,Inc./CompuTfus Software 7.6.7(1L)-E to For basic connector plate design values re ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 164 BC: 2x9 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-248) 133 7-8=( -54) 73 2-7=( 0) 195 WEBS: 2x4 KDDF STAND 3-9=( 0) 0 7-3=(-105) 130 LOADING 3-5=(-157) 111 7-5=(-155) 207 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 192 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 POE BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) 0'- 0.0" -79/ 518V -96/ 131H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -56/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 .0 For hanger specs. - See approved plans MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 3-03-05 MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" f 1 v MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" 1=10=04 2=01=07 3=03=05 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" f ' . 1' MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 T 1' Design conforms to main windforce-resisting 12 4 system and components and cladding criteria. 12.00 Wind: 190 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-9x6 Truss designed for wind loads in the plane of the truss only. 3 M-3x4 5 -/ et, M-3x9 / M # 01 N M r1 1 1--- o 0 r M-1.5x3 M-1.5x3 M-3x8 1 ) 1 1-08-08 5-06-08 ,C" �, ri ROP 11-00 1 7-03 1 \c ' NGIN4,• .17 89200PE r JOB NAME : NRT 5 PLEX 15-19 - J2 Scale: 0.3716 ,4001011. „....._,--e....----.... Mg WARNINGS: GENERAL NOTES, unless otherolee noted eM p ". 1.Builder and erection contractor should be advised of ell General Notes 1.This design h based only upon the parameters shown end N for an Individual " OREGON b 4/ Truss: J2 and Warnings before construction commences. lidding component.Applicability of design parameters and proper 2 lx4 comproesion web bradng must W installed Where shown a. incorporation of component 4 the roaponsibaty of Me bui Ing designer. '/� /q)n. i 4 2 1, 3.Additional temporary bracing to Insure stability during consiruction 2 Design eewmsaethe n.top end bottom Mottle to be lateral braced at ( 17�Fy..-(" A IM responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10 o.c.rnook..sty unless braced throughout their length by T- DATE: 2/9/2016 the overall stricture la the ro continuous sheathing such as plywood heaths g(TC)end/or drywall(BC). !E fi R 10.' eponsibpiry of the building designer. 3.1t Impact bridging or lateral bracing required where shown a a (1 SEQ.: K17 16 4 5 6 4.No load Mould be applied to any component until after all braang and 4.Installation of truss Is the responsibility of the respective contractor. fsatenent are complete and at no time should any loads greater than 5.Design assumes Musses are to be used in a non-corrosive environment. TRANS ID: LINK delogn toad.be applIed to any component and are or dry eeede:oe of see. 5.CompuTnro has no control over and assumes no responsibility for the 8.Design assumes NA bearing at all supports Mown.Shim or ocdgs I/ EXPIRES: y.y/ny z,a 01 fabrication,hentlling,shipment and Installation of components. 7.Design amines neceuery. L_L` 'L! 8.This design is furnished subject to the limitations eat forth by B.Plates shall be hudteduon both faces of ate drainage isruss,and plated so their center February 9,2016 TPIIW1CA In SCSI,copies of which will be furnished upon request. lines coincide 04th)Dint center linea. MuckUSA Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits Indicate size of plate In Inches. to.For basic connector plate design velum see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-185) 218 6-2=(-531) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-248) 149 7-8=( -53) 71 2-7=( 0) 195 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 7-3=(-105) 138 LOADING 3-5=(-161) 123 7-5=(-151) 219 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 249 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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" -101/ 518V -97/ 132H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -102/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 M-1.504 or equal at non-structural MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" vertical members (oon). MAX LL DEFL = 0.017^ @ 2'- 0.0" Allowed = 0.211^ MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" ** For hanger specs. - see approved p5a21-11 1-03-05 1 ' 1 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" 1-10-04 3-10-04 1-06-08 MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 1 1 1 2-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 4 Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4:644d1 • 3 M-3x4 4c 5 � M-3x4 rn o N ��ae 1 I-- o 6' M-1.5x3 M-1.5x3 * B M-3x8 y1-08-08 l y 5-06-08 ,`r,�, ED PF.O�Fss l J. y \� ccc�GINEfih� )Q 1-00 7-03 /dig :92200P r JOB NAME : NRT 5 PLEX 15-19 - J3 /� Scale: 0.2909 ti WARNINGS: GENERAL NOTES, unless otherwise noted: 1111 OREGON /'till ).Cr 1.Balder end erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown and is for an Individual OR GO 1.(✓ Truss: J3 end Wamings before construction commences. building component.Applicability of design parameters end proper 2.2e4nempreaaonwenbradnematbemetalledwhera.heen.. Incorporation.fcomponent ism.responsibiliyofthe building designer. LIQ '9}'' 14. 2. � �" 3.Additional temporary bracing to Hears stability during construction z.Design assumes the top and bottom dares to M latently braces et y, by Is the respens,Nlly of me erector.Additional permanent bracing of continuous sheathingf succh e.epywood sheathing(TC) nd/r dryw.il(BC R fl='%...`Q DATE: 2/9/2016 the overall structure h the responsIbley of the building designer. 3.2.Impact bridging or lateral b,.dng required where shown.. SEQ.: 8<1716 4 5 7 4.Ne teed should B.applied to any component until seer all bracing and 4.5.Dlntion esum s bussesruss arethe ergo bebility of the respedNe used m e nonconoena environment fasten.n are complete and at no time should any loads greater than g deign Ioeda be applied to any component. and are for"dry condition'of use. TRANS ID: LINK 5.compoTnronsnoantreover and..sums roraaponstblryrorme 8.Design assumes tell bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. 7.Design necessssumes adequate drainage is provided. February 9,2016 6.This design h furnished abject to the limitations set fort by 8.Plates ehag be hated on both feces of trues,end placed ex their center TP WITCA in SCSI,copies of which will be famished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in mattes. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design alas ss ESR-1311,(06.1986(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-230) 350 7-6=( 0) 30 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-420) 283 7-8=(-175) 265 6-3=( 0) 63 WEBS: 2x4 KDDF #1&RTR; 3-4=(-375) 334 3-8=(-262) 172 2x4 KDDF STAND A LOADING 4-5=(-115) 14 8-4=(-326) 360 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.7" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 449V -180/ 340H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -203/ 458V 0/ OH 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �+' For hanger - See REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g specs. approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 3-11 4-00-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" f f f MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.211" 5 MAX TL CREEP DEFL = -0.044" @ 3'- 9.8" Allowed = 0.317" MAX LL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.048" MAX TL CREEP DEFL = -0.002" @ 7'- 11.7" Allowed = 0.072" M-1.5x3 i MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" MAX HORIZ. TL DEFL= 0.120" @ 6'- 9.5" 12 Design conforms to main windforce-resisting 12.00 [ system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Jyf ,---1i o Truss designed forwind loads I in the plane of the truss only. 0 I CI, • 01 O N r1111MM M 0 1 M-3x4 I '-' M-33c9 o 8 M-4x6 M-3x5 1 1 1 1 3-09-04 3-00-04 0-05-08 p 11-001 3-07-08 1 4-04-03 1 pnOt5U 1 7-03 0 08-11 c.:3". t'��?�N�'�� /Q' 89200PE r JOB NAME : NRT 5 PLEX 15-19 - J4 • Scale: 0.2899 - /.e.► WARNINGS: GENERAL NOTES, unless otMrvase noted OREGON Y", 1.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters Moven end Is mr en Wilvldual Truss: J4 and Warnings before wnanwm^commences building component.Applicability ofdaeynparae tersandproper 1. /b., 2.204 compression web bracing mast be installed where shown.. Incorporation of component la the responsibility of the balding designer. /^ 41 Y 14 9p'(aP4 3.Adamonel temporary bracing m Insure stability dunng conaructmn z.Design assumes the top dna batmen chords to be re gh br.c.a at V by Is Me respondbEty of the erector.Additional per:went booing or 2 o c.end et ea10'hino.crespectively a ply woods brawn od (TC)and/or their length). �� DATE: 2/9/2016 the overall structure Is the responsibility continuous.IMpMginglor such requiredwrere shown and/ornryweA(BC). •s', spun Ip nent ntllamg designer. 3.I s Impact bodging or lateralebracing yof fhe wises Me co en SEQ.: K 1716 4 5 8 4.Ne loan shoeld be applied to any component anti after ail bracing and 4.Instigation of used is the onelblllty etthe reapedle contractor. fasteners.re complete and at no eine should any loads greater than 5.Design emotes trusses are to be used in a nencormava environment, designloadsbea applied end are ter^a anion'ofuse. TRANS ID: LINKpp rwrnponenl, rycd^ Shim or wedge If EXPIRES: 12/31/2017 5.CompuTrus has no control over and eseumss no reaponsibility for the 6.Deign assumes Ng bearing at all supports Mown. fabrication,handling.shipment and inaallesen of components. 7.necessary. sg�s:ume.adequate drainage le provided. February 9,2016 5.This design is furnished sub)ed to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINWICA in SCSI,copies of which will be furnished upon request. Anes coincide with Joint center lines. 9.Digits indicate size of piste in inoires. MiTek USA Inc./CompuTrus Software 7.6.7)1L)-E 10.For bask connector piste design values see ESR-13t1,ES11-1ge8(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-6=(-211) 320 7-6=( 0) 30 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-502) 417 7-8=(-160) 243 6-3=( 0) 63 WEBS: 2x9 KDDF #16BTR; 3-4=(-457) 467 3-8=(-258) 172 2x4 KDDF STAND A; LOADIN3 4-5=( -94) 70 8-4=(-458) 369 2x4 KDDF STUD B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -47/ 454V -212/ 370H 5.50" 0.73 KDDF ( 625) OVERHANGS: 12.0" 0.0" 6'- 9.5" -214/ 513V 0/ OH 5.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.9" -68/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. •* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. 3-11 5-10-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" f 'I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 5 -1 MAX LL DEFL = -0.044" @ 3'- 9.8" Allowed = 0.211" MAX TL CREEP DEFL = -0.051" @ 3'- 9.8" Allowed = 0.317" MAX HORIZ. LL DEFL = 0.128" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.140" @ 6'- 9.5" /3X4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. oo m 0 to t to I J '-' M-31c4 eft M-4x6 M-3x5 .6 1 l ), 3-09-04 3-00-04 0-05-08 1-00, 3-07-08 l 6-02-0,? y `Gj IAG1N �c �/ 7-03 2-06-15 ,_ p(y /y '. 'PROVIDE FULL BEARING;Jts:2,8,5 89200 P E {" JOB NAME : NRT 5 PLEX 15-19 - J5 Scale: 0.2576 .40, WARNINGS: GENERAL NOTES, unless otherwise noted la )i 1.Builder end erection contractor should be advised of el General Notes 1.This design h based only upon the parameters shown and Is for en Individual "'V OREGON A.. [1✓ Truss: J5 end Warnings before canstnictln commences. building component.Applicability of design parameters end proper L+" -✓J/� ♦is 2.2x4 compression web bradng must be installed where shown ii. Incorporation of component Is the responsibility of the building designer, I'.0 -7.)? 14 2.P` `�.. 3.Addlinnel temporary bracing to insure stability during construction 2.Desitin assumes ms top end bottom chords to be khrally braced et "V Y la the respomlblIiy of the erector.Additional permanent bracing of r o...and.l f g o c.respectivelysole+.braced throughout length by DATE: 2/9/2016 the eveil restructure is the responsibility of the building tie mntinuous sheathing such as plywood sheething(TC)and/or drywal(BC). ill .R• R 10- signer. 3.5!mud bridging or lateral bracing required where shown«i SEQ.: K1716459 4.No load should be applied ta city eaepnnani untIl char en br.elrtg end 4.o.r o.awmtowssthhe sosibusiWmeeresurdrovec contractor. ' fasteners are complete and el no gme should wry loads greater man Design grs assumes buses rate of b, TRANS ID: LINK assign loads be applied roany.cend assn. 8.Darenassumes fora bearing mel supports shown.Shim or wedge If EXPIRES: 12/31/2017 5.comperree has no centro)over and assume+no responsibility for m• necessary. rabrl.etlen,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. February 9,2016 S.This design I.furnished subject to Na Iknnatlons set form by B.Plates shell be located on beth races of truss,end placed se their center TPIWICA In SCSI.copies of which rill be furnished upon request. lines colndde with Joint center lines. - 9.Digits Indicate We of plate in Inches. MiTek USA Inc./CompuTrus Software 7.6.7(10-E 1o.For bask connector plate design values see ESR-7311,ESR-f 9EE(MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6- =( 0) -(-167) 328 6-3- 30 BC: 2x4 KDDF #1S3TR SPACED 24.0" O.C. 2-3=(-929) 353 7-8=(-167) 249 6-3=( 0) 63 WEBS: 2x4 KDDF #158TR; 3-4=(-384) 405 3-8=(-262) 176 • 2x4 KDDF STAND A; LOADING 4-5=( -65) 31 8-4=(-422) 353 2x4 KDDF STUD B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSE DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. USE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -49/ 457V -192/ 338H 5.50" 0.73 KDDF ( 625) OVERHANGS: 12.0" 0.0" 6'- 9.5" -191/ 465V 0/ OH 5.50" 0.74 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 5.9" -32/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-11 4-06-14 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ,r ,rMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 5 -0 MAX LL DEFL = -0.045" @ 3'- 9.8" Allowed = 0.211" MAX TL CREEP DEFL = -0.053" @ 3'- 9.8" Allowed = 0.317" MAX HORIZ. LL DEFL = 0.132" @ 6'- 9.5" M-1.5x3 MAX HORIZ. TL DEFL = 0.194" @ 6'- 9.5" 9 111 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 Wind: 140 mph, h=24.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, 3 M Truss designed for wind loads in the plane of the truss only. yC \ I0 o r-1 rn 0 o I M- 3x9 N 1 rni M-3k4 l*1, M-4x6 M-3x5 3-09-04 3-00-04 0-05-08 1-00 3-07-08 4-10-06 'y i Gil �/7-03 02-14 C ' 0 , PROVIDE FULL BEARING;Jts:2,8,5 I '251 4 89200PE r • JOB NAME : NRT 5 PLEX 15-19 - J6 i '�' `. Scale: 0.2807 WARNINGS: Oe b, anp he' I .Builder and.radion contractor should be advised of al General Nates 1.ml.design is based only upon the parameters shown end is bran Individual OREGON 1TTUSS: J6 end Warnings before construction commence. building component.Applicability of design parameters and proper i 2.254 eompreeston web bradng must be metalled where Mown e. incorporation of component la the roepanstbllHy of the building designer. (y 3 Additional temporary bracing to insure stability during construction 2.Mstgn assumes the top and bottom chards la be laterally braced at Y 2•v t(�, �" Is the rosponstblRy of the erector.Additional permanent bracing of I o.c and at 18•o.c.respectively unless braced throughout their length by � f�' v . DATE: 2/9/2016 the overall structure is the responsibility of the bulbi designer. continuous sheathing such as plywood sheathing(Tc)and/or drywel(BO). `FiR..i t \ Sj nil 3.2i Impact bridging or lateral bradng required where sbevm a* 1..Sr SEQ.: K 17 1 6 4 6 0 4.No load should be applied to any component until after all bradng and 4.Installation of trues Is the responsibility or the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrostve environment, TRANS ID: LINK design bade be applied to any component. end are for dry condition"of use. 5.compuTrus has no control over and aseumes no responsibility for the 8.Rag asnor, NI bearing at al supportsMoven.Shim or wedge if EXPIRES: 12/31/2017,•-�Lt' 1 U fabrication,handing,shipment end installation of components. 7.Design..comes adequate drainage is provided. 8.This design Is furnished sub)ed b the limitations sat forth by 8.Plates shall be scaled on both faces of Was,and placed no their aster February 9,2016 TPINVICA In SCSI,copies of which oIll be famished upon request. Ines coincide beth joint center linea. 8.Digits Indiate size of plate In Inches. MiTek USA,Inc./CompuTrue Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-I311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-231) 350 7-6=( 0) 30 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-416) 283 7-8=(-176) 266 6-3=( 0) 63 WEBS: 2x4 KDDF #1&BTR; 3-4=(-370) 334 3-8=(-263) 172 2x4 KDDF STAND A LOADING 4-5=(-110) 14 8-4=(-325) 354 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.2" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 450V -180/ 338H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -199/ 450V 0/ OH 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 3-11 4-00-03 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.211" f f5 MAX TL CREEP DEFL = -0.044" @ 3'- 9.8" Allowed = 0.317" -n' MAX LL DEFL = -0.001" @ 7'- 11.2" Allowed = 0.045" MAX TL CREEP DEFL = -0.002" @ 7'- 11.2" Allowed = 0.068" M-1.5x3 4 MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.120" @ 6'- 9.5" 12 Design conforms to main windforce-resisting 12.00 7 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, exposed 3 End vertical(s) are ex d to wind, 4.e cgTruss designed for wind loads I in the plane of the truss only. 0 I rn O u N o1 M -3x4 1 N X ;aw I mmimommiimni -v M-3k4 M-4x6 '_ . M-3x5 y l ll 3-09-04 3-00-04 0-05-08 1-OOy 3-07-08 4-03-11 l l ��. Si�G�N:Eh, /p� .. 7-03 0-08-03 II $92O0PE r..- JOB 'JOB NAME : NRT 5 PLEX 15-19 - J7 Scale: 0.2917 WARNINGS: O.This deignIs b, uMeupon thermete - 7� OREGON 1.i 1. W and s before contractor should be advised of WI General Notes 1.This design p based only upon parameters p ra ahavn and is for an individual if RGl.'1 I V 'K✓ Truss: J7 and"Swings before senatr dlon commences. building component.Applicability of design parameters and proper �y 2.204 compression web bradng mud be instelted where shown+. Incorporation of component Is me responsibility of the building designer. �/� .N w 2V��4 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top and bottom chords to be isteralty braced at S/ 1•Y by Is the responsibSly of the erector.Additional permanent bracing of 2 ntio. end et a1hino.csuch as respectively unless, SB /1G)and/or nthroughout M,y length). � J R 1 LA- conmpads sheathing such as edna e Nee where a nn+tlrywap(BC). DATE: 2/9/2016 the overall structure is the respondbNlty or the bulging designer. J.2x Impact bridging or lateral broctng required where Mown++ SEQ. : K1716461 4.No Wed.80,48 be applied to any component until alter all bredpgand 4. lernoutrues thea•sMMbeitysfthereused in a ped>a•mwmor. • fasteners are complete and atm time should any loads greater men Design assumes nment, TRANS I D: LINK design loads be applied to any component. and are kr drycondition.a use. supports g• /�] ry 5.1 nrpuTrus hes no control over and assumes no responsibility for the 0.Deems NI bearing 1 e w its shown.Shim or wed if EXPIRES:RE"S: 1 2/711201 miry. febrk.gen,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. February 9,2016 B.This design is Nmlehed subject to the limitations set forth by S.Plates shell be located on both faces of truss,and placed so their center - TPIANlCA In SCSI.copies of which willbe furnished upon request. knee coincide M Joint center lines. 9.Digits Indicate size of piste In Inches. Wel,USA,Inc./ComlpuTms SORN2re 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,E511-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-138) 184 3-5=(-476) 480 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-463) 424 WEBS: 2x4 KDDF #1&BTR 3-4=(-110) 14 LOADING TC LATERAL SUPPORT <= 12"OC. 00N. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.1" 0'- 0.0" -53/ 461V -170/ 318H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -196/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 7-11-02 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" T 1 MAX LL DEFL = -0.001" @ 7'- 11.1" Allowed = 0.045" 4 -/ MAX TL CREEP DEFL = -0.002" @ 7'- 11.1" Allowed = 0.068" MAX TC PANEL LL DEFL = 0.586" @ 3'- 4.3" Allowed = 0.613" M-1.5X3 MAX TC PANEL TL DEFL = -0.600" @ 3'- 8.2" Allowed = 0.919" MAX HORIZ. LL DEFL = 0.002" @ 6'- 11.2" MAX HORIZ. TL DEFL = 0.002" @ 6'- 11.2" f Design conforms to main Windforce-resisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. o0 co 5 O 1 M-3x4 M-1.5x3 J• 1-00 y 7-03 0-08- 02 `�;c 3IN '1/40t -4t" .cC8920QPE mac" JOB NAME : NRT 5 PLEX 15-19 - J8k/f. Scale: 0.3714 WARNINGS: GENERAL NOTES, unless otMmlaa mid ,/, C OREGON ,r. Truss: J 8 1.Balder and erection contractor should be dvised of all General Notes 1.Thls design Is based only upon the parameters shown and is for an Individual 'f7 , t�' 'SS'i and Warnings before construction commences. building component.Applicability of design parameters end proper Z. +f.�y ♦ys 2 2x4 compression web bracing must M Installed when shown*. Incorpontlan of component la the responsibility of the building designer. /'�A /�lig 1 4 2 '\ . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterallybraced al �J ( L �(y Is the responsibility of the erector.Additional pememnt bracing of 2'me.and et 1 O o.c.respectNely unless braced throughout their length by , `_ DATE: 2/9/2016 the overall structure Is the roepanse:Iey of the butd:np designer. continuous sheathing such as plywood Meeming(TC)and/or drywall(BC) `R R I l.'\ 3.2a Impact bridging or lateral bracing required when shown no SEQ.: K 17164 62 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the rewed0e contractor. fasteners are complete lete aand atm time should any loads greater men S.Design assumes trusses are to be used in e mrmomoewe environment, TRANS ID: LINK design loeds be applied to any component. end an or"dry condition"of use, 5.CoropuUrn hes no control over end assumes no rse80 eJnt lly for the 8.Design assumes M bearing at all supports Mown.Shim or wedge If EXPIRES, 12/31/2017 2/31 201 7 labrimtlon,handling, pment and on 8.This design Is furnishedlsubject to the limittaltionslset forth by s 8.Plates shall be locaassumes atteduonedrainage h both faces of msis,end paced so their center February 9,20 4 C t3 G 3 I d ll N TPVWTCA In BCsI,copies of WSW will be Nmehed upon request. Ines coincide with)Dint center lines. I V MiTek USA,Inc./Com uTrus Software 1 L 7.6.7 9.Digits indicate size of plate In Inches. p ( )-E 1O.For basic connector piste design values see ESR-1311.ESR-1 B88(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #148TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=1-186) 176 3-5=(-210) 222 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-235) 229 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -117/ 435V -45/ 126H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -17/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) en For hart - Seeapproved tans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ger specs. p REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TC PANEL LL DEFL = 0.007" @ 1'- 4.0" Allowed = 0.226" .' : MAX BC PANEL TL DEFL = -0.095" @ 3'- 8.6" Allowed = 0.415" 4 -I MAX HORIZ. LL DEFL = -0.002" @ 6'- 11.6" MAX HORIZ. TL DEFL = -0.002" @ 6'- 11.6" 12 12.00 Design conforms to main wumdfoxce-resisting M-1.5x3 system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 44 PROVIDESUPPORT load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed fox wind loads in the plane of the truss only. c I I [Lo ._ 5 M-3x4 M-1.5x3 )' 1 1-00 7-03 4< O PROF 41. 17 cc 89200PE JOB NAME : NRT 5 PLEX 15-19 - J9 '"� . Sale: 0.5518 .,. WARNINGS: O.ml.design Is b, uny u on the parameters rnoted 7/ �>. le IZ I.an W and erection batrador onshould coo be advised of sl General Noble 1.build design Is weed only upon the p esmeta parameters an I.forop r individual OREGON A.Truss: J9 and Warnings before conabudlon commence.. building component.Applicability of design parameter.and proper A f} 2.2v4 compression web bradng must be Installed where shown a. Incorporation of component I.the responsibility of the building designer. 1 ) -7 Y 14 2.V *A 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top end bottom chortle to be laterally bread st �/ Y' 'P. Is the responsibility of the erector.Additional permanent treeing of 2'ntinc.end at.eItY p.p.respectively as ply wood.less braced throughout thee dry Ien)S by �r t R I% continuous sheathing such l b plywood aired inti re aa.rand/ar drywaN(BC). �.^ DATE: 2/9/2016 the overall nmdcre Is me reepoadbNlry of the wilding designer. 3.So Impact bridging or ater.l boring required where shown+. SEQ.: K1716463 4.No load should be rippled to any component until after all bracing and 4.Installation of Is the romnetlitybe dfthoespectNe core trann. fasteners are complete and at no lima should any loads greater than sedan asfor sumes tueeee of toes ment, TRANS ID: LINK dastgnbedebe applied onantroany component. 6.Design asumesfuIbearing atall uppuriaehonn.Shim orwedge If EXPIRES: 12/31/2017 5.CompuTrus hos no control over and assumes no responsibility for the fabrication,candling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. February 9,2016 6.This design is furnished subject to the limitations est forth by 8.Plates shall be bated on both feces of truss,end placed u their center TPBWfCA In SCSI,copies of vhlch will be fumlehed upon request. Nae cnlnclde elfin joint anter lines. 9.Digits edkate alae of pate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E M.For bask connector plate design value.see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC _ LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 45 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-56) 31 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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: 9.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -65/ 291V -9/ 37H 5.50" 0.47 KDDF ( 625) 12 1'- 1.3" -61/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) 7.00 LL = 25 PSF Ground Snow (Pg) 1'- 4.0" -20/ 22V 0/ OH 1.50" 0.04 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.056" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.084" MAX HORIZ. LL DEFL = 0.000" @ 1'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 3.2" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 190 mph, h=19.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, ' o Truss designed for wind loads jin the plane of the truss only. 0 /- )0 o 0 I P1111 o /- 1 2► '4 --/ M-3x4 4 y 0-09 y (PROVIDE FULL BEARING;Jts:2,9,3 "' \AG'rV ��/W'- 89200PE r JOB NAME : NRT 5 PLEX 15-19 - L1 Scale: 1.0818 = � WARNINGS: GENERAL NOTES, uMeas otherwise noted: OREGON t 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters Moven and is for an Individual Truss: Ll and Warnings before construction commences building component Applicability of design parameter.and proper f s \ I, 2.204 oompreadon web bradng must be installed where Moven C. incorporation or component k the responsibility of the building designer. /� y 3.Additional temporary bracing to insure stability during construction 2 Design wanes the top and bottom chortle to be laterally braced at +�,/ �.4 �(� by Is the reaponlabdty of the erector.Additional permanent bracing of 2 o0 and et ea10 o.c.respectively as ply unleplywooss s braced(TC)throuand/or their length). /f,v.} �I�� `- cenmparts shging or later l b adsg ra meed ng(TO) , drywaN(BC). -F, DATE: 2/9/201664 Me overall structure applied toanyoc Anyofthebuilding designer. 3.21 Impact bridging g g or the neapen tri required where Moven a. SEQ.: K1716464 4.Noload Moedmapenatlbonocomponentanyloafter all geatahand 4.Dehnnasuresesistharale aeoftaeon.ectNecoenviror. festenen are complete and at no time should any loads greeter than 5.and Design dor trusses are to be used in a non-corrosive environment, deagn loads be applied to any component. dna ere for"dry condition"of use. TRANS ID: LINK 6.Design assumes Nn bearing at all blow:.o .Shim or wedge If 5.compulrushas nocontrol over and assumes noresponalbilny for ms necessary. EXPIRES: 12131/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 9,2016 B.This design b M furnished subject to the limitations set forth by 8.Plates all be boated on both faces of truss,and placed no their center TPVWICA in SCSI,copies of which via be furnished upon request. Ines coincide with(tint center lines. MiTek USA,Inc./ComuTrus Software 7.6.7 1 E E S.Digits indicate size of plate in inches. p ( )- 1B.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cpl=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 45 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" S.C. 2-3=(-52) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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: 9.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -42/ 257V -13/ 48H 5.50" 0.41 KDDF ( 625) N f 1'- 10.9" -25/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 2'- 4.0" -4/ 20V 0/ OH 5.50" 0.03 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 1.7" Allowed = 0.071" 1 '1' MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 7.00 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=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Rxp.s, MWFRS(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. '' o Qs H0 o I 0 I f I 1111.-=.411 M-3x9 l 1 ; 0-09 2-04 (PROVIDE FULL BEARING;Jts:2,3,4 � GINE SY'N PR oFFs� tr 89200PE r- JOB NAME : NRT 5 PLEX 15-19 - L2 J1 4, /".f.- Scale: 0.6838momossom ia AZ I.WARNINGS:erO.This design unlessotherwise meta "2.... � I.Bolder and.radion contractor Mould be advised of el General Nates 1.This design b based only upon the parameters.hewn end b for an Individual OREGON Truss: L2 J 1 and Warning.before construction commences. building component.Applbabilty of design parameters and proper // 1��1 2.204 compression web bracing must be Installed where shown. Incorporation of component b the responsibility of the building designer. ut ) -7}/ 14 4' 3.Additional temporary bracing to Insure at blllty during construction 2.Design assumes the top and bottom chords to be latently braced at '�/ Is the responsibility of the ardor.Additional permanent bracing of T o c and at 10 Go.respectively unless braced throughout their length by DATE: 2/9/2016 the overall structure le the re .leen of the building designer. continuous Impactsi ging or such l b ptywcod Meethlrig(TC)and/or drywel(BC). ,"R R 1 t-v •Pan Y 3.20 Impact bridging or lateral bracing required where Moven.. T7 1 SEQ. : K1716465 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no gene should any loads greater than 5.ledge assumes busses are to be used in a non-conoslve environment, design Wada be applied to any component. and an for"dry condition*of use. TRANS ID: LINK 6.Design assumes Ne bearing at all supports shown.Shim or wedge if 5.Compurrua hes no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2017 fabrication,handling.shipment and inetalletian of components. 7.Design assumes adequate drainage is provided. February 9,2016 6.This design Is furnished subject to the!Whitton,set forth by 8.Plates ahaN be Nutted on both fade of pve truss,and placed so their nter TPIIWTCA In BCS(,copies of which coil be fumlehed upon request. lines cuindde with joint canter lines. MiTekuTrus Software 7.6.7 1 L E g.Digits Indican sift of plate In inc has. USA,Inc./Com P ( )- M.Forbasiccannadwpiste tlin incvalvessea ESR-1311.ESA-1988 GAITek) This design prepared from computer input by Pacific Lumber and Truss-BC _ LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 45 2-9=(0) 0 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 2-3=(-55) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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: 9.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -40/ 263V -15/ 55H 5.50" 0.42 KDDF ( 625) 2'- 1.3" -2/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -26/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) 12 7.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "or 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 = -0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.002" @ 1'- 5.3" Allowed = 0.134" MAX TC PANEL TL DEFL = -0.002" @ 1'- 5.3" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.000" @ 2'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 3.2" Design conforms to main windforoe-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 'I End verticals) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. 4 NO m O I f 12•00000a1111!!!°°1111°°11°111 �/ 1111. 114 l 0-09 2-09 1 (PROVIDE FULL HEARING;Jts:2,4,3 .0 " E.3 � �� ‹cd 11 2 89200PE• r" JOB NAME : NRT 5 PLEX 15-19 - L2J2 Scale: 0.9584 WARNINGS: GENERAL NOTES, unteu ethanolee noted + 41 ' • M Truss: L2J2 1.Builder end erection comrador should be advised of al General Notes 1.This design Is based only upon the parameters shown and h for an Individual 7 0 i ®N fi 1)�'a• and Warnings before conatrudlon commences. building component Applicability of design parameters and proper Vs '�4� 2.2x4 compression web bracing must be installed where Mown+. Incerporotbn of cemponent h the responsibility of the building designer. �/) Al t„ 2. �4 3.Addtlonal temporary bracing to insure stability during construction 2-Design assumes the top end bosom chords la be laterally breed al F 1.7 Is the responsibility or the erector.Additional permanent bracing o! T o.e.and at 7Q o c respectively unless braced throughout their length by {]• 2/9/2016 the overall structure Is the respondbNlry of the bidding designer. Di Imps us sheathing gingor such as plyvrootl required et where s and/or tlrywal(8C). 11.N- DATE: �j 4.Nabad should be applied to an 3.Di Impact bridging or lateral bracing requhed where Macon++ illii SEQ.: K 17 1 6 4 6 6ey component until after all bracing and 4.installation of truss la the respondblllty of the respectNe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes Inness are to be used in a non-conoslwe environment, TRANS ID: LINK design Wads be applied to any component. and are for•drycondition"of use. 5.CempuTrus has no control over and assumes no responsibility for the S.Destgn assumesfun bearing at all supports shown.Shim or wedge if EXPIRES: fabrication,handling,shipment and installation of components. necessary. 6.This design le furnished sub)ao Is the limiletiane set forth by 8.Design nsassumes all be hadequate ue Euon both race to�mdsand placed so their center February 9,2016 TPVWTCA In BCSI,copies of which will be furnished upon request. Ines coincide WM joint center lines 1L MiTek USA,Inc./CompuTrus Software 7.6.7 9.Digits Intllute size or plate In Inches. ( )'E at For baste connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 45 2-4=(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-51) 24 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -45/ 260V -13/ 48H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -15/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0,- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.106" 1' 1' MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORI Z. TL DEFL -0.000^ @ 1'- 1 . 7.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(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. 0 o 0 .-I 0 I i [ Io'0010OlIll'illii'llgll'1!11..11...IEW 0 M-3x4 l l 1 0-09 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 ' PCoA ‘,„\GI N's s,, 89200PE If, JOB NAME : NRT 5 PLEX 15-19 - L2SJ1 Scale: 0.6838jiGl WARNINGS: GENERAL NOTES. uniese "9G ,�, OREGON ,t'W 1.Bolder and erection contractor should be advised dal General Notes 1.This design Is bawd only upon the parameters chasm end h ler an Individual 7 Truss: L2SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.ha compression web bracing mar b.Inawl.a.mare.heen n. Incorporation of component la the responsibility of the building designer. ""Q 'Y}' 1.4, ?.0 '4" 3.Additional temporary bracing to insure stability during construction 2.Design cid II'the lop end bottom. b to W laterally braced et {]� by Is the responsibility f the erector.Additional permanent bracing of r ntinu u et c.c.respectively as ply woad.massa(7C)a dl r d y length). R I s V N o D continuous sheathing cosh as plywood shseMing(TC)and/or dryvnA(BC). \- DATE: 2/9/2016 the overall etmdwre a the responsibility of the building designer. 3.25 Impact bridging or Wend bracing required Mere show,a" 4.Na load should be applied to any component until efts,all bracing and 4.Instaiatlen of buss Is the responsibility of the respective contractor. SEQ.: K 1716 4 67 fasteners are compete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment. assign loads be applisd to any component. and are for"dry condition"of use. TRANS ID: LINK s.compurnnhas necontrol over and ammo,noresponsibility for the 6.Degs.sassumes fun bearing atel supports shown.Shim orwedge if EXPIRES: 12/31/2017 fabrication.handling,shipment and Mahal/Pion of components. 7.Design ssume. adequate drainage 4 provided. February 9,2016 8.This design is fumlehed subject b the limitations set forth by 8.Plates shall be located on both facet of truss.and paced sotheir center - TPUWfCA M BCS',copies of which vdi be fumi.hed upon request. lines coincide with Joint center lines. 9.Digits Mdlua size of pate M inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector plea design values see ESR•131/,ESP-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-38) 51 3-5=(-202) 131 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. WEBS: 2x9 ODDS' STAND 2-3=(-B3) 70 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 421V -23/ 71H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -40/ 261V 0/ OH 5.50" 0.42 KDDF ( 625) "" For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.070" @ 3'- 0.6" Allowed = 0.332" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.098" @ 3'- 0.6" Allowed = 0.498" MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, gEnd vertical(,) are exposed to wind, Truss designed for wind loads in the plane of the truss only. --.11111111111111111111111111111111111111111111 N N M 0 I N c+1 1 ISIMMMIOIMINIMMEIMMIAI -/0 2 S M-3x4 M-1.5x3 l l 1 5-08-04 0-03-12 l l y 1-00 6-00 V, .t) PRQF4' 89200PE. 17_, JOB NAME : NRT 5 PLEX 15-19 - P1 Scale: 0.5771 •• 40110rWARNINGS: GENERAL NOTES, link.,otherwhe rated' /-�' IZ Truss P1 1.Builder and erection contractor ehe,ddbeadvised ofaIGeneral Notes 1.This design Is based only upon the parameters shownand Isfor anlndwldual 7 m 0 •N �' j and Warning.before canetrodbn commences. building component.Ape...billly of design parameters end proper 2.1x4 compression web bracing must be installed where shown" Incorporation of component Ia the responaibgtty of me building designer �' { 14fr 24\ �4 3.Additional temporary bracing to Insure stability during conetruction 2.Design chords assumes the top abottom orda to be laterally braced et .7 Isthe responsibility of the erector.Additional permanent bracing of 7o.c.and et 10 c.c.each.Pty anises braced)TE)enNmelt length by /�,e � 0- DATE: 2/9/2016 the overall structure k the responsibility of the building designer. 2.0 tap continuous sheathing each as plywood required sheathing(TC)and/or tlryweg(BC). 4 ' 4.No bed should be applied to a 3.2t Impact badging or Were)bredng where shown+. SEQ. : K1716470 pw any 4.Installation oftnnsistheresponsiblM/ofthereapedivecontredor. fasteners are complete and at no time should any loads greeter than 5.Design assumes truss.,are to be used In.noncorroete environment, TRANS ID: LINK design lords be applied to any component. and Cr.for"dry nendtlnn of a... 5.CompuTros has no control over and eoeumes no r.aponelbllity forth. 8.Design egnn aawmea N%bearing at d supports shown shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end Instelkllen of components. 7.Design assumes adequate drainage I.provided, 8.Thle deegn Is fumbh.d subject to the limitations mt forth by 8.Plates shell be bated on both faces of truss,end placed so their center February 9,2016 TPWVECA In 8051,copies of which wig be furnished upon request. Ines colndde with Joint center linea, MiTek USA Inc./CompuTrus Software 7.6.7(1L}E 9.Digit.Indiale else of Mete in inches. 10.For be is 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 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION IFCREASE = 1.15 1-2=( 0) 37 2-5=(-31) 34 3-5=(-167) 114 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2_3_(-69) 49 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 381V -19/ 60H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -33/ 216V 0/ OH 5.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL e• For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.031" @ 2'- 8.4" Allowed = 0.262" MAX TC PANEL TL DEFL = -0.038" @ 2'- 6.6" Allowed = 0.393" 4-08-04 0-03-12 ,r T 1' MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 12 4.00 C7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, i End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I I , 1 f(-01 NM of 2� 5 o -3x9 M-1.5x3 i y y y 4-08-04 0-03-12 l l l 1-00 5-00 89200PE <'' JOB NAME : NRT 5 PLEX 15-19 - P2sale, 0.5900 , �/P1 - WARNINGS: GENERAL NOTES, unless otherwise noted lid It OREGON 1.Builder and erection contrador shook be advised of a9 General Notes I.This design is based only upon the parameters swwn and Is for an individual Truss: P2 and Warnings before conatrudbn commences bolding component.Applicability of design parameters and proper 4 n \ A 2.2a4 compression web bracing must be installed where chews.. Incorporation or component I.the responsibility either building designer. LIQ 'Q Y' 14 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the lop and bottom chards to be laterally lensed al Ay t(y Is the responsibility f the erector.Additional M bracing f T o.c.and n 1R o.c.respectively unless braced throughout their length by ,Y/ a:�RIO- DATE: + jJ o permane g o continuous sheathing such as plywood sheathing(TG)end/or drywel(SC). (`f lr• DATE: 2/9/2016 the overall structure la the responsibility of the building designer. 3.2z Impad bridging or lateral lending required where shown++ a.Na load should be applied to any component until after all ending and 4.Ionaiation of trues Is the responsibility of the respedNe contractor. SEQ.: K 1716 9 71 fasteners are complete and at no lima should any loads greater than 5.Desgn assumes trusses are to be used Ina non<errosbe environment, TRANS ID: LINK design bade be applied to any component, and ere for"dry condition"of use. 5.CampuTrue Ms no control over and seethes no responsibility for the S.Design assumes full beading at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling.shipment and Installation of components. epery. 7.Plates assumes Noes buss, February 9,2016 8.This design le furnished subject h the Ihneatlam sal fade by 8.Plates eheN be bcatad on both taus oltrux,and placed so their cellar TPIM7CA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 1 o.For basic connector plate design values sea ESR-1311,ESR-1988(MGM° This design prepared from computer input by Pacific Lumber and Truss—BC _ LUMBER SPECIFICATIONS TRUSS SPAN 6'— 0.0" 'COND. 2: Design checked for net(-7 psf) upliftc spacing. at 24 "o TC: 2x9 KDDF #16BTR LOAD DURATION I.7CREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—res istin WEBS: 2x4 KDDF STAND 9 system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC, HON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (ASI Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads M-1.5x9 or equal at non—structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP No te:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 5-08-04 0-03-12 T T 12 9.00 M-1.5x3 ii1 ti sin0 oI 04 2 N ti 1 0 M-3x4 M-1.5x3 • y y y 1-00 6-00 '� �� P f{pp�.ss co. NG I N /©?r -37 :9200PE r"` JOB NAME : NRT 5 PLEX 15-19 - PGE /•40' Scale: 0.6196 „1 WARNINGS: GENERAL NOTES, unless°therwlee noted 'M "' Truss: PGE 1.Builder end eredbn contractor should be advised of al General Nates 1.This design N based only upon the parameters shown and b for en individual `l'J� OREGON A f i and Warnings before construction commence, building component Appllabiley of design parameters and proper rr�e Vs �✓ 2.Deo compression web bracing must be installed where Mown+. Incorporation of component Is the respanelbllny of the building designer. 3t•) .(J 14 2� 3.Additional temporary bracing to Insure stability during conetrudbn 2.Design assumes the lop and bottom dare,to a laterally bread at r V is the responslbinty of the erector.Additional permanent bracing o! 2'o.c and N 1 O on.rospectNety foes braced throughout their length by DATE: 2/9/2016 me overall structure Ice the responstbppy of the betiding designer. continuous sheathing such as plywood sheathing(7G)end/or drywel(BC). ` 1 UI 1 t 4.Naload should beapplied to. gen 4.In Impact bridging or laalerepractngry fetid wfipeahe contractor. fasteners ^r f•( 1.. SEQ.: K 1716 4 7 2any component until after all bndn d 4.Installation*Muss la me responsibility a/tM respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses aro to be used In a nen•conosbe environment, TRANS ID: LINK deelgnloads beapplied toany component. end are ten dry eeeditIer at see. 5.CompuTnrc has no control over and assume,no respond/1111y for the e.neceDesign swmes NI bearing el all supports shown.Shim or wrdge If EXPIRES: 12/31/2017 /abdcation,handling,shipment and installation of components. y 7.Desigte drainage is pro 6.This design is furnished eub)ed to me limitations set form by B.Plates ahel be baassumes ted eqon both faces of truss,ed.and peed so their anter February 9,2016 TP WATCA in SCSI,copies of which will be Nmlehed upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTNs Software 7.6.7(1 L}E 9.Digits indicate size of pets In inches. i6.For bask connector plate design values see ESR-1311,ESR-11388 W.) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-211) 114 4-2=(-309) 48 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=(-157) 290 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 POE 0'- 0.0" -19/ 328V -76/ 141H 5.50" 0.53 KDDF ( 625) 1'- 9.3" -102/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ ON 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ' 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP f ,.AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.137" 12.00 7 MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.206" MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" -1 MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" ' Design conforms to main windforce-resisting (0 system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. 2 ti r f o 11411116\ r1 I r 0 161111111164.. 41111 1111.- 116 M-1.5x3 M-1.5x3 Jr y Jr 1-00 2-00 'PROVIDE FULL BEARING;Jts:4,5,3 I 90 PROpt G I `+ /0 :9200p r JOB NAME : NRT 5 PLEX 15-19 - SJ111P �� Scale: 0.5927 - � Air WARNINGS: GENERAL NOTES, uric..etherorla.noted: 0 Cr OREGON „.,./., ... 1.Builder end erection contrader should be advised of MI General Notes 1,This design Is based only upon the parameters shown and Is for en Individual Truss: SJ1 and Warnings before construction commences building component.Appooabnllyofdesign parameters and proper - ��y Sa)P� 2.254 compression web bradng must be Installed where shown 5. meorporatbn of component Is the responsibility of the building designer. '<) 14 A V 3.Additional temporary bracing to Insure stability dung construction 2.Design assumes the top and atom drone to a latently braced et V ai' by is the responsibility f the tractor.Additional permanent f continuous and ale hies respectively as plyunlessbraced(TC)throughout their J [fiFlILk- DATE: + R1y a germane g o 2'o.c.and t IIT o ng such as ely unless shaared throu calor tlry length). C 4 DATE: 2/9/2016 the overall Mature Is the responsibility of the building designer. 3.a Impact bridging or Wleral bracing required where shown.e 4.No load should be applied b any component until alter all bradng and 4.Installation of lass la to responsibility of the respective contractor. SEQ. : K 1716 9 7 3 fastener.are complete and at no time should any loads greater man 5.Design assumes Busses are a a used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end een for'dry of use.supports wedge �J 5.CompuTrus as no control over end assumes no responsibility for the B.Design assumes NA bestirs Nail W es shown.Shim or If EXPIRES: 12/31/2017 fabrication,handlings ipmentandmrallationofcomponents. 7.Design...umesadequate drainage isprovided. February 9,2016 B.This design Is furnished subject to me limitations set arm by B.Plates shall be bated on am faces of truss,and placed so their center - 9. of TP WiTCA In SCSI,copies of which wIA be furnished upon request. Ines cate size einOM plate cnter)Ines. MiTek USA,Ira./CompuTrus Software 7.6.7(1L)-E t0.For basic connector pate design values see EBR-1311,ESR-1g88(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-9=(-197) 159 3-1=(-275) 168 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 1-4=1-250) 319 WEBS: 2x9 KDDF STAND , LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 POE 0'- 0.0" -96/ 185V -97/ 149H 5.50" 0.30 KDDF ( 625) TOTAL LOAD = 95.0 PSF 1'- 6.7" -197/ 110V 0/ OH 5.50" 0.18 RIDE ( 625) 3'- 8.7" -87/ 141V 0/ OH 1.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.028" MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" 12 MAX HORIZ. LL DEFL = -0.005" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.005" @ 3'- 7.9" 12.00 P7 2 -/ Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 ti I o M-3x9 1 N N 1 0 ti Ihlb& riiiim /- -/ 3 OF.I..--.,.., 0.3.71A4 ,1.5x3 M-1.5x3 l l l 1-09 1-11-11 ,c),, .0 PRQFts 'PROVIDE FULL BEARING;Jts:3,4,2 I OS GIN C9 V V �r 89200PE 9< JOB NAME : NRT 5 PLEX 15-19 - SJ2 Scale: 0.4806 " WARNINGS: GENERAL NOTES, unless otherwise noted p Ct.OREGON //''yy A�' 1.Guider and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual p/ OREGO„yN 4 r Truss: SJ2 and Washings before construction commences. building component.Applicability of design parameters and proper Lr. 4, �N 2 2v4 comprawion web bradng must be metalled Where shown T. incorporation of component is the responsibility of the building designer. ^ q}. 14 �p��.,„ 3.Additional temporary bracing to Insure stabilly during construction 2.Design assumes the top and broom chords to be laterally braced N 'V Ic the responsibility of the erector.Additional permanent bracing of Z o.c.end at 10 o.c.respectNely unless braced throughout their length by ill DATE: 2/9/2016 the overall structure Is the reeponeiblty of the buildingdeal ner. continuous to stgIng or laterh lacng re sheathing(TC)end/ortlrywaA(BC) -'!!�w (., t a 3.In impact bodging or lateral bracing required the where mown.a 1-1 L. SEQ.: K1716474 4.Noeneeshould eleeantoany component anyafter deeednhand 5.Deelgnastkm onrosristhe ouseoaeorwcrroecoenviron fasteners ere complete and at m time should any wade greeter than 5.and assumes trusses Cr.ee to be used in a rwn-corroeros environment, design wads be applied to any component. cad are for"dry condition"of use. TRANS ID: LINK w^e 5.Companre has no control over and assumes no responsibility for tM B.De sign aswmes NI bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2017 l n/ry Jry/l1'7 fabrication,handling.shipment end installation of components. ry1/Cil IGlll) T.Design hassumes cedon othfaceNpusded. February 9,2016 II This tlestgn b furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and paced w their center TPIAARCA M SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. True Software 7.6.7 1 L E 9.Digits Indicate size of pale In Inches. MiTek USA,Inc./Com PO ( )- to.For basic connector plate design values see ESR-f 3f f.ESR-1888 NITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 1#15BTR LOAD DURATION INCREASE = 1.15 1-2=(-341) 136 4-5=(-286) 154 4-1=(-584) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-169) 0 1-5=(-250) 463 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 POE 0'- 0.0" -95/ 448V -115/ 247H 5.50" 0.72 KDDF ( 625) OVERHANGS: 0.0" 24.0" 1'- 6.7" -264/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 8.7" -306/ 437V 0/ OH 1.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.028" MAX LL DEFL = -0.039" @ 5'- 8.7" Allowed = 0.133" MAX TL CREEP DEFL = -0.051" @ 5'- 8.7" Allowed = 0.200" 3 ,, MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" MAX BORIZ. LL DEFL = -0.010" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.010" @ 3'- 7.9" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=22.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, it End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 , r 0 1.1 M-4x6 1 f ,40k N 1 o1 l e. 1 EMMEW / -� -,4►� M-1.5x3 M-1.5x3 I Ore 1-09 3-11-P OVIDE FULL BEA ING)Jts:4, 5,2 I 1 rr`�Ca loG 'T �/© 89200PE JOB NAME : NRT 5 PLEX 15-19 - SJ3 :• �,r�j; Scale: 0.3944 SO [}'' WARNINGS: GENERAL NOTES, ono sponMparamet. �' r , 1.and and s befw contractor nstrud on co be advieetl 5151 General Notes 7.This building is based only upon the parameters parameters aMwn and la bran Individual 1- OREGON S./ Truss: S J3 and Wammg.haroro cembu Ion eomm.nee.. buoahg component.Applicability ry Si design parametera and proper / +� 2.254 compression web bradng moat be metalled where shown.. Incorporation of component is the responsibility of the building designer. /� "7t y A 2. '4' 3.Additional temporary bracing to Insure stability dudng canstrudbn 2.Desitin amines the lop and bottom chords to M laterally braced et "V l Y 4 (]�P Is the ro albl f Me erector.Additional permanent bracing of continuous and at ea0 o c rsuch as ply unless bracatl)TC( di Melr anglh by 4fif Fi N' V spun Ary o 24Impadudging or such l b plywood re uired Mere s and/or dryweA(BC). "'^"'!!! N DATE: 2/9/2016 eras overall structure Is the responsibility of the building designer. 3.25 impact brtdping or sterol Wooing required Mere shown++ SEQ.: K1716475 4.No lead aheuld be applied teeny sernpan.nt antil aCer all bredng end 4.�tagaMneftruwaethe �.bUilyyoffthd in s w�dnivw..t doer. fasteners aro complete and at no time should any loads greater than end Designassumes ssumedry condition"Sr.r.use. TRANS I D: LINK design bads be applied to any component. g.c Design assumes on bearing at..supporta shown.Shim or wedge If 5.Comp9Trus has ne control ever and assumes ne responsibility for tM Dchgn mmmry. l (�EXPIRES: 12/31/2017 febncsMn.handling.shipment and installation of components. 7.Design easumes adequate drainage is provided. February.7,2016 e.This design is furnished waded to the limitations eel forth by a.Pates shall be located on both/aces of truss.and placed so their center TPI/WfCA In SCSI,copies of which 3311 be finished upon request. line.eeindde with joint center lines. 9.Digits indicate sae of pate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector pate design values sae ESR-1311,ES134 968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-50) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING e BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF 0'- 0.0" -45/ 342V 0/ 93H 5.50" 0.55 KDDF ( 625) 3'- 4.7" 0/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -44/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.4" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.4" Allowed = 0.283" MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.8" 3 -,, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) a exposed to wind, o Truss designed for wind loads Iin the plane of the truss only. 0 I s 1 - - M O1 o 2...--",.=---- 9 M-3x4 y y y 1-00 3-07-08 PROVIDE FULL BEARING;Jts:2,9,3 ..,;, O P ROA*4- .. , NGIN; 49 /p2 cr 89200PE -7,_ JOB NAME : NRT 5 PLEX 15-19 - Tl ;jam], �/ _- Scale: 0.8761 .141,�T :,......../.. ****.".. ` +.. WARNINGS: GENERAL NOTES. any,pen thnne e parameters 7' OREGON A £Zmo 1.Budder and erocthn contredor should be advised of al General Notes 1.This design is based only upon parameten shown and b for an Individual Ve Truss: T1 and Warnings before construction commences. building componentApplkeNllly or design parameters and proper incorporation or component is the responsibility of the building designer. /0 "Q 1. 1 4 2 a� 4 2.Dia compression web bracing mus be installed where shown ti 2.Design assumes the top and bottom d,ords to be laterally braced at ( L �. 3.Additional temporary bracing to Insure stability during conarudloo 7 cc end M 10'o.c.respectively unless braced throughout their length by '� Is the rsepo s lly o!the.nest Additional permanent bracing or continuous sheeting each as plywood Mealhing(TC)and/or drywal(BC). 'V/ i �"'3 p]'r DATE: 2/9/2016 the overall endure la the responsibility ohne building designer. 3.2s Impact badging or Went bracing required where shown*• 1'�7-1 t� SEQ.: K1716 4 7 6 4.No bad should be applied to any component until eller all bradng and 4.Installation citnrcs Is the responsibility of the respective contractor. fasteners ere complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-curmsve environment, TRANS ID: LINK design Pads be applied to any component. and are ier"dry Oeflsttisn of see. 5.Compuina Ms no control over and assumes no responsibility for the 8.Design aswmes full bearing et el supports shown.Shim or wedge I! EXPIRES: fabrication,handling,Mittman and Installation of components. 7.necessary. esign assumes adequate drainage is provided. February 9,2O16 8.This design is furnished subject to the limitations eat fodh by 8.Plates shall be located on both faces or truss,and placed as their unlet TP WITCA in SCSI,copies of which MI ba furnished upon request. Iles coincide with Joint center lines. 9.Digits Indicate size or plata In inches. MiTek USA,IDC./CompuTrus Software 7.6.7(11_)-E 10.For basic conned",plata design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4Center plate late on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 1 rY rulM Dimensions are in ft-in-sixteenths. I? Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For Q'1/16r4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I a p bracing should be considered. 4 . 3.. Never excopiesceed tofonhe destrussignqloading sbracedtohownthe and never F� U �� uately rL Provide materials thisinadedesign 111111111 For 4 x 2 orientation,locate ~ C7-8 6-7 C5-6 h4 erection supervisor,property owner and plates 0-'nd'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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated bysymbol 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 ALSO 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. ..o•-•- Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® ( number where bearings occur. 14 l Min size shown is for crushing only. IMIII18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.is Review all portions of this design Ifront,back,words Plate Connected Wood Truss Construction.Dand pictures)before use.Reviewing pictures alone not sufficient. BCSI: Design Standard fornBracing. MiTeke 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 f X❑ CONFORMS TO DESIGN CONCEPT ® CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH 1:1CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED REVISIONS AS SHOWN '41 ❑ NON-CONFORMING—REVISE&RESUBMIT ❑ NON-CONFORMING- REVISE AND RESUBMIT N 03 ti z THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE # PERMIT ADDRESS = .� WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE w CL FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN 1.1 MST2016-00227 13740 SW SILENT FOX TER 2 FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE F- +0 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY Za PRIORITY OVER THIS SHOP DRAWING. 1.2 MST2016-00228 13750 SW SILENT FOX TER EE tJ OVER THIS SHOP DRAWING. By David R Burnett Date 2/10/16 1.3 MST2016-00229 13756 SW SILENT FOX TER ci v By: ENGINEERINGArnold R. 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