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Plans (135) •• • • • • •• •• •• • • • • • • IF hi•d•sig• p•ep. ec•frlm computer input by • • • • PacSfi•Lumlf andel/last-18d" • • • • •• • • ••• • • • • LUMBER SPECIFICATIONS 10-06-00 HIP SETBACK 1-00-00 FROM END WALL •• •„IBC 2015 •MAM MEMBE• FORCES •4Wt•'DDF/Cq=1.00 • TC: 2x9 KDDF 418BTR 10-06-00 GIRDER SUPPORTING 2-10-08 1- 2=(-605) 269 1- 7=(-1685) 1870 2- 7=(-140) 474 10- 5-(-141) 478 BC: 2x6 ROOF 416BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-377) 167 7- 8=(-1018) 1703 7- 3=(-846) 337 WEBS: 2x9 KDDF STAND 3- 4=(-888) 446 8- 9-) -963) 1678 3- 8=(-159) 277 LOADING 4- 5=(-385) 165 9-10=( -963) 1678 8- 4=(-498) 499 TC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 5-•6=(-6Pl) 270 t(-•p=(-t689) 1870• 9- f( 0) 100 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 1'- 0.0" V • • •• • • • TC UNIF LL( 37.5)+DL( 15.0)= 52.5 PLF 1'- 0.0" TO 9'- 6.0" V • • • • • • • ••.9-1=f 9- =(6900) 373 M-3x4 where shown; Jts:1,3,6-8,10 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 9'- 6.0" TO 10'- 6.0" V • •IfEAR1S4G 6 MJuS:ER: MIX H�.Z • BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 15.0)- 15.0 PLF 0'- 0.0" TO 10'- 6.0" V •.e0CAAOMS •REACT MONS •Iy.2CTIONI SIZE SQ.IN. (SPECIES) BC GRIP LL( 10.9)+DL( 8.8)= 19.7 PLF 0'- 0.0" TO 10'- 6.0" V 0'- .0' -214/ 550V -2000/ 2000H 5.50" 0.88 KDDF ( 625) 10'- 6.0" -214/ 550V -2000/ 20008 5.50" 0.88 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Die checksd for•iies.(-i ) uplift at 24 "Oc sacin . BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • S • •VEllTIA+L•iEFRECTISN LIM16S: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • •MA• LI'DEFL • 0.918" @4'- 0.3" Allowed = 0.479" • • ••MAG!,J DEVI!-0.629" @ 6 4'- 0. 3" Allowed = 0.639" ••• • • ••SE)ySQJ8 D LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.011" @ 0'- 5.5" 1-00 8-06 1-00 f f ' 1' ICOND. 3: 2000.00 LBS SEISMIC LOAD. I 1-00 2-08-13 2-10-09 2-10-09 1-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 �12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-5x6 2 3 4 5 / ,......._._._.____. _......____).....-------- r_k____________ __________------ .------....... .........„................._ o f _ I--I © I--I N o , O o 1 7 8 9 10 .:: ...60l M-1.5x3 1 J. 1 J. 1 1 1-03-08 2-08-13 2-07-01 2-07-01 1-03-08 1 1 10-06 ,i\vo PRO/2 �- :9200P • v' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - ADRAG110IP °°.' / Scale: 0.5164 NAl4a• WARNINGS: GENERAL NOTES, unless othenlse noted: OREGON j• 1.Builder and erection connector should be advised of aN General Notes I.This design Is based only upon the parameters shown and is for an individual �(- OREGON 4✓�V �`AJ Truss: ADRAG and Warnings before construction commences building component Applicability of design parameters end proper - - •',s ,,i 2�� 2 2a4 compression web bracing must be installed where shown. Incorporelev of component la the responsibility of the building tlasigner. la'k '" 1 vi. 3.Additional temporary bracing b Insure stability during construction 2.Design eawmas the top and bottom unlesschobraceda to be laterally braced et '�w(�A `t Is the responsibility of the erector.Additional permanent bracing of T a c and at 10 c.c reepactNey throughout their length by 1. F.`10- DATE: 5/25/2017 the overall structure lathe responsibility f the building designer. continuous sheathing such as plywood sheathing(TC)andlor drywsA(Bc), ,LJI 1r aeon by a g 9 3.2s Impact IMegiig or lateral bracing required where shown++ SEQ.: K3 2 4 0 0 8 6 4.No load should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. fastener:are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a non-wrroslve environment, TRANS ID' LINK design toads be applied to any component. and are for"dry condition"Muse. 5.CompuTrus has no control over and assumes no responsibility for ins 6.Design necessary. g aawmea full bearing al all supportsts Mown.Shim or vredge if EXPIRE 12/31/7017 fabrication,handling,shipment and installation of components. 6.This design b furnished su ed to the limitations sat forth7.Design assumes adequate tondrainage is prusise May a C r rlo 1 alit aby N.Platesc shall be located on both laces of truss,and placed so their center I VI y :!L I 1 r TPINJfGA In SCSI,copies of which will be furnished upon request. lines co dicot with Joint carAbr Ilene. s MiTek USA,Inc./CompuTrus Software 7.6.8(1L9E 10.For ba9.Digtts sic connectoe aid of pign values (MiTek y- .� 1 platedesign see ESR-7377,ESR-t 966 ) a • A • • This design prepared from computer itnput by , s A Procific Lumbgr and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF BOfiBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-129) 121 1-4=(-98) 53 2-9=(-162) 155 BC: 2x6 KDDF 1(1&13TR SPACED 29.0" O.C. 2-3=( -15) 7 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0: ON TOP CHORD = 35.0 ['SF' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 POE 0'- 0.0" -33/ 336V -96/ 93H 5.50" 0.59 KDDF ( 625) ** For hanger specs. - See approved plans 9'- 0.0" -135/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) LL = 25 PDF Ground Snow (Pg) ADDL: BC CONC LL+DL= 709.0 LBS @ 3'- 0.0" 'COND. 2: Design checked for net_)-7 psf) uplift at 29 "oc spacing. i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.7" Allowed = 0.238" MAX TC PANEL TL DEFL = 0.029" @ 2'- 1.8" Allowed = 0.357" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 3-08-04 0-03-12 1' - 1 , Design conforms to main windforce-resisting system and components and cladding criteria. 12 BOO 17 Wind: 190 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=1.6, M-1.5x3 3 End vertical(s) are exposed to wind, -7 Truss designed for wind loads 2 in the plane of the truss only. x 0 A4110 rn o i 0 9 M-3x4 M-3x8 l +7090 , ,1 3-08-04 0-03-12 l y 4-00 .<tit C} PR Open c,5• fao (c-NG4NE -R /o , • • ' .89200PE v° • . • • • • • • JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AGIRD •• •• . . .,., /w- Scale: 0.5398 &vim ✓ T"'ew . WARNINGS: GENERAL NOTES, unless otherwise sated: OREGON �jz� t.Builder and erection contractor should be advised oral General Notes 1.This design Is based only upon the parameters shown and is for an individual / AA�__ llG L7 I V v(,( Truss: AGIRD and Warnings before construction commence., building component.Applicability of design parameters and proper • ••• • • .�f�"• -�!.9 2 2a4 compression web brodnp must be Installed where shown+. incorporation of component Is the responsibility of the building designer. • • • • • • • j„0 1 A 3.Additional temporary bracing b Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at • • • • • • 01:1 1 W '� Is the responsibility of the erector.Additional permanent bracing of 7 o c and et td o c.respectively unless braced throughout their length by • • • • • RIO- DATE: 5/25/2017 ae overall structure la there responsibility of building designer. continuous sheathing.ash as plywood sheathing(TC)and/or dryw.n(Bq. • • •• • • • ••• R V Spon ty o g g 3.tn Impact bridging or lateral bracing required where shown++ • • ••• • • • SEQ.: K3240087 4.No load should be applied to eny component until eller all bracing end 4.Installation of Is respo y of the respective contractor. fasteners are complete and attbeused time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID• LINK design mads be applied to any component. and.re for"dry condition mase. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design�sumeafuAbearing ataNwpportsshown.Shimorwedge g EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. •• • ��l 25,x.017 6.This design is furnished sullied to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center • • • • TPLVJICA in BCSI,copies of which will ba furnlhed upon request. lines coincide with Joint center linea. • • • . 9.Digits indicate size of plate in inches. • • • • •• • • ••• MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 19.For basic connector plate design values see ESR-1311.ESR-1988(MITek) • • • . • • • •• •• • • •• • • • • •• 6• •• • •• • • • • •• •• •• • • • • • • Ohi•deEig•, plepPred•frem L•bmputer input by • • • • PacTf Us LUSAT•and•I ust-ig • • • • • • • • LUMBER SPECIFICATIONS 10-06-00 HIP SETBACK 4-00-00 FROM END WALL •• ••• •IB•2015 •MAX MEMBER IURCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-765) 175 1- 5=(-89) 462 5- 2=( 0) 166 BC: 2x6 KDDF #1&BTR 2- 3=(-462) 169 5- 6=(-79) 958 5- 3=(-35) 46 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-765) 175 6- 4=(-72) 462 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 • • ••• • O • •• • • 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 • •BEAR DS ••MAX yER • •t .X HZ• BRG REQUIRED BRG AREA • TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 6'- 6.0" TO 10'- 6.0" V •LOCAT1INS • • BEA IO S IIFACTIQNS• SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 30.0)- 30.0 PLF 0'- 0.0" TO 10'- 6.0" V • )'- i).0" Ti12R/ •70 V -84aSH0 5.50" 1.13 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC UON. FOR ••1••0'-•:.0" -49/ 1009V •0•• Si 5.50" 1.13 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 40.0)= 190.0 LBS @ 9'- 0.0" TC CONC LL( 100.0)+DL( 90.0)= 190.0 LBS @ 6'- 6.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. .“ For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. •• ••MAX•,L DEFD= -11.001" 5•g'- 0.0" Allowed = 0.979" • BOX Il BONE} TIO DEIL I 0.568" @ • 8'- 2.6" Allowed = 0.942" BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP • • • • • • 4'SEASc:9ED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • •• ••• ••• •• • • •MIC 'v. ii,:vi.FL =•0.002" @ 10'- 0.5" MAX HORIZ. TL DEFL = 0.004" @ 10'- 0.5" 3-11-11 2-06-10 3-11-11 1 41406 - 4140# T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 7 M-4x6 M-5x6 N12.00 Wind: 190 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, Au4 . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ILL I I,F� ��I 0 I 1** 5 6 ** 4 I 0 0 M-3x4 M-3x4 M-1,5x3 M-3x4 k l l l 3-10-04 2-11-04 3-08-08 _ l- 10-06 tQ.�� PRQpfiss �(I5 t.. #5' go ' 89200PE. fir' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AH1 �. scale: 0.9669 WARNINGS: GENERAL NOTES, unless otherwise noted '9 OREGON 44/x" 1.Builder and erection contrador should be advised Wall General Notes 1 This design N based only upon the parameters shown and is for an individual OREGON W I�1 �n Truss: AH1 and Warnings before construction commences, building component.Applicability of design parameters and proper �)tT A 2204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. d'00 01) i A �O t 3.Additional temporary bracing to Insure stability during construction 2,Design assumes the lop and bottom chorda to be leterely bread at 'yi.l 1 s'P Nate responddtty of the erector.Additional permanent bracing of 7 n.c.end et 10 o a rsuch as ply unless braced throughout their length by j�wFIR,1�� continuous sheathing or etches plywood sl where and/or•drywail(BC). f.� DATE: 5/25/2017 the overall structure is the responsibility or the building designer. 3.2x Impact bridging or literal bracing required where shown*. SEQ. : K3 2 4 0 0 8 8 4.No bad should be applied to any component until after all bracing and 4.Installation o/trues is the responsibility of the respective contractor. fasteners are complete and et no One should any loads greater than 5.Design assumes trusses are to be used In a non-corroehe environment, TRANS ID• LINK design loads be applied to any componentand are for"dry conmgon"ofuse. 5.Com Trus hes no control over and assumes no responsibilityfar the 6 DDesign assumes NII bearing at all supports shown.Sntm or wedge If necessary. EXPIRES: 1?/31/2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. May 25,20 1 7 N.This design Is furnished sub)ed to the limitations sem forth by B.Plates shall be located on both faces of truss.end placed so their center i TP WITCA in BC51,copies of which will be furnished upon request. lines colndide with faint center lines. r Fi 9. Indicate size f late ts hes MiTek USA,Inc./CornpuTrus Software 7.6.8(1 L}E 10.FForribasic connectorpla a des ignsign valval r I ues sea ESR-13i t.ESR-1888(MITek) It a • V e a • a C a • This design prepared from computer irzput by i rr a s Pacific Lumbar and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( -34) 89 2-4=(0) 0 BC: 2x9 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-143) 143 TC LATERAL SUPPORT <= 12"00. 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" 12 TOTAL LOAD = 45.0 PSF O'- 0.0" -163/ 522V -19/ 70H 5.50" 0.89 KDDF ( 625) 12.00 0'- 9.2" -195/ 86V 0/ OH 5.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -118/ 27V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,3 I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 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/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.009" MAX BC PANEL TL DEFL = 0.000" @ 0'- 6.4" Allowed = 0.019" • SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = 0.001" @ 0'- 11.2" MAX HORIE. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ' o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1.6, Truss designed for wind loads o o in the plane of the truss only. f rr o � I o 0 o f /4 r r /M-3x4 4 • • ♦ • • • • • •8 9 2 0 0 P E i?:,.. • •• .• •.• ••• JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AJ .• •• • „dop �' Scale: 1.1785 iia 1. Cr WARNINGS: GENERAL NOTES, unless otherwise noted: • ••• '7 OREGON / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an individual • • / •(l k.7 L✓f V ` 'V Truss: AJ and WamingsCobraconsinuloftcommenes building component.Applicability ofdesign parameters and proper • • • •I1J'� 1 2.2a4 compression web bowing must be Installed where shown+ Incorporation of component is the responsibility of the building designer, • • • : • : : C.l r 1 W 2-Q' 2.Design assume.the top end bottom chords to be laterally braced et 3.Additional tempora bracingto Insure stability during construction • • 77 o.c.and al 18 o.c respectively unless braced throughout their length by • • • • • • .1•. i �{ R the responsibility of the erector.AdWional permanent bracing of continuous sheathing well as plywood sheathing(TD)and/or dryvrag(BC). •• •• ••• • • • •• 1s DATE: 5/25/2017 the overall structure is the respansibglty of the building designer. 3.20 Impact bridging or klerel bracing required where show++ • • ••• • • SEQ. : K3 2 4 0 0 8 9 4.No bad should be applied to any omponent until after all bracing and 44..Design of truss Is Re ar e sibusyyof d In a nrespective e contractor,ntramenl, fasteners are compete and dl no time should any loads greater than and are asfosume Cusses reof use. TRANS ID: LINK design loads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CampuTrus has no control over end assumes no responsbility for the necessary. EXPIRES' 12/31/2017 fabrication,handling.shipment and Insiegatien of components. •• • 7.Design assumes adequate drainage is provided. �/I es C r 4 7 • • • 6.This design Is furnished eublea to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ♦ • • • •rrrr�' LJ • • S. TPIN TCA in ECM,copies of which MMI be furnished upon request. lines coincide aIth joint center Ines. S • • •• •• • • ••• 9.Digits Indicate size of plata In inches. • • •• •• • • MiTek USA,Ina./CornpuTfus Software 7.6.8(1L}E II.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • •hi•dating*p14pdted•frcn c%mputer input by • • • • Pacific•LumbbC and'r usC14 • • • • •• • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" •• •••• • •c 2010 MAX•ME1BEti•FORCES 4WR/DDF/Cq=1.00 TC: 2x9 HOOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 3-4=(-60) 49 3-1=(-33) 17 BC: 2x9 ROOF #16BTR SPACED 29.0" O.C. 1-9=(-58) 70 WEBS: 2x9 KDDF STAND 0-10-03 ,r ,r LOADING BEARING MAX VERT IX X HOR7i BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF •LOCATIIINS •••I ACTIOt4 Rjl TIgiNS• SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. EON. DL ON BOTTOM CHORD = 10.0 PSF • e'- S."• ••0/ • 6 • -fj61 j2H• 5.50" 0.10 KDDF ( 625) 12 TOTAL LOAD = 45.0 PSF _• 0'- 9" r7/ •4ii Ogi •0H• 1.50" 0.08 KDDF ( 625) *' For hanger specs. - See approved plans ;'- 1 .5" •- 21 •97W Hi •OH• 5.50" 0.07 KDDF ( 625) 12.00 LL = 25 POP Ground Snow (Pg) •• ••• • • •.•• • (PROVIDE FULL BEARING;Jts:3,2,41 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP •• ••VERTjCAL OP/LECT•(•I•LIt*'•6• LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • • 4 LI•DE=I, 0.480" @ •0'- 0.0" Allowed = 0.078" • MjX Tip PjNET•LI•DEFL i 0.0/00" @ •0'- 6.1" Allowed = 0,037" • Mj.X TC•PINEb•I•DEI I 0.000" @ •0'- 6.1" Allowed = 0.055" • M•10 RE PRNESTII•DEPL •-O.0,2" @ •1'- 4.2" Allowed = 0.118" •• • • • • • SEAS(tiL*0 LU[II�ER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 0'- 9.9" MAX HORIZ. TL DEFL = -0.001" @ 0'- 9.9" Design conforms to main windforce-resisting 2 system and components and cladding criteria. Wind: 190 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, V End verticals) are exposed to wind, 1 Truss designed for wind loads in the plane of the truss only. 4110411111114%46440, .6. c 0 'ik _ , fi N I u O I ,i ..1 _,... 3 .+ ++ q M-1.5x3 M-1.5x3 y y ` 89200PE r' 2-10-08 JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AJ1 Scale: 0.9058 r /�,, WARNINGS: GENERAL NOTES, unless otherwise noted, O[.y � ,y' 1.Builder and erection contactor should be advised o/all General Notes 1.This design is based only upon the parameters shown and is for an Individual7R LLLL��G W Trus s: AJ1 end Warnings before construction commences. butlding component Applicability of design parameters and proper �y �` 2 2a4 compression web bracing meet be installed where snows+, Incorporation of component Is the responsibility of the building dealgner. +�u/y "7 l'.... " 4 2.Q "}. 3.Addibnal temporary bracing to Insure stability during conetructlon 2.Design assumes the top and bottom chortle to be laterally braced et 'G./ 1 , �� is the responsibilityof the erector.Additional permanent bracing of Z o c.and=110'c.c,respectively as ply unless braced throughout their length by $`` .f 0- DATE: 5/25/2017 the overall structure is me responsibility of the building designer. continuous sheathing such as plywood ehealhinglTC)anNor tlrywaA(BC). (M=7,72 9 3.le Impact bridging or lateral bracing required where Mown++ SEQ. : K3 2 4 0 0 9 0 4.No load should be applied to any component until after all bracingIn and 4.Installation of truss is the responsibility ohne respective contractor. fasteners are complete and at no time should any Nada greater than 5.Design assumes trusses are to be used Ina non-corrosive envlronmenl, design loads be applied to any component. and are for'dry condition"of use. TRANS I D: LINK 6.Design assumes fug bearing at all supports shown.Shim or wedge i1 12/31/2017 2 31(20 5.compuTrua has no control over and assumes no responsibility forme nettemrY. EXPIRES: I£/.7 1 7 L1)17 fabrication handling shipment and installation of components 7.Design assumes adequate drainage Is provided. May 25,2017 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both races of truss,and placed so their center t TPNVICA in BCSi,copies of which will be furnished upon request. lines coinude with joint cent*lines. a 9 Digits Indicate size of plate In Inches. r MiTek USA,Ino./CompuTrus Software 7.6.8(/L)-E 10.For basic connector pate design values see ESR-73/1,ESR-1988(MITek) re t a • • 3 • This design prepared from computer :input by ' t , n w Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" - IBC 2015 MAX MEMBER FORCES 9WR/DDE/Cpl=1.00 TC: 2x9 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=(-101) 75 3-4=(-157) 119 3-1=(-102) 49 BC: 2x9 KDDF R1613TR SPACED 24.0" O.C. 1-9=(-138) 183 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+13L( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -23/ 129V -75/ 113H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 95.0 PSF 2'- 6.6" -37/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) " For hanger specs. - See approved plans 2'- 10.2" -66/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2-10-03 PROVIDE FULL BEARING;Jts:3,4,21 I I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 1 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.013" @ 1'- 5.8" Allowed = 0.219" 12.00 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.012" @ 1'- 5.8^ Allowed = 0.329" SEASONED LUMBER IN DRY SERVICE CONDITIONS 2 -/ MAX HORIZ. LL DEFL = -0.002" @ 2'- 9.9" MAX HORIZ. TL DEFL = -0.002" @ 2'- 9.9" 0 Design conforms to ma, 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, MWERS(Dir), 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-3x4 0 1 , /- �7 ti 0 F Ilk :1 3 4 a M-1.5x3 M-1.5x3 l 2-10-o8 l �40‘ ,� �Rap..6- • • 17 • • •• ••• •• •:9200PE • r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AJ2 •• •• • • 44100 ' Scale: 0.5975ii .. WARNINGS: GENERAL NOTES, unlessotin ml noted. -�S OREGON A ta" 1.Builder and erection conlredor should be advised of all General Notes 1.This design is based only upon the parameters Mown and is ler an individual • ••• • • 4 4 t ,,\ Truss: AJ2 and Warnings before construction commences. building component Applicability of design parameters and proper • • Z0 2.204 compression web bracing must be installed where shown a. Incorporation of component la the responsibility of the building designer. • • • • • t.0 1 A 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom drorde to be laterally braced al • • • • • V ""1' Is the responsibility f the erector.Additional t bracing f T o.c.and at 10 o c respectively unless braced throughout their length by • • • • • • • �. �r apo ty o permanen g o continuous sheathing such as plywood Mealhing(TC)and/or drywall(BC). • •• •••• •• • • •• _. DATE: 5/25/2017 the overall structure Is the responsibility of the building designer. 3.2i Impact bOdgi g or lateral bracing required where Mown+* • • ••• • • I SEQ.: K3 2 4 0 0 9 1 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete end at no Inns should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. • and are for-dry condition"of use. 5.CompuTrve has no control over end assumes no responsibility for the a nDesign e ease awmea MI bearing at all supports Mown.Shim or wedge If / p EXPIRES: /�/ �JAO A febrkaisn,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ••1 ••• V(I • 2J,5ft, • • • C/. 11 1 6.This design Is furnished sublet to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPVWTCA In SCSI,copies of wttloh will be furnished upon request. lines coincide with Joint center linea. • • • • •• • • ••• 9.Digits Indicate size of plate In inches. • • • • • • •• •• • • MiTek USA,InciCompuTrus Software 7.6.8(1L)-E 1o.For basic connector plate design values sae ESR-1311,EBR-1988(MITek) • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • 'Thi! dos iA•p:ep4rg ol:frim S mputer input by • • • • Pac!fiii:Lumbei and Tiyuss-e% • • • • • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" •• • • INC 2014 MAX•ME!BEP FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1-2=(-226) 95 9-5=1-213) 130 9-1=1-253) 70 BC: 2x9 KDDF 91813TR SPACED 24.0" O.C. 2-3=(-103) 0 1-5=(-151) 297 WEBS: 2x9 KDDF STAND LOADING • • TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF • BEARi1 :•M•AX y Rj I.Y HEIRZ• BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON' BOTTOM CHORD = 10.0 PSF • COCAT 1i'n.rS • •REACgIOoS • •IiEACTItdS• SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF •••01- j).0" •-23/ •20•V -8y' NE2H• 5.50" 0.32 KDDE ( 625) OVERHANGS: 0.0" 19.7" • •2 - 40.6" •-74/ • 76V @' •011114 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) • 2'-•1111 02" -W1/ 2331V •()!'• Si 1.50" 0.36 (DDE ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:4,5,2' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. - -- 'C•• •. 2' •sign checksfot• o ilk(-i i. g ) uplift at 24 "00 spacin . ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • •VEST DEAL•EF•ECTISN LIM14S: LL=L/290, TL=L/180 • • • •MAC LSO DEFL •-0.506" @ • 4'- 1.2" Allowed = 0.122" 12 3 • • ••MAT Td DOH'.S-0. 7" @ : 9'- 1.2" Allowed = 0.163" -/ • PAX It ANA LP DAL 1 0, 1" @ • 1'- 5.8" Allowed = 0.219" 12.00 177 4It ANA _ 17" @ 1'- 5.8" Allowed = 0.329" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 2'- 9.9" MAX HORIZ. TL DEFL = -0.004" @ 2'- 9.4" 2 Design conforms to main windforce-resisting system and components and cladding criteria. 0 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 tor in the plane of the truss only. I T- <7<7 M-4x6 1 Sit (�Ii 1111111111111... J1 4** 5** M-1.5x3 M-1.5x3 l l ,L 2-10-08 1-02-11 ti�VD PROpFos, 4.`:r 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AJ3 4/' Scale: 0.5006 . Cr WARNINGS: GENERAL NOTES, untess otherwise noted, -17 OREGON j'. 1.Builder and erection contractor should be advised Mel General Notes 1.This design Is based only upon the parameters shown and is for an Individual it,„ (1G L7 W'V "'(,/ Truss: AJ3 and Warnings before construction commence. building component.Applicability of design parameters and proper A7 2.2/4 compression web bracing must be installed where shown+ Incorporation of component Is the responsibility of the building designer. �h 7)" 4 ,U 4:' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al /TO �h Is the responsibility of the erector.Additional permanent bracing of 2 ea.and at 10 o a respectively unless braced throughout their length by �' t (• `- DATE: 5/25/2017 the overall structure is the responsibility of building designer. continuous sheathing such as plywood ahealhing(TC)anNar tlryvvep(8C). Y.-. \ apon iy o g g S 2a impact bridging or lateral bracing required where shown** SEQ. : K3 2 4 0 0 92 4.No load should be applied to any component until eller all breathy and 4.Installation of truss is the responsible of the respective connector. fasteners are complete and at no time should any loads greater than 5.Design names trusses are to be used Ina non-corrosive environment, design loads be applied to any component. and are for"dry condition•of use. TRANS ID: LINK 6.Design assumes Ml bearing at Si supports Mown.Shim or Wedge g EXPIRES: 12/31/2017 5 CompuTms has no control over and assumes no responsibility for the necesnry. Lhf�(lL t7. fabrication,handling,shipment and installation of components 7,Design assumes adequate drainage is provided.. May 25,2017 6.This design is furnished abject to the limitations set forth by 8.Plates shall be located on both races of truss,and placed a their center i r TPINVTGA m SCSI,copies of which will be furnished upon request. lines coin0de with Joint cent*lines. s a 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For bask connecter late deal ° ' $ s p lin values roe ESR-1311,E50.-7988(Wok) • This design prepared from computer input by r r ' y e: Pabific Lumbar and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF k1SBTR LOAD DURATION INCREASE = 1.15 1-2=(-63) 56 1-3=(0) 0 BC: 2x4 KDDF 41SBTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 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" 0.04 KDDF ( 625) 1'- 11.7" -47/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) 1-11-11 LL = 25 PSF Ground Snow (Pg) ,r LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:1,3,21 REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.004" @ 1'- 2.9" Allowed = 0.147" 12.00 127 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.003" @ l'- 2.9" Allowed = 0.220" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 2 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, Truss designed for wind loads ' in the plane of the truss only. c 0 au f O prAjimilimiI N O o /- 1 1�' 3 -/ M-3X4 y 2-00 y 4.01/4 SN <Co NE�� f'�J •• • • • • • ��y • • • • • • • • Q`• •p•92/"t/til 'i-- JOB iJOB NAME : NRT FRENCH 5 PLEX WITH STEP - ASJ1 •• •• • • A ''/�,i, . - Scale: 0.7883li 4r tl WARNINGS: OENERALNOTES, urdeseothercdsesoled: OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual / L Truss: ASJ1 and Warnings before contraction commences building componentApplicability of design parameters and proper • ••••• • • •Tyr '\ 2.204 compression web bracing nasi be installed where shown+ incorporation of component Is the responsibility of the building designer. • •• •• • • • • '0 4' 1 4 ' 0 �4 3.Additional temporary bracing to Insure Nabllily during construction 2.Design assumes the top end bottom chords to be laterally braced al • • • • • • fir( 1 L- is the reaponsibRly of the erector.AddXbnal permanent bracing of Y o c and el 10 o.c.respectively unless braced throughout their length by • • • • • • • •• �{ DATE: 5/25/2017 the overall structure is the reaponslbgky al the building tleelgner, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • • •• • • •• ••• l- 3.2a Impact bridging or lateral bracing required where shown++ • • ••• • • SEQ. : K3240094 4.Na load should be applied to any component until seer ell bractn0 and 4.Installation of trues Is the rosponsibWAy of the respective contractor. fasteners are complete and at no time should any loads greater man 8.Design assumes trusses are to be used In a noncarroerve environment, TRANS ID• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTms nee no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports mown.Shlm or wedge if EXPIRES: 12/31/2017 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided ••: ••• ��25,�re : : 6.This design Is famished suted to the limdetlens set forth by 8.Plates shall be located on both faces of truss,and placed so their center GJ I TPL TCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. • • • • •• • • ••• 9.Olgda indicate size of plate in inches. • • • • • • •• •• • • MiTek USA.Ino,/CompuTrus Software 7.6.8(1L)-E IN.For basic connector plate design values sae 508-1311,ESR-1988(MITek) • • • • • •• • • • • •• •• •• • .. . . . . •• •• •• • • • • • • Whit dIsi}h pi/011711m :omputer input by • • • • Pecef :Lumee: and Ti-usa-api • • • • • • • • • • • • • • LUMBER SPECIFICATIONS 15-05-00 GIRDER SUPPORTING 20-11-00 FROM 4-07-08 TO 15-05-00 •• III 2015 MRX REMBER lORCES• 4AR/3F/Cq=1.00 TC: 2x4 KDDF #148TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4074) 692 7- 8=(-414) 612 7- 1=(-4160) 688 10- 4=( -420) 2764 BC: 208 RODE #1&BTR 2- 3=(-3200) 628 8- 9=(-626) 2782 1- 8=( -408) 2752 4-11=(-4212) 748 WEBS: 2x4 RODE STAND; LOADING 3- 4=(-2226) 480 9-10=(-398) 1894 8- 2=( -224) 1484 11- 5=( -144) 64 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -144) 180 10-11=1-3981.1894 2-.9=(-480) 280 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.0" V 5- 6=t• 0). •• • •• 310 3100,111(0380) 1982 •TC LATERAL SUPPORT <= 12"OC. TON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 7.5" V • • • • • a7 4=(.204) 750 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 4'- 7.5" TO 15'- 5.0" V •• • • • • • • • • • :BEAR:4G • fYAX SERI 1.1X HORZ • BRG REQUIRED BRG AREA ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN ADDL: BC CONC LL+DL= 2353.0 LBS @ 3'- 7.5" •LOCNj) 4iS •REACT•3NS •[C1�TI0•� SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 2134.0 LBS @ 13'- 6.0" O'- 0.0" -682/ 4271V -194/ 302H 5.50" 6.83 KDDF ( 625) 15'- 5.0" -1070/ 6197V 0/ OH 5.50" 9.92 KDDF ( 625) nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 2 row(s) throughout 208 bottom chords, REQUIREMEN25 OF INC 2015 AND IRC 2015 NOT BEING MET. ICiiN3. 2• •esi•' check-. fo -- , u.lift at 24 "oc s•acin•. 9" o in 2 row(s) throughout 2x6 webs, f • 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP : : e •VEgTI�AL bEF:ECTI LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • •• �' DEI•Z 0 4" @•10'- 10.9" Allowed = 0.725" • • • •MAY TT•DFj•iSE7Allowed ��V•D LUBBER IN DRY SERVICE CONDITIONS 6-09-14 8-07-02 • _ _ _ f f f MAX HORIZ. LL DEFL MAX HORIZ. TL DEFL = 0.008" @ 14'- 11.5" 3-09-04 3-00-10 4-01 4-02-06 0-03-12 '' 1' '1' 1' 1'1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. M-5x6 M-4x8 M-1.5x3 12.00 7 3 4 5 6 Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, `� (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), d MIES load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 2 M 1 Lo : 02 M-3x8 ��1 1 1:1`MI 10 7a 7"-. 8 9 10 '11 en M-1.5x4 M-6x10 M-3x8 M-3x10 M-6x10 * y+2353# y y +21346 y 3-05-12 3-05-14 3-11-04 4-06-02 ( `� r RFV �� X11 N, `S j y 15-05 y 4�� t. �'5' <'ly ..,,c- 89200PE. r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BGIRD ' '� Scale: 0.2915In ir AA�� /yam WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON `•{f I.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for Cr Individual Truss: BGIRD and Wammgs before construction commences. building component.Applicability of design parameters and proper 2 2.2x4 compres&on web bradng must be metalled where shown.. Incorporation of component la me responsibility or the building designer. / 3� 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top enc bottom chords to be laterally braced al 14. ��. Is me responsibility of the erector.Additional permanent bracing of 2 o continuous aM st 17 o a rsuch as ply unless bracetl(TC)a d/r dryeir length by L"t y R I O- 4Impsheathing such as acing required mathsheatneve s own•drywaA(BC). DATE: 5/25/2017 the overall structure la the reeponsibAity of the building designer. 3.2a impact bridging or lateral bracing required whereshown.. SEQ. : K3 2 4 0 0 9 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss as the esponbsiibunyyof frith respectivcontractor. c�ter nem, fasteners are complete and at no lime should any loads greater than Design assumes TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.compurma has no contra over assumes no responsibility for me 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES 12/31/2017 s fabrication,handling,shipment and installation of components. 7.Designn assumes adequate drainage is provided. May 25,2017 8.This design Is furnished subfed to the limitations set forth by 8.plates shall be located on both faces of truss,and placed so their center 1 TP VWTCA In SCSI,copies of which will be furnished upon request. lines coincide with faint canter lines, rt 9.Dlghs Indicate size of plate Inches. MiTek USA,ins./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) t 1 • • a a • yr a s a This design prepared from computer i,nput by • r , Pacific Lumbar and Truss-BC sh LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KEEP µ16BTR; 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 d1&BTR T2 SPACED 29.0" O.C. 2- 3=(-1734) 132 8- 9=(-140) 1331 8- 4=(-307) 185 7-11=(-627) 125 BC: 2x6 KDDF g168TR 3- 4=(-1116) 102 9-10=(-109) 584 4- 9=(-235) 124 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-1303) 129 10-11=( -36) 95 9- 5=( -76) 852 2x9 KDDF B1613TR 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 BORE BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. 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 CO- 0.0" -157/ 1497V -51/ 90H 5.50" 2.39 KEEP ( 625) 13'- 6.0" -101/ 754V 0/ OH 5.50" 0.51 KDDF (1485) NOTE: 2x4 BRACING AT 24"00 UON. FOR ADDL: TC CONC LL+DL= 93.3 LBS @ 2'- 8.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADEL: BC CONC LL+DL= 733.0 LBS @ 3'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.029" @ 10'- 11.0" Allowed = 0.629" considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.066" @ 10'- 11.0" Allowed = 0.839" SEASONED LUMBER IN DRY SERVICE CONDITIONS ** For hanger specs. - See approved plans L-07-11 10-10-05 MAX HORIZ. LL DEFL = -0.019" @ 13'- 3.2" T f ,r MAX HORIZ. TL DEFL = 0.045" @ 13'- 3.2" 2-05-09 Design conforms to main windforce-resisting system and components and cladding criteria. 2-07-11 9-03 3-10-09 2-08-12 T 493.3Oµ f T ' 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), 12.007 M-9x6 10.56'M-3x9 loaEnddvertical(s)tion a arerexposed6 to wind, M-3x9 M-3x9 3 Truss designed for wind loads 4 5in the plane of the truss only. 40 T2 0 ® 0 o M-3x9 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL '; LOADS IMPOSED BY SUPPORTS(BEARINGS). 6 I:12 r o 0 M B_ I N I- _I 11 0 I 8 9 10 0 1 M-3x4 =,M-6x6 M-5x6 M-5x6 M-3x6 -1 1 N O 12 ** - j y i7331# y y y 2-06-04 9-07-15 3-10-09 1-11-12 0-05-08 y , y ' 0• PROpF . • •• •,• •• •:9200PE ct JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BH1 •• •• • • Scale: 0.3869 to J/}�.,�.. WARNINGS: GENERAL NOTES, unless otherdee noted: OREGON 10 "✓4' Truss: BH 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual "f OREGON c 'y �Z(/ • and Warnings before construction commences. building component.Applicability of design parameters and proper • ••• • • it. 4,4 /\ 2.254 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building tleelgeer. • • • • • • -•�[ .4,{ !�© `'� 3.Addibonal len bracingla insure stabilityduring2 Design assumes Be top and bottom chorda to be laterally brace at • - 14.' !+ temporaryconstructon • • • • Is the responsibility of the erector.Additional permanent bracing of 2 o c.end at 10 a c.reapectively unless braced throughout their length by • • • • • • • •• '�•`/"'y(+.y 1{ continuous sheathing such as plywood sheathing(IC)and/or tl A BC ri fl It-8,- DATE: 5/25/2017 the overall structure Is the responsibility of Me building designer. 3.2a Impact bridging ryWa( ) • • •• • • • p tr g is therelpowing required the respetive rte.. ••• SEQ.: K3290096 4.Nobadshould cmlaleesed toany component until nyloadall geetathand 4.Design ofetruss Isteearetebeuse ins ospectivecoenviren • • ••• • • • fasteners are complete and at no time should any loads greater than 8.an sign eawmea trusses are to e.used In a non-corrosive environment, design bads be applied to any component. end ere for"dry condeiee"at use. EXPIRES: [�C n ryi(n TRANS I D: LINK fi.Design assumes full bearing at all supports Mown.Beds or sedge it EX P ES, 12/31/2017/g/J /201 7 5.Campuirua has no control over end assumes no responsibility for the necessary. X I` f1 ES L 37 /2 lebrlco8on,hantl8ng,shipment and Installation orcomponenla. 7.Design •assume°adequate drainage is provided. •• y � x20 : i 5.This design Is furnished*bled to the limitations set forth by 8.Plates shall be basted on both faces of truss,and placed w Meir center • • • • 11I GJ 25 •N17 • • TP1HNTEAIn SCSI,copies of which will be furnished upon request. lines coincide vdth joint center lines. • • • • •• 9.Digits indicate size of plate In Inches. • • • ••• MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector lab design values see ESR-1311,ESR-1988(WO) • • • • • • •• •• • • •• • • • • •• •• •• • .• •• •• •• • • • • • • *hit dt5icd1elepfrg:fr:m romputer input by • • • • Pac!fily Lumbej and Trus•-•V• • • • • • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" •• •IBC 2015•MSEC MEMBER FORCZS •44gt/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 89 2- 9=(-211) 920 9- 3=( -3) 303 8-12=(-553) 199 2x6 KDDF fit&BTR T2 SPACED 24.0" O.C. 2- 3=(-705) 182 9-10=(-296) 825 9- 5=(-978) 109 BC: 2x9 KDDF #1&BTR 3- 9=( 0) 0 10-11=(-183) 967 5-10=(-131) 124 WEBS: 2x9 KDDF STAND; LOADING 3- 5=(-421) 172•i1i-12=(•-47) 79•10- 67(-118) 427 2x9 KDDF #1&BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP t- 6=(- 0) 293• • • ••6-5=(•917) 159 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PIP •i-•8=(- T2) J88 • • . • •• 7-10=(1406) 190 TOTAL LOAD = 45.0 POE • • • • 511-•=(•229) 707 TC LATERAL SUPPORT <= 12"OC. UON. • • • • • • • • • • • • • • BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) • BEA•I•H• •MAX VERT t1E:1•HORi• BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 798V -53/ 93H 5.50" 1.20 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC UON. FOR REQUIREMENTS OF IBC 2015 AND IRC 2015 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 10PSF LIVE LOAD. TOP • • •!• •• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ~92si•n RheOked•for •et(-7 5sf) uplift at 29 "oc spacing. • • OVERHANGS: 12.0" 0.0" • . ••. VEiTi� L 6Fj IeCTIgp LIMIlIS: LL=L/240, TL=L/180 ...• • •MAY TI5DEFI = -00118x' @ •1'- 0.0" Allowed = 0.133" M-309 where shown; Jts:2,5-9 - • •MAX LL DEFL = 0.033" @ SO'- 11.0•' Allowed = 0.629" Unbalanced live loads have been MAX TL DEFL = -0.055" @ 10'- 11.0" Allowed = 0.839" considered for this design. 3-11-11 9-06-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS an For hanger specs. - Stle approved plans 1' '1 MAX HORIZ. LL DEFL = -0.022" @ 13'- 3.2" 2-05-09 MAX HORIZ. TL DEFL = 0.037" @ 13'- 3.2" 4 1' 2-06-09 1-05-07 2-11 3-10-09 2-08-12 Design conforms to main windforce-resisting 4 '1 T T 4 f system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2-08-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,( '1 load duration factor=l.6, 12 4 End vertical(s) are exposed to wind, Truss designed for wind loads 12.00 V in the plane of the truss only. M-4x6 10.56" 3 5 6 eao VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL +� L LOADS IMPOSED BY SUPPORTS(BEARINGS). EiL��7 _,.,0 I ,..,...4 o in 10 "' KM 12 i _so 9 10 11 N o '' 1 M-9x6 M-9x6 M-3x6 I cd 13 Al firI y 2-06-04 y 9-07-15 y 3-10-09 y 2-05-09 y ,O P R OFFS y1-00 y 13-06 l ��.�Cjl �`71{ c;,CcJs/©� 8920 17 0PE Y✓c" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BH2 Scale: 0.3244 tr WARNINGS: GENERAL NOTES, unless otherstae noted, IP' OREGON Oi I.Builder and erection contractor should be advised of act General Notes 1.This design la based only upon the parameters shown end le for an Individual sirs. 4J(l 1,7 W I VAte Truss BH2 and Wxmings before construction commences. building component.Applicability of deeign parameters and proper 2.7x4 nampreesten web bradng must be Instsibd where shown+. Incorporation of component 4 the responsibility of the bu lding designer. <0 j I A 2,O .i- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 1`Y, ,4,y Is the responsibility of me erector.Additional permanent bracing of 7 e inc.end et 1 G o c respectively as My unless braced(TC)and/or their length by [^`e�.,R 10-4Yh ca Impactsridgingi or ater l b acingre uirsdaheathere s vendrywaA(BC). ly M DATE: 5/25/2017 the overall structure hint responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown an SEQ.: K3 2 4 0 0 9 7 4.No road should be applied to any component until after all bracing and 4.Installation of tress is the responsibility of the respective contractor. fasteners ere complete and at no time should any beds greater than 5.Design assumes trusses are to be used In e non-corrosive environment, TRANS I D. LINK design loads be applied to any component. and are for"dry condition"of use. 5.CampuTrus has no control over end assumes no responsibility for the 5.necessary, fabrication, WA bearing et act supports shown.Shim or wedge If EXPIRES: V D1 C)Cis. n/'S1)no 1 fabricagan,handling,shipment and instagetlen of components. 7,Design assumes adequate drainage is provided. May 25,2017.1RLt3 L J (L 1 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/rCA In KM,copies of which Will be furnished upon request. lines cohxPoe with joint center lines. t MITek USA,InciCom uTrus Software 7.6.8(1L(-E 9.Digits sic cote size of Mate In inches.l ' I e P 70.Far beak connector f Mat design values see ESR-1311,ESP-1988(MITek) s a • l • r This design prepared from computer ipput by r , e Pacific Lumbnyr and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H14BTR A LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 7=( -45) 354 7- 3=( 0) 183 6-10=(-575) 213 BC: 2x4 KDDF k16BTR SPACED 24.0" O.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. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-370) 119 5- 9=(-460) 215 BC LATERAL SUPPORT <= 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: 2x4 BRACING AT 24"OC UON. 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 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-3x9 where shown; Jts:2,6-9,11 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" ** For hanger specs. - See approved plans MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-03-11 2-10-10 3-03-11 2-00 MAX TL DEFL = -0.016" @ 8'- 1.4" Allowed = 0.839" f f 1' '1 vi MAX TC PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed = 0.434" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 M-4x6 M-4X6 N12.00 MAX HORIZ. LL DEFL = -0.009" @ 13'- 4.3" 3 MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" Design conforms to main windforce-resisting eAA� system and components and cladding criteria. Wind: 140 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 in the plane of the truss only. M-5x6 6 A ��, -1 ir: VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL o LOADS IMPOSED BY SUPPORTS(BEARINGS). I 1 fn O Jd GM IIL _� BB 11 = 7 8 9 N o ,-1 I N O I 0-/a l b ,1 vi y y 5-02-09 3-05 3-02-09 1-08-08 y �,f t='►,l PROpE. 1-00 13-06 EGj�L1 r.`„4„ s/,'„ • • ••• • • • •• •00000•• •• •. 9/20►0p �' • JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BH3 • 41. •• ••• '•• j,,• / . Scale: 0.3619 wow. WARNINGS: GENERAL NOTES, unlace othervdsa noted � OREGON �)e 1.Builder and erection contractor should be advised o/all General Notes 1.This design is based only upon the parameters shown and is for an individual 1/ 4,,y I1 C.47'4.�I VA "(/ Truss: BH 3 and Warnings before construction commences budding componentApplicability of design parameters and proper • ••• • I I f1 V\ ` 2.2s4 compression web bracing moat be Installed where shown+, Incorporation of component Is the responsibility of the building designer • • • • • • • • •4! 2 Design assumes tha lop and bottom chords to be laterally braced at • • • 3 Additional temporary bracing to Insure stability during construction • • • spoil tye permanent bracing 2o.c.end at l0 oc.reepectivety unless braced throughout their length by • • �.`I�� =the el responsibility or erector.Additional tbrat I continuous sheathing such as plywooduired where shown drywall(BC) • • • • • • •• I1 DATE: 5/25/2017 the overall structure Is the responsibility of the building designer. 3.3s Impact bridging or lateral bracing required where shown** •• •• • • • •• SEQ. : K3 2 4 0 0 9 8 4.No load should be applied to any component until after all bracing and 4.Installation or truss is the responsibility of the respective contractor. • ••••• •• • • fasteners are complete and at no time should any Toads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are tsr dry condition'otuoa. 5.CompuTrus has no control over and assumes no responsibility for the 6.Dee ell assumes full bearing at ell supports shown.Shim or wedge it EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. •• • ,s• ll 25,E 017 • • • 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center • I • • �! • • • •TPI/WMA in BCSt,copies or which will be furnished upon request. lines coincide with joint center lines. • • • • 9.Digits Indicate adze of plate In Inches. • • •• • • • ••• • • MiTek USA,Inc./CompuTrus Software 7.6.8(IL("E 10.For bask connector plate design values see ENR-1311,ESR-1g88(Mitsk) • • •• •• • • • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • it hi! ddsilh pfeptrgc;Am computer input by • Paclfii:Lumbej and Tiusj-41pO • • • • 1 • • • • LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" ••• • •BC12015 •MAX ML}IBEt FA3CBS 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR A LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=) -87) 357 9- 3-) 0) 183 BC: 2x4 KDDF kl&BTR SPACED 24.0" O.C. 2- 3=(-634) 250 9-10=(-106) 352 9- 6=( -61) 64 WEBS: 2x9 KDDF STAND 3- 4=1 0) 0 10-11=(-225) 432 6-10=( -51) 153 LOADING 3-• 61.-348) 266•11-121) -43) 61 10- 7=(-139) 142 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF • • ••5- �( • 0) 0•• 1 • 7-11=(-460) 262 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF ••• :• • ••6- 7•(-464).296• • • 11- 8=(-263) 599 TOTAL LOAD = 45.0 PSF • • • . 7- 8rr(-470) 153• • • B-12=(-575) 258 • • • • • • • • • • NOTE: 2x9 BRACING AT 24"OC SON. FOR LL = 25 PSF Ground Snow (Pg) • ••• • • ••1 • 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 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -132/ 752V -128/ 173H 5.50" 1.20 KDDF 1 625) OVERHANGS: 12.0" 0.0" 13'- 6.0" -97/ 586•V 1.04 •.•9it 5.50" 0.42 KDDF (1400) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP •• ••• •• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • • • • M-3x9 where shown; Jts:2,8-11,13 k01). 6: gesi•n •lecked•for Ret(-7:sf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans : • •••VET I�L S6EFIECTIQN LIMI•S: LL=L/240, TL=L/180 0-02-10 ••• • .:14A4 LI.DEFT•= -*War @ Si'- 0.0" Allowed = 0.100" 14-fMAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6-07-11 0-02-10 4-07-11 2-00 MAX TL DEFL = -0.016" @ 8'- 1.4" Allowed = 0.839" T f f ' MAX TC PANEL LL DEFL = 0.033" @ 3'- 0.0" Allowed = 0.434" 5-02-04 1-05-07 1-05-07 3-02-04 2-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' ' 11 ' '1 '1 MAX HORIZ. LL DEFL = -0.010" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" 5-04-10 f f Design conforms to main windforce-resisting 12 45 12 system and componentsand cladding criteria. 12.00 N 12.00 Wind: 140 mph, h=22.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 End vertical(s) are exposed to wind, .4, , Truss designed for wind loads in the plane of the truss only. Adirl M-5x6 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 8 -/ LOADS IMPOSED BY SUPPORTS(BEARINGS). Cl o 00 I O ur'iar� ON rw T .r ,+n �M 13 _, _N 9 10 11 0 1 I .41 2 N O y 5-02-04 3-05 y 3-02-04 y1-08-081 �.��!'`t,` � :0 ,I, y1-00y 13-06 y a�~. `,� e�/� 4" ' 9200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BH4 ,,iciip Scale: 0.2781 .wr ,. WARNINGS: GENERAL NOTES, unless otherwise noted OREGON /z 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and h for an Individual OREGON G1.7 al V(/ Truss: BH4 and Waminge before contraction commences. building component Appunablitty of design parameters and properL. 9 (�A 2.2e4 compression web bracing must be Installed where shovm+. Incorporation of component is the res ansibilty of the building designer. .<0 '7 I" {4 Z0` ii,s} 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lap end bottom chorda to be laterally braced at �a( 1 lathe response:01y of the erector.Additional permanent bracing of I a.c.end et 10 o,n.such es ply unless braced throughout their length by r�R{1..\'- DATE: 5/25/2017 the overall structure is the re sibA f the building de D Impactsrg1 or rwer ssacng required where shown drywaB(BC). span BY o g signer. 3.D.Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 4 0 0 9 9 4.Na bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fastener.are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a nontarnehe environment, TRANS ID• LINK design loads be applied to any component. and are tar drY sondilier et use. 5.CompuTrus has no control over and assumes no responsibility far the 8.Design assumes full bearing at ap supports shown.Shim or wedge If EXPIRES: V oI[3 CC' y1/ 1/h 111? fabrication,handling.shipment and instefation of components. 7.Design assumes adequate drainage is provided. May 25,2017 Rf_t3 Ll 11L.�111 8.This design b furnished subject to the limitations set forth by B.Plates shall be located on bath faces of truss,end placed w their center IYI y LJ TPIAARCA In SCSI,copies of which will be furnished upon request. linesman's/de with joint centerlines.1 I S.Digits mdicete size of plate in Inches. w a. MiTek USA,Ino./CompuTrus Software 7.6.8(tL)}E to.For basic connector plate design values see ESR-1311,ESR.t 5e8(MITek) e% ' ♦ • • • 1 a This design prepared from computer input by t r ' a; •; Pabific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-9=(0) 0 BC: 2x9 KDDF #15BTR SPACED 29.0" 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) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 95.0 PIP 0'- 0.0" -72/ 429V -26/ 102H 5.50" 0.68 KDDF ( 625) 2'- 11.0" -55/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ LOH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING(Jts:2,3,91 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" 2-11-12 MAX TL DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" f 1' MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" MAX BC PANEL LL DEFL = 0.007" @ 1'- 10.6" Allowed = 0.159" 12 MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.206" SEASONED LUMBER IN DRY SERVICE CONDITIONS 8.00 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. B. Wind: 190 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=l.6, Truss designed for wind loads u, in the plane of the truss only. 0 N re f O LoO O 2 . 4 M-3x4 4 1 1 1-06 4-00 •<(:51 Cy c p �L^ P f 1 O ;t0 • ♦ ♦ •• ••. •• ; •+9200 E C''.. • JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BJ1 •• •• • • ' Scale: 0.6683 Ile. . ( -[�' WARNINGS: GENERAL NOTES, unless otherwise noted. * OREGON ,r'^+ 1.Builder and erection contractor ehuuld be advised old General Notes 1.This design is based only upon the parameters shown and Is for an individual �I OREGON 1 N w� {.[� Truss: BJ1 and Warnings be/ore construction commences bolding component Applicability of design parameters and proper • • • • • T.N 2.2x4 compression web bracing must be Installed where shown incorporation of component Is the responsibility of the building designer. • • • • ♦ ♦ J\ 14 A Q 4 "�� 2.Design assumes the lop and bottom chortle to be leterelly brecatl at • • ♦ l•- �1. 3 Additional temporary bracing to insure stability during construction • ♦ _ Is the responsibility of erector.Additional g o 7 o c and at 10'o.c.respectively unless braced throughout their length by • • • span ty o permanent t continuous sheathingh as plywood sheathing(IC)TG d/urtl • • • •• ii R t- - o 9 g 3.2x impact In or aGng g( )en rywall(BC) • • • DATE: 5/25/2017 the overall&ructure Is the responsibilityf the bulltlin designer. pa bridging or kterel braGng required where shown++ • • • • •• •♦• • SEQ. : K3 2 4 0 10 0 4.No load should be applied to any component until after at bracing and 4.Installation of truss's the responsibility or the respective contractor. • • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D. LINK design loads be applied to any component. and are far"dry conditionat use. nj .n 17 5.CompuTnn has no control over and assumes no responsibility for the 6 Design assumes full bearing at at supports shown.Shim or cadge if . nlr) /�/1 fabrication,handling,shipment and Installation of components 7.Design assumes adequate drainage is provided. •• • `��I 25,t017 EXPIRES: L J ( ll 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center • • • • tilIV • •• •• TPINVICA In SCS',copies of which will be furnished upon request. lines colnade with joint center lines. • • • • •• • • •••• 9.Digits Indicate Nae of plate In Inches. • • MITek USA,Ino./CompuTrua Software 7.6.80 L)-E II.For basic connector plate design values see ESR-1311,ESR-1988(MITek) ♦ • • • •• • • •• •• • • • S. • • • •• • • • • • • • • •• •• •• • •S. • • • • •S. •• •• • • • • • • *hit d,i il�eptrgctfram v omputer input by • • • • Pacifica Lumbei and T•us•-o60 • • • •• • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" ••• ••• • PBC 2015 MAX•ME!BEIt FORCES 9WR/DDF/Cpl=1.00 TO: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-9=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" 0.C. 2-3=(-91) 32 TC LATERAL SUPPORT <= 12"00. UON. LOADING •• •• • • • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF •jqEAR y� • MAX jrER� I•U•MANZ• BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF • LVCATR SSS • •REAC�IO•S • •iEACT IONS• SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF .64P- i 0" •-79/ •330V -20' *OHO 5.50" 0.53 KDDF ( 625) . • •1 - i.9" is-9Is/ • 26V 0•' ♦OH• 1.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) • 2'-S " - 4/ 60V •ct• lei 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IP ROVIDE FULL BEARING;Jts:2,3,9I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked foil,•e•(-•ill) uplift at 29 "ow spacing. I 1-03-10 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ••s •••VE•T ISL EDEF•ECT ION LIMI•.S: LL=L/290, TL=L/180 pND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • •MA*L/O DEFL • O.W03" @ •-1'- 0.0" Allowed = 0.100" 1 • • ••MAW T11 DEtL••-0. 3" @ :-1'- 0.0" Allowed = 0.133" ••P)•X • *MAL LDEFL'#DE LI_y Oa�{ 0{�" @ •0'- 0.0" Allowed = 0.012" 12 = -lT. OI" @ 1'- 0.1" Allowed = 0.059" 12.00 7 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX BC PANEL TL DEFL = -0.000" @ 1'- 9.0" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.1ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, /0001 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ti Truss designed for wind loads in the plane of the truss only. 0 i m A- o 1111111111111 0 M-3x4 1 J• ,1 y 1-00 2-00 <� *0 P R Dress a-- 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BSJ1 Scale: 8.7971 ,I•_. pf-�/+ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Ji I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is Or an Individual } 47 /�a Truss: BS J1 and Warnings before construction commences. balding component.Applicability of design parameters and proper _`< r �rt�� 2.204 compression web brewing moat be installed where shown*. incorporation or component is the responsibility ohne building designer. -Al7/ 14 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at el is me responsibility of Me aredor.Additional permanent bracing of 2 o c and at id o.c.reapectNely unlace braced throughout their length by �"`sR A.'�` V continuous sheathing such as plywood shealhing(TC)end/or drywal(BC) 1,+ DATE: 5/25/2017 the overall structure Is the reaponsbllN of the building designer. 3.28 Impact bridging or lateral bradng required where shovel+ S E K3 2 4 010 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, design loads be applied to any component. and are for"dry condnbn'of use. TRANS I D: LINK 5.CompuT era has no control over and assumes no responsibility for the 6.Design assumes NA bearing at a8 supports Mown.Shim or wedge H EXPIRES: ES: 1 2/31 2017 necessary. L4IarI flLt7 u'.7 lir.. 1 hbricatbn,handling,shipment and installation s components. 7.Design assumes adequate drainage h provided. May 25,20 1 7 6.This design b furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which call be famished upon request. lines mind*with joint center linos. " 1 r 9.Digits indicate sloe of plate in Inches. e MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) B r • e e • t e 4 w • a This design prepared from computer input by a f + zit a, Pabific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF d1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-108) 170 6-7=(-252) 635 1-6=(-156) 122 4-8=(-330) 151 BC: 2x9 KDDF #161310 SPACED 29.0" O.C. 2-3=(-734) 312 7-8=(-152) 503 6-2=1-905) 219 8-5=(-131) 636 WEBS: 2x9 KDDF STAND 3-9=(-635) 269 8-9=( -67) 88 2-7=(-274) 271 5-9=(-865) 238 LOADING 4-5=(-631) 195 3-7=(-230) 978 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+IL( 10.0) ON TOP CHORD = 35.0 PSI' 7-4=(-197) 183 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -199/ 925V -297/ 322H 5.50" 1.98 KDDF ( 625) 20'- 5.0" -192/ 912V 0/ OH 5.50" 1.46 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9_08_10 10_08_06 MAX LL DEFL = 0.017" @ 9'- 10.4" Allowed = 0.975" ` ` MAX BC PANEL TL DEFL = -0.102" @ 4'- 8.4" Allowed = 0.604" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-09-01 4-11-09 5-05-07 5-02-15 T 1 1 T ,f MAX HORIZ. LL DEFL = 0.007" @ 20'- 3.2" 12 12 MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.2" M-5x6 12.00 P7 3 .SZ-J8.00 Design conforms to main windforce-resisting 0, system and components and cladding criteria. Wind: 140 mph, h=24.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 11111111 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 4 M-3x9 r M-3x9 9I M-1.5x3 0 I 6 * `7 11111111111 8` **9 M-3x4 M-3x8 M-3x4 M-1.5x3 M-3x5(5) • )' >L y , 9-10-06 5-07-03 4-11-07 +fir p r y 14-00 y 6-05 y � �1G�y �LVs/ l l • • • • • •• • 20-05 • : • • • • • ` •89 2 0 0 P E r' • ,,,,5 JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Cl ••• ••� • '•', , Scale: 0.2328 WARNINGS: GENERAL NOTES, nelass 005101..soled: ..a�. OREGON 40 I.Builder and erection contractor should be advised oral General Notes 1.TMs design h based only upon the parameters shown and Is for an Individual 7 OREGON V a,_ Truss: Cl and Hdaminge before construction commences. building component,Applicability of design parameters and proper • ••• • • (��• 1�1'� 2 2x4 compre Won web bradng must be Impelled where shown*. incorporation a!component Is the reapansibWity of the bulling designer. • • • • • • • jT1��1 ^`tom 3.Additional temporary broking to Insure stability during construction 2 Design assumes the top and bottom chords to be Ietera8y braced al • • • • • • Ark 14 �c))?' ' Is the rospanlbll N of the erector.Additional permanent bracing of 2 o c end at 10 o c.respectively unless braced throughout their length by • • • • • • • •• qat P1310- DATE: n(1 l Y_ DATE: 5/2 5/2 017 is thethe r reg structure lathe r .A nal per an designer. continuous sheathing such as plywood sheathing(TC)and/or drywaM(BC) • • •• • • • •• P 13 6�- sPo^ my o g3.b Impact bridging or lateral bracing required where shown** • SEQ. : K 3 2 4 O 1 O 3 4.No load should be applied to any component until after all bracing and 4.Installation of Inns is the responsibility of the respective contractor. • ••• • • • fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any componentand aro for dry conditionDross 5.CompuTrus has no control over and assumes no responsibility for the 6 De siceg�e swmea Nil bearing at ail supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrkallon,handling.shipment and installation of components. ry' •• 7.Design assumes adequate drainage is provided, • �a*,25,Z017 • • • 8,This design is furnished bled to the limitations est forth by 8.Plates shall be located on both faces of truss,and placed so their center • • • • • • • TPINVTCA In SCSI,copies or which will be furnished upon request. line coincide with NM center lines. • • • • •• • • ••• MiTek USA,Inc./Com uTrus Software 7.6.8)1L E 9.Digits Indicate size of plate In inches. • • • • • • •• •• • • P 10,For balk connector plate design values see ESR-1311,ESR-1988(MITek) • • • • • • • • • • • • • • •• • • • • •• •• •• • S.• • • • • •• •• •• • • • • • • • . *hi! do ic}s epPrac=from from input by • • • • Paclf S Lumbe, and Ties•-jiii • • • • • • • • • • • • • • LUMBER SPECIFICATIONS 20-05-00 GIRDER SUPPORTING 8-00-00 •• IBS 2015 MRX FtEMBER FORCES• 4!R/l F/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1836) 291 7- B=(-301) 394 7- 1=(-2047) 295 10- 4=( -69) 886 2x6 KDDF #1&BTR T2 2- 3=(-1829) 371 8- 9=(-312) 1261 1- 8=( -131) 1301 4-11=(-1364) 213 BC: 2x6 KDDF #168TR LOADING 3- 4=1-1252) 298 9-10=1-253) 1406 8- 2=) -212) 104 5-11=( -93) 367 WEBS: 2x9 KDDF STAND: LL = 25 PSF Ground Snow (Pg) 4- 5=1 -639) 205 10-1147‘-253).1406 27 9=1 -105) 177 11- 6=1 -220) 1589 2x6 KDDF #2 A TC UNIF LL( 50,0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 20'- 5.0" V 5- 6= 930):&l 11-;2=1 -84) .126 9-•i=(•18f) 959 6-12=(-2176) 316 BC UNIF LL( 75.0)+DL( 80.0)- 155.0 PLF 0'- 0.0" TO 20'- 5.0" V • • • • • • • •s•4=(•275) 95 TC LATERAL SUPPORT <= 12"OC. UON. • • • • •- • BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL : :3EARI8G • IBX SER. 5 X HCRZ • BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. •LOCAoldit* •REACT TANS •llt11CTIOA SIZE SQ.IN. (SPECIES) 0'- 0.0" -315/ 2297V -213/ 279H 5.50" 3.68 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC VON. FOR BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 20'- 5.0" -325/ 2297V 0/ OH 5.50" 3.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ---- kelp. 2 ylipsigt checks.' fo•sea(-•*dr) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans •• • • •sVtpE]{•{yT Ic�L tEF.ECTI*1 LIMNS: LL=L/240, TL=L/180 • • •• •iro DEir•i-0.X39" @ •12'- 2.5" Allowed = 0.975" 6-11-11 10 OS 10 2-11-11 • • • • I• MA T DESL •-0.0@2" @ 512'- 2.5" Allowed = 1.300" • SEA/dN•D LUABER IN DRY SERVICE CONDITIONS T f ,r 1 • 3-08-01 3-03-10 5-02-13 5-04-04 2-10-04 MAX HORIZ. LL DEFL = 0.009" @ 20'- 2.3" 1' 1 ' 1' ' f MAX HORIZ. TL DEFL = 0.016" @ 20'- 2.3" 12 12 Design conforms to main windforce-resisting 12.00 7 M-4x6 M-4x6 N 12.00 system and components and cladding criteria. 3 M-3x8 4 Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 41p 1111111P'c'" (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 in the plane of the truss only. M-3x4M-4x6 TYPICAL AT NON- �� STRUCTURAL HORIZONTAL INLETS" (2)M-1"5X3 OR EQUAL AT UPRIGHTS. miI M-3x6 o1 o , i/411 ,_ �+0 0 �� ° .: Iii -.= P/Al , L '_' a 9IMN8 1. f 7 * 8 9 30 11 *12 M-1.5x4 M-3x5 M-3x8 M-3x6 M-5x6(5) M-4x8 M-1.5x4 y k l l k l 3-04-09 3-03-15 5-06 5-06 2-08-08 y 14-00 y 6 os l � � ° PRQp k l ANG{N �, /qZS 20-05 ,„___,V 89200PE v' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - CH11111PI '4°1111.1111 Scale: 0.2634 41101111woress5 11.WARNINGS: GENERAL NOTES, unless othenMee noted' ,,_OREGON j/e�' 1.Builder end erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �,,y V(l C.�4]1 V I V W Truss CH1 and Warnings before construction commences building component.Applicability of design parameters and proper �L�© `�I' �� ©� � 2 bf4 compression web bradng must be installed ethere shown+. Incorporation of oomponent Is the responsibility of the building designer 7 2. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chortle to be lateraly braced at ,r,y Is the responslbt r of the erector.Addidonal permanent bracing of 2 o continuous eM et 10'hin rsuchdNely#y anises braced(TC)a dr ihelr length). ��`l t- 1p DATE: 5/25/2017 the overall Yrudure is the re abil 2xImprMing org wchesacing requiredwood inereshwn.i.drywaA(BC) ly 'i".17 �r spoil M of the bulltlmg tlesigner. 3.9t Impact bridging ar latersl bracing required where shown++ SEQ.: K3240104 4,No load should be appllad to any component until after all bracing and 4.Installation of Pupils me responiblllty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are M be used in a non-corroNve environment, design loads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 5.cemparrvaha.nocontrol over and assumes noresponsibility for the 6.Design gnassumesfunbearingategsupportsshevm.Shimorwedgeif EXPIRES: 12/3.1/2017 fabrication,handling,shipment and installation ofcomponents. 7.Design assumes adequate drainage is provided. May 25,2017 0.Thh design Is famished tatted to the Ihnkatlons set fodh by 8.Plates shall be located on both faces of truss,and placed w their center J TPUWICA in BOB),copies of which MI be furnished upon request. linea coindde%41h Joint cent*,lines. r 9.Digits indicate We of plate in inches. r 'o' MiTek USA,Inc./CompUTfUs Software 7.6.81114-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MRek) o a a 4 a a r e e • e This design prepared from computer ipput by , Pacific Lumbar and Truss-BC s LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 RIDE H16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-835) 251 8- 9=(-317) 257 8- 1=(-883) 271 11- 6=(-115) 129 BC: 2x9 RODE 81&BTR SPACED 29.0" S.C. 2- 3=(-795) 393 9-10=(-335) 630 1- 9=(-105) 561 6-12=(-373) 210 WEBS: 2x9 KDDF STAND 3- 5=(-473) 399 10-11=(-179) 480 9- 2=(-129) 133 12- 7=(-199) 640 LOADING 9- 5=( 0) 0 11-12=(-192) 454 2-10=(-262) 216 7-13=(-885) 306 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-690) 392 12-13=( -66) 88 10- 3=(-1B9) 258 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-588) 209 10- 5=(-127) 112 TOTAL LOAD = 95.0 PSF 5-11=( -57) 185 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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" -193/ 919V -272/ 298H 5.50" 1.47 RIDE ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 RODE ( 625) M-3x9 where shown; Jts:l-2,6-7,9,11-12 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-03-14 MAX LL DEFL = 0.015" @ 10'- 10.6" Allowed = 0.975" MAX TL DEFL = -0.024" @ 10'- 10.6" Allowed = 1.300" 8-11-12 1-10 9-07-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 1 T T 9-05-12 4-04-04 1-11-12 4-10-08 4-09-19 MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.2" A ` MAX HORIZ. TL DEFL = 0.009" @ 20'- 3.2" 12 12 I Design conforms to main windforce-resisting M-4x6 M-5x6 12.00 7 3 4 Q 8.00 system and components and cladding criteria. IlL��, �� Wind: 140 mph, h=29.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.E, MFRS(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. 24.11p111111111 u1 1 I it 41dAI1I 8** 9 30 11 12 **13 M-1.5x3 M-3x8 M-3x5(5) M-1.5x3 J• l ,1 l i, l 4-02-04 4-06 2-08-13 4-10-08 4-01-06 y 14-00 y 6-05 y \C ' G1 E-$,t j0 zo os l CO'• 047 , • 4 S:89200PE' pr • • • JOB NAME : NRT FRENCH 5 PLEX WITH STEP - CH2 •, •• 111 ��: Scale: 0.2277 • WARNINGS: GENERAL NOTES, unless n as noted 7 , ry- ©n' � 10 1.Builder and erection contractor Mould be advised of ail General Notes 1.This design is based only upon the parameters shown and b for an Individual iJ 1 s1 t. Truss: CH2 and Warnings before construction commence. building component.Applicability of design parameters end proper •j ••• 2.244 compression web bracing must be inelalbd where shown+ Incorporation of component la the responsibility of the bulltling tlestgner. • • •• •• �" i(', '10 �y 2.Design assumes the top and bottom chords to be laterally braced at • • • • fe) 1 T_ 3.Additional temporary bracing to Insure.lability during construction • • • • • • T o c and el 10'o c,respectivelyplywood unless trdc throughout their length by �A I'_\- Is the responsibility of the erector.Adddbnal permanent bracing of ry�( ) • • continuous sheathing bridging or later as acing re meed n ere s and/own+d II BC • • • • • •• • DATE: 5/25/2017 me overall structure Is the responsibility of the building designer. 3.�Impact bridging or plant bracing required where shown++ • • • •• • • •• ♦• SEQ. : K3 2 4 0 10 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of respective contractor. • • ••• • • • fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition'of use. design loads be applied to any component. TRANS ID: LINK 6.Design assumes NA bearing at MI supports shown.Shim or wedge i( EXPIRES:S�+ n ryry / 0S 5.CompuTrus has no control over end assumes no responsibllgy for the ten, a�r n LnP n E,.7. 1?/J'i12 l 7 hbricatbn,handling,shipment and Mstallation of components. 7.Design assumes adequate drainage is provided. •• • WIa+i 25,2D17 • • • 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both taws of trues,and placed so their center OSI TPIWICA M BCSI,copies of which will ba furnished upon request. lines coincide with joint center linea. • • • •• •• • • • • MiTek USA,Inc./Com uTrus Software 7.6.8 1 L E 9.Diggs Indicate size of plata In inches. . •: •• •• •• • • ••• P ( 10.For basic connector pieta design values see ESR-1311,ESR-1988(MITek) • • • • •• •• • • • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • • • • • • • • • • • • • • This design Op•epar•d•frau computer input by • { • • Paci fillLumbe•and Ttus C• • • • • • • • • • • • • • • • LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL •• IB! 2015 Mlt MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 HOOF #1&BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-4316) 760 1- 7=(-1196) 3599 2- 7=( -642) 3816 10- 5=(-630) 3730 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3026) 592 7- 8=(-1216) 7666 7- 3=(-9479) 772 WEBS: 2x4 KDDF STAND; 3- 4=(-7424) 1316 8- 9=(-1228) 7769 3- 8=( -286) 1989 2x4 DF STAND A LOADING 4- 5=(-1958) 430 9-400(•12280 7764 80 9=( -S82) 910 LL = 25 PSF Ground Snow (Pg) 5- 6=6-42.6) •44 10-•6=(-12.0)133548 91 =01-2 ) 1796 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 • • • • • • • 19.10=(�47 () 808 BC LATERAL SUPPORT <= 12"OC. SON. 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 • •EARIRG • I#X SER11 HOR•• Z{• BRG REQUIRED BEG AREA ( 2 ) complete trusses required. BC UNIF LL( 437.5)+DL( 350.0)= 787.5 PLF 0'- 0.0" TO 9'- 8.0" V SLOCA!IIEJs •REACT LENS R ACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN nails 0'- 0.0" -760/ 4284V -2000/ 2000H 5.50" 6.85 ROOF ( 625) staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 4284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 6" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2:•IRsigr•check�I fo3•}je!(-T gsn) uplift at 24 "oc spacing. I 9" oc in 1 row(s) throughout 2x9 webs. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP • • • • • • • • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • •VEloCIO•L DEFI•;CTIQ1 LIMITS: LL=L/240, TL=L/180 • • •SWAMI>u•DERU!-0.U8" @ •3'- 10.2" Allowed = 0.938" • • • •MA)RTL•DEPL A-04v P •s3'- 10.2" Allowed = 0.583" • • SEAT ffo LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.014" @ 0'- 5.5" 1-00 7-08 1-00 MAX HORIZ. TL DEFL = -0.029" @ 0'- 5.5" ICOND. 3: 2000.00 LBS SEISMIC LOAD. I 1-00 2-06-11 2-08-07 2-09-15 1-00 T .1 a' a' / a' Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 12.00 7 N 12.00 Wind: 190 mph, h=20.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-9x10 M-5x6 2 3 4 5 / \ \ 1 o -P, A. I + I I_ I I II f +in I I1=rt o of � l 71 1-1 7 8 9 10 , 6 I AD M-5x10 M-9x6 M-3x6 M-5x10 M-6x8 M-6x8 ), , l y ' l 1-03-08 2-06-11 2-09-15 2-01-07 1-03-08 l )' 9-08 .<.:C, NSD PRpfiFss ew Wil\. (C'/°G IN S''V /6 `�' 89200PE 9e' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - DH1 �,. • ,: Scale: 0.5357tr WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON a I.Builder and erection contractor should be advised of all General Notes 1.This design ie based only upon the parameters shown and Is for an individual OREGON 4u�V V Truss: DH 1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.204 compression web bradng must be metalled where shown i incorporation of component Is the responsibility of the building designer, //1 Ail"' 14 2.Q v.4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords la W laterally braced at '�./ Is the responsiblgty of the erector.Additional permanent bracing of 2 o i end s ea o n respectively as ply unless eaced(TC)and/or r dryeir langur by (tiR�..t� DATE: 5/25/2017 the overall structure is mere alba continuo*sheathing such e.plywood sheathing(TC)anaror drywae(BCJ. {y Spon tty of the building designer. 3.2a Impact bridging or lateral bracing required where Mown•+ SEQ.: K3 2 4 010 7 4.No mad should be applied to any component until after all bradng end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than S.Design assumes mesas are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for'dry cand8ion'at tee. 5.Com True has no control over and assumes ne re Ibil for the 8.Design assumes full bearing al all supports shown.Shim or wedge If paspan, m ry. EXPIRES: 12/31/2017 12/3112©17 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 25,2017 8.This design is furnished*bled to Me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 TPINVICA in BCSI,copies*which will be furnished upon request. lines coincide with joint cent&lines. 8 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L(E 10.For bask connector plate design values see ESR-1311,ESR-1 BEB(MITek) t t A e e • • • This design prepared from computer input by a Papific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 89 2-9=(0) 0 BC: 2x9 KDDF g16BTR SPACED 29.0" 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 12 CL ON BOTTOM CHORD = 10.0 POP 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" 0.42 KDDF ( 625) 12.00 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/ LLOH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IrROVIDE FULL BEARING;Jts:2,3,4 I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. GOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.090" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforoe-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), ' o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 2 f rm o PIIIIIIjIIIMIAn I 0 o I -3x4 1 0 PRo��ss J, 1-0o y 1-00 y r~�. �0,NE / j. . w t}' • S '°f" :89200PE v' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - DJ1 •• •. .' � Scale: 1.1785 ��'''��}}} WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1 I t.Builder ant erection contractor should be advised of all General Notes 1.This design Is based only upon the paramaI a shame and Is for anindividual t fl 'V Truss: DJ1 and Warmnga before eonstructien commence, building component Applicability of design parameters end proper +V 'y 2.204 compression web bracing . Incorporation of component is the responsibility of building ectal 7 14 2=0 $ pro g must be Installed where shown 2.Design assumes the to M o g goer. ••• •!• • • 4 3.Additional temporary bracing to Insure stability during constructionpane bottom chords to be leterelydlb I lel • • • • Is the responsibility of the erector.Additional permanent bracing of 2 o c.end at 1 V o.c respectively unless braced throughout their length by • • •• • • • .` �� DATE: 5/25/2017 the overall structure is the responsibility of building designer. continuous sheathing euchas plywood sheathing(TC)and/or drywan(BC). • • • • • • • •• eh;,ii epos ny° 9 g 3.Di Impact bridging or lateral bracing required where shown♦+ • • •• • • • •G' • SEQ. : K3240108 4.No load should be applied to any component until alter all bracing and 4.InetallaWn of truss Is the responsibility of the respective contractor. • • fasteners are complete end al no time should any loads greater than 8.Design assumes busses are to be used In a noncorrosive environment, ••• • • • TRANS ID: LINK design loads be applied to any oempaneM and are for drycondnla or use. 5 Compuirus has no control over end assumes no responsibility for the 6.Design assumes NII bearing at at supports shown.Shim or wedge If EXPIRES: 12/31/2017 eery. fabdcotlon,handing,shipment arid lnstdallon of components. ].Design acsumas adequate drainage is provided. 8.This tleslgn is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their anter •• • May 25,2p17 TP6WTCA In BCSI,Caples of which will be furnished upon request. tries coincide with jolts center lines. • • • • • • • • • • • • 9. indicate eeplate ign • • • • •• • • •••MiTek USA,Int./CompUTNe Software 7.6.8(1L}E 10.For Digits connector plate design values see ESR-1311,ESR-1988(MITek) • • • • • • •• •• • • • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • • • • • • • • • • • • • • This•deign 1ebparihi•frAk computer input by • • • • Pacifib•Lumber.and Ttus �C• • • • • • • • • • • • LUMBER SPECIFICATIONS 9-02-00 DUTCH SETBACK 1-00-00 FROM END WALL •• IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF PIERTR 9-02-00 GIRDER SUPPORTING 36-06-00 1- 2=N3932) 690 I- 7=(-1230) 3412 2- 7=( -582) 3496 10- 5=(-572) 3424 BC: 2x6 KDDF 001bBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2754) 492 7- 8=(-1062) 6862 7- 3=(-3922) 666 WEBS: 2x9 KDDF STAND; 3- 4=(-6532) 1156 8- 9=(-1072) 6944 3- 8=( -164) 1850 2x9 DF STAND A LOADING 4- 5=(-W096) 4182 9-1••(•10721 6944 8' _(- 8=) 886 LL = 25 PSF Ground Snow (Pg) 5- 6=(•38414) Sze 10-•=(-1224) 337 7'4_(•251) 1602 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V • all • • • • 9710=(-1136) 698 BC LATERAL SUPPORT <= 12"OC. VON. TC UNIF LL( 12.5)+DL( 5.01= 17.5 PLF 1'- 0.0" TO 8'- 2.0" L • • • • `,� •• BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 2.0" V • SEARII •`rx VEi a7•X•HORZ•• BRG REQUIRED BRG AREA ( 2 ) complete trusses required. BC UNIF LL( 431.2)+DL( 345.0)= 776.2 PLF 0'- 0.0" TO 9'- 2.0" V f. •OCA7 4• REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -709/ 4010V -2000/ 2000H 5.50" 6.42 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -709/ 4010V -2000/ 2000H 5.50" 6.42 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. • 6" oc in 2 row(s) throughout 2x6 bottom chords, Vit. pj••DIsi o Deed J'or1rpt•(-7•q•Bf• ) uplift at 24 "or spacing. 9" oc in 1 row(s) throughout 2x9 webs. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • NERIIICRI. DEFLLCTIO LIMIT:: LL=L/240, TL=L/180 • • •1IAx•11.•DEA.S -0.0 8" @ 3'- 8.2" Allowed = 0.412" • • • ••� • �4AK♦TL�EI'L�•EASO ED L .3'- 8.2" Allowed 0.550" •• '• SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-00 7-02 1-00 MAX HORIZ. LL DEFL = -0.012" @ 0'- 5.5" T f ,f f MAX HORIZ. TL DEFL = -0.020" @ 0'- 5.5" 1-00 2-04-11 2-06-07 2-02-15 1-00 ICOND. 3: 2000.00 LBS SEISMIC LOAD. T 1' 1 f ' ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 7 N12.00 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, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-3x10 M-5x6 2 3 4 5 44001_____ _,-/--- - ---I_ ,, ,,__,,,-1,_1.;---t \ \ OI F I.x 7 B 9 10 6 I 0 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 7.14-6x6 1 1 1 1 1 1 1-03-08 2-04-11 2-02-15 1-11-07 1-03-08 1 1 9-02 �V PROpI ' 89200PE c" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - EH1 . �• • Scale: 0.5489 -� WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON *� Cr 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual N 41. �J Truss: EH1 and Warnings before construction eommeneea building component.Applicability of design parameters and proper f },. 2 2.204 compression web brewing must be InNalted where shown a. Incorporation of component is the responsibility of the building designer. ,/w'1 �( f A Qt` 3 Addltlonal temporary bracing to insure stability during constmctbn 2 Design assumes the lop and bottom chords to be laterally braced at v "t ,,s, Is the responsibNty of the erector.Additional permanent bracing of 7 o e and al 10'hin rsuchas ply unless braced throughout their length1 ). fl, �r "'" continuous sheathing such as plywood sheathing(TC)and/or dryweO(BC). it DATE: 5/25/2017 the overall structure Is the reeponslbglly of the building designer. 3.20 Impact bridging or lateral bracing required Mare shown 0+ S E K3 2 4 0110 4.Na load should be applied to any component until ager all bradng and 4.installation of truss Is the responsibility of the respective contractor. Q" fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non.aonoee environment, TRANS ID: LINK dodge bads be applied to any component. end are for"dry condition"of use. S.ComWTNshoenocontoloverentleawmesnoreaponsibilyforthe 6.Design assumes Ng bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necessary. EXPIRES:nJ fJ" tx.. 1! 7.Pete n aswmebadequate bop to rustd.an May 25,201 7 6.This design is furnished cabled to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 7 TPIANICA in SCSI,copies of Mitch will be furnished upon request. Ones coincide withloint center lines. N it 9.Digit Indicate sae of pieta In Inches. o a Kick USA,Ina./CompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311.ESR-1986(MITek) • aa a a a • e This design prepared from computer ii:put by t Pacific Lumbcsr and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF Hl&BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 84 2-4=(0) 0 BC: 2x4 KDDF R16BTR 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 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" 12 TOTAL LOAD= 45.0 PSF 0'- 0.0" -72/ 261V -21/ 74H 1.50" 0.42 KDDF ( 625) 12.00 0'- 11.2" -14/ 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 PROVIDE FULL BEARING;Jts:2,3,4] REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 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, '1 cl (All Heights), Enclosed, Cet.2, Exp.e, MWFRS(Di r), ' p load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. 2 I f rn oo ut o f // /'4 I -3x4 1 'ccr.5''�� f ROp s' l 1-00 l 1-00 1 C,,�coNisi , R • :89200PE ° • • •• ••• •• w ''� JOB NAME : NRT FRENCH 5 PLEX WITH STEP - EJ1 .. ,• • •�__L .�! �,,,�,�... Scale: 1.1785 WARNINGS: GENERAL NOTES, unleesothervdss noted 7 OREGON je i Builder and erection contrador should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual _�I OREGON V t 's'(/ Truss: EJ1 and Warnings before construction commences. bullring component.Applicability of design parameters and proper • ••• • • �j - �� f s� 2.2a4 compression web bracing moat be Metalled where shown e. incorporation of component is the responsibility of the building designer. • • • ./ / 1.1 2.Design assumes me top and bottom chords to be laterally braced at • • • • ,,,5 3.Additional temporary bracing to insure stability during construction • • • • • • {� T o e and at itl o arespedNety unless bracedthroughoutthalrlength by • j`•limo,t�� IS the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • • • • • • • •• {� DATE: 5/25/2017 the overall structure Is the responsibility Mtn building designer. 3.94 Impact bridging or lateral bracing required where shown+t • i •• • • • •• SEQ.: K3 2 4 0111 4.No had should be applied to any component until after all bracing and 4.Installation al truss Is the responsibility of the respective contractor. • • ••• • • • fasteners are complete and at no time should any roads greater than 5.Design assumes imsssa are to be used In a nontonoshe environment, TRANS ID• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CornpuTrus has no control over and assumes no responsibility for the a necessary.OgmesfuA bearing et all suppose shown.Shim or wedge it EXPIRES: 12/ry�)A/117 fabrication,handing,shipment end installation of components.' 7.Design assumes adequate drainage Is provided. •• • 4 J (1411! 6.This design Is furnished subged to the limitations set fddh by e.Plates shall be located on both faces of truss,end placed so their center • len 25,21U 1 I • • • TPWNJTCA In SCSI,copies of which will be furnished upon request. dines coincide with fold center lines. • • • • • • • • 9.DI98s Indicate size of plate in inches. •• • • • •••• • • ••• MIT&USA,Inc./CompuTrus Software 7.6.8(1L)-E lo.For basic connector plate design values see ESR-1317,E6R-1988(MITek) • • • • • • •• •• • • • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • This degign•.par•d•fr•h otbmputer input by • • • • PacifM Lumbe•and Ttus9-0C9 • • • • • •• • • • • LUMBER SPECIFICATIONS 19-01-08 MONO HIP SETBACK 9-00-00 FROM END WALL ••IBC 2015•MAX MEMBER FORCES •4WR/DDF/Cq=.00 TC: 2x9 KDDF #1&BTR 19-01-08 GIRDER SUPPORTING 20-05-00 FROM 8-03-00 TO 19-01-08 1- 2=( 0) 89 2-10=( -820) 3598 10- 3=( -666) 3392 19- 7=( -802) 3690 BC: 2x8 KDDF ft16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-5232) 1159 10-12=(-1514) 6696 10- 4=(-9568) 1056 15- 7=( -142) 1164 WEBS: 2x9 KDDF STAND; 3- 9=(-3548) 830 11-13=( -52) 226 4-12=( -438) 2858 7-16=(-5506) 1272 2x6 KDDF 52 A LOADING 4- 5=(-6800) 1j70 13.19=(-11.6•6299•11-12=( -068) 2898 16- 8=( -138) 94 LL = 25 PSF Ground Snow (Pg) 5- 6=(-5626)01320 14•1S=( -7.6) 3071 92-13=)-1 1�) 103 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 6- 7=(-5134) 1.02 15.16=(•-7069 3079 ill-,=( 58) 41 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+01.) 30.0)= 105.0 PLF 9'- 0.0" TO 19'- 1.5" V 7- 8=( -66)• e• • • • - 5=( -52) •59 BC UNIF LL( 0.0)+DL( 30.0)- 30.0 PLF 0'- 0.0" TO 19'- 1.5" V 8- 9=( 0)• • • • • •. - 6=(.460) •14 BC UNIF LL( 230.2)+DL( 189.2)- 919.4 PLF 8'- 3.0" TO 19'- 1.5" V • ••• • 6-14=(-2150) 562 NOTE: 2x9 BRACING AT 29"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 40.0)= 190.0 LBS @ 4'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 2353.0 LBS @ 7'- 9.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0"••-891S/. 410•V -•6/ •1501 •9.90" 6.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 1.54 0-1402/0 5.6110 • 11' •OH 9.50" 8.74 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. • • • F•11•tei'ht bl*kin."is refired at right bearing • • •• ••• ••• • • •• BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • ••• • ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • Attach 2 ply with 3"x.131 DIA GUN nails staggered: OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, 9" o n 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) thzougho0 2x6 webs. MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 0-02-12 MAX LL DEFL = 0.058" @ 7'- 5.8" Allowed = 0.910" ff MAX TL DEFL = -0.118" @ 7'- 5.8" Allowed = 1.219" / -11-11 7-05-02 1-10-02 5-10-09 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 I t MAX HORIZ. LL DEFL = -0.016" @ 18'- 9.0" 3-11-11 3-03-05 3-10-05 2-01-10 2-10-12 2-09-01 MAX HORIZ. TL DEFL = 0.032" @ 18'- 9.0" 4140# T I f f f 12 12 Q 6.00 Design conforms to main ree-resisting 12.00 system and components andd cladding criteria. M-4x6 Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 M-3x10 M-5x10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 5 load duration factor=l.6, /If M-5x6M-4x10M-1.5x3End vertical(s) are exposed to wind, 6 7 89Truss designed for wind loads � -/ in the plane of the truss only. j/ ,n 2 F A o 11� o lD r" ,12_ 0 / 5x16 M-3x8 I II I_ -- I io 11 13 14 15 $16 M-5x10 M-4x10 M-4x6 M-3x10 M-4x6 MSHS-10x18+ )' l 23538 , 1 ,, )' v. 3-10-04 3-07-08 3-09-05 2-03-06 2-07-04 2-11-13 PR 1-00y 7-03 y 11-10-08 ''<',ik� �� 6's 1-00 19-01-08 • pp .7 89200.E r . JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FH1 Scale: 0.2540 i710110 WARN1. iNGS: O.This GENERAL NOTES. uMsupon the so parameters 7 SORA"_/'ON /a, 7.andBuilder and erection contractor should be advlaetl of al General Nates 1.This design is based only upon the paromst ar shown and is for r Individual OREGON C.447744..Jl1 V ..' Truss: FH 1 and Warnings before construction vommenoea building component.Applicability of design parameters and proper �j (�y 2.2x4 compression web bradng must be Installed where shown+ Incorporation of component is the responsibility of the building designer. <./1 "7)'' A Zv 4 �"'� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be leterely braced at u '^Y tea, Is the responsiblllly of the erector.Additional permanent bracing of T o i andel eaICA hin..such as ply unless braced throughout their length by 18 4Yh DATE: 5/25/2017 the overall structure is the re abN of building designer. continuous sheathing a suchasbracingng re uirshee where sand/oroN (BC). (4 epon ilY o g 9 3.2x Impact bridging or lateral required where shown++ SEQ.: K3 2 4 0113 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contrectn, fasteners are complete and et no time should any loads greater than 5.Design assumes Misses are to be used in a noncorrosive environment, TRANS I D. LINK design loads be applied to any component. and are for dry condition"of use. 5.compuTnn has no control over and assumes no responsibility for the 6 Design assumes NA bearing at all supports shown.Shim or wedge if EXPIRES:' 12/31/2017 necessary. fabrication.handling.shipment and installation of components. 7.Designassumesbe ladequate beth face is provided. May 25,2017 6.This design Is Nmishetl subject to the limitations set(crier by B.Plates shell be located on bon"fees of truss,and placed so their center , TPIIWTCA In 8CSI,copies of which will be fumisned upon request. lines colndde vAth joint center lines. .y 3. 9. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L5E 10.Poobeak r beconnector(plate design values ea see ESR-1311,ESR-19138(MiTek) a This design prepared from computer input by e ' ti' -i Pacific Lumbar and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF 1{1&BTR SPACED 24.0" O.C. 2-3=(-77) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. ION. 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -36/ 310V -33/ l01H 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/ OH 5.50" 0.05 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:2,3,4 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" I I MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.7" Allowed = 0.147" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" • MAX BC PANEL TL DEFL = -0.003" @ 1'- 12.0" Allowed = 0.206" 12.00 7 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting '' system and components and cladding criteria. 0 Wind: 140 mph, h=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, , Truss designed for wind loads I in the plane of the truss only. 0 N M O I o M-3x4 1 1 J. l 1-00 4-00 .5 0,,01 'E6-, <,, • • •• ••• .• •:9200PE: JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ1 •• •• • • ..0000,-` Scale: 0.6820 M �. WARNINGS: GENERAL NOTES, anises ethefwlse natetl f /�t-y}-/�OREGON 4 I.Builder and erection contractor should be advised of at General Notes 1.TMs design is bawd only upon the parameters shown and is for an individual y 11f1 C.4.7 14 „SJ Truss: FJ1 and Warnings before conetruion commences. building componentApplicability of design parameter.and proper • • • • • { ` 2 204 compression web bracing must be Installed where ehovn+. irmorporatbn of component Is the responsibility ohne building designer. • • • • • • •�4 1 4 ,-,c3.- --1.. 2 Design assumes the lop and bottom chords to be laterally braced at • • f+ 11 3.Additional temporary bracing to insure stability during construction 2'a.c and at 10 o c,reepedNely unlace braced throughoutihelr length by • • •• •• •• •• •• lathe roapansiblAty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). • • • • • • • +��..,t,,,. DATE: 5/25/2017 the overall structure is the responsibtity of the building designer. 1 20 Impact bridging or lateral bracing required where shown++ • ••• • • SEQ. : K3 2 4 0 114 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respedive contractor. fasteners are complete and at no time should any loads greeter than 5.Design aesumes trusses are to be used Ina noncorroelve environment, TRANS I D• LINK design loads be applied to any component and are fn,"dry conanbn'of sae. EXPIRES: 5.CompuTrus has no control over and assumes no responsibility for the 8 necessary. assumes NB bearing et all supporta shown.Shim or wedge if L P i(3[[+.. 2/ry 1)/y(l1 fabrication,handling,shipment and Installation of components. 7. •Design assumes adequate drainage Is provided. •• ••• Wl a• 25, 17 • • • L J I l L.lf 1 8.This design Is furnished sublect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • • • • TPVwrCA in SCSI,copies of which will be furnished upon request. Anes coincide with Joint center linea. • • • • •• • • ••• Software 7.6.8 1L E MiTek USA,Inc./Com uTrus 9.Digits indicate sire of plate in Norms. • • • • • • •• •• • • P ( )• 10.For baffle connector plate design values see ESR-1317,ESR-1988(WIWI • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • Tibis•de•igl•prlpa•ed tlfrclt c•mputer input by • • • • Par iYic•Lumb•r•and 9#i es ABC. • • • • •• • • ••• LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" ••• ••• • 4C 2014 MAX•9ENWER•FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-106) 92 3-9=( 0) 0 TC LATERAL SUPPORT G= 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 • LEARIS(• • MAX SERI• IX•H0 Z • BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PIF •LOCATIENS • •REAC'TIOt • •R ACTI NS: SIZE SQ.IN. (SPECIES) • ''- I.0" .-271 271 •••7�41• -55t 1 9H• 5.50" 0.55 KDDF ( 625) LL = 25 POP Ground Snow (Pg) ••4'-•;.2" 40/ 141V 'pi• S 1.50" 0.18 KDDF ( 625) 9'- ' 0/ 95V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2,3,5 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP pie.. 2:•D•sigrecheckeigi fon•!e•(-w 1•s•) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • • • • • • • • 3-11-11 • • •• •VEIVI�I. DEFIaCCT I(•1 LIMITS: LL=L/240, TL=L/180 f i' • • ••MAli•I•DE•I•SS-0.(•72" @ ♦l'- 0.0" Allowed = 0.100" 4 • • • •MA*TI•DE•L •-0.0193" @ •-1'- 0.0" Allowed = 0.133" -a, •• • *MA*LI•DEFIS= 0•011/0" @ •0'- 0.0" Allowed = 0.002" MAX TL DEFT. = 0.000" @ 0'- 0.0" Allowed = 0.003" 12 MAX TC PANEL LL DEFL = 0.039" @ 2'- 2.0" Allowed = 0.291" 3 MAX TC PANEL TL DEFL = 0.032" @ 2'- 2.0" Allowed = 0.937" 12.00 V SEASONED LUMBER IN DRY SERVICE CONDITIONS '' MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" 1 MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ,-( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), i load duration factor=l.6, o Truss designed for wind loads a, in the plane of the truss only. t`7 /- 0 u7 i f ,►t ►f5 -, M-3x4 1 l l l 1-00 9-00 V PR n 655 "GiN �9 /©9 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ2 +�1' ' Scale: 0.5748 r= 9 lb CC WARNINGS: GENERAL NOTES, unless otherwise noted.. ", OREGON kr 1.Builder and erection contractor should be advised dal General Nates 1.This design is based only upon the parameters shown ands for en Individual 4. ,,/OREGON L7 W`�r� Truss: FJ2 and Warnings before construction commences balding component.Applicability of design parameters and proper I �R`� 2 2v4 compression web bredng must be 1 statalled where shown.. Incorporation of component Is the responsibility of the building designer. /l .4 y 14 ' 3. at Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateraly brecotlen �l ,,e by is the responsibility of the erector,Additional permanent bracing of 7 e c.and ate hlrr such as ply unless braced(TC)and/or their length(. "f R 0."' �iT DATE: 5/25/2017 the overall structure is the reresponsibility f the building dee wnmwousehgammgateha.gcwg reuired wheresonmer dryvroA(Be). +w span AY o g tuner. 3.2a Impact btltlgira or neral bracing required where Mown.. SEQ. : K3 2 4 0115 4.No load should be applied to any component until ager all bracing and 4.Installation of Insults 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 e noncorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for%fry condition"muse. 5.CompuTrus has no control over and ass on no responsibility for the 6 Design NII bearing at all supports Macon.Shim or wedge If EXPIRES: V P!D CLs` z')f 1 01 7 fabrication,handling,shipment end instaAatlon of components. 7.Design assumes adequate drainage Is provided. May 25,2017 flL l7 FL: l I f 5.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so they center r TPIMRCA In BCSI,copies of which will be furnished upon request. lines coincite with joint center lines. b r 9.Digits indicate size of plate in Inches. MiTek USA Ins./CompuTrus EOftvere 7.6.8(10-E 10.For bask connector plate design values see ESR-1011,ESR-1988(MiTek) r, r 1 • • a I This design prepared from computer i4put by a ' r 4Pacific Lumbetr and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x4 )(UDE #1&BTR SPACED 24.0" O.C. 2-3=(-301) 251 3-4=( -78) 50 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSP DL ON BOTTOM CHORD = 10.0 PSF 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" -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 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING/Jts:2,3,5,9I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 4 ., VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" irii MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.003" 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" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ,:t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d, load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. Qa ofo f -1 0 J• y y y , VD PROptr, 1-00 9-00 1-11-11 $°. tJCIN�CR /�� • y . • .. `� : 89200P E JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ3 ••• ••• ••• ••�,, / Scale: 0.4680 s ' WARNINGS: GENERAL NOTES, unless otherwise natetl 7 OREGON 1, I.Builder and erection onntrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and le for an Individual • ••• • • A+OREGON'V L`K/ Truss: FJ3 and Wamings before construction commences. building component.Applicability of design parameters and proper -z� ,\ 2.204 compression web bracing must be installed where shown a. incorporation of component Is the responslbtlty of the building designer. l,© �/Y 1 2 � -}.... 3 Ada dorsal temporary bracing b insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at • • • • • • • Is the responsibility of the erector.Additional permanent bracing of 2 a.c.end et 10 o c.respectively unless braced throughout their length by • • • • • • • •• -!wi"/A/qa„ �� DATE: 5/25/2017 the overall structure is the responsibility.Ad the building designer. oontlnuous sheathing such as plywood sheathing(TC)and/or drywst(BC). • • •• • • • •• '1RRR i ofe 8 3.2x Impact bridging or lateral bracing required where shown a e • • ••• • • SEQ. : K3240116 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the ree to of respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design roads be applied a any component. and are for"dry conditionof use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes NN bearing et et supports shown.Shim or wedge If EXPIRES: 1 2/31/201 7 d. 8.Tho design l•furmbhedlpment and subled to the installationof set fah bye 8.Plates7. nassumes shall be locateduonedrainage is both faces otrusas,and placed so their center ••• •• •• vA�25,�17 • • • £ �7 1LFIl/ TPI/TCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center linea. • • • • i1YI•• GJ • 1 • ••• 9.Digits Indicate size of plate In inches. • • • • • • •• •• • • MiTek USA,Inc./CompuTrus Software 7.6.8(10-E t0.For basic connector pate design values see ESR-1311,ESR-1988(MITek) • • • • • •• • • • • •• •• •• • r •• • • • • •• •• •• • • • • • • •hiMg de•ig•pilbpated•f rdIN cEmputer input by • • • • Paclfic•LumbS1•and•1'tus.BC• • • • • •• • • ••• •LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" • ••••• • jBC*015 4AX MESE[•FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=(-160) 146 4-5=(-255) 239 4-1=1-149) 82 BC: 2x9 KDDF #16BTR SPACED 29.0" 0.C. 2-3=1 -15) 7 1-5=(-200) 225 WEBS: 2x4 KDDF STAND 5-2=1-172) 160 LOADING e TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF • BEARI!IG ••I!SX vj88T1, Yy HOID.• ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF • L2CAT It IQ$ • REAC••IO�ry • ATI NS; SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PIF • 0'- 15.0"• Z9/ 18 yT • -99 1 3H• 5.50" 0.30 KDDF ( 625) ** Fox hanger specs. - See approved plans • t'- 1SI.5" •891 •22 04 .011. 5.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) • ••• • • 000 • ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.027" @ 1'- 8.7" Allowed = 0.239" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP •M•% TC•E•.NEL SI DEMO= @R R2•" 500,- 8.7" Allowed = 0.358" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • • • • • OSEAS*ED LUMBER IN DRY SERVICE CONDITIONS • • • • •• •baa�io l�,y. LL•DEFL =•-0.001" @ 3'- 5.0" 3-06-12 0-03-12 •• • • •M) HOFii . T=. 4FL =:0.001" @ 3'- 5.0" 1' 1 ' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.1017 Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 3 load duration factor=1.6, -/ End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. N M-3x9 II 11111 n 1141111111 1 o cat C� "+ 1 coO I wi IAV �A 4*. 5 M-1.5x3 M-3x4 y 3-10-08 y ��)D PRo,r .c:3, V'01 N �r icy ` 89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ4 -410141111!4° Scale: 410 ,,,Scale: 0.4909 WARNINGS: GENERAL NOTES, unless otherwise noted: 111.7 OREGON l'ti A I 1.e�' 1.Builder and erection contractor should be advised of al General Notes 1.This design N based only upon the parameters shown and Is for en individual �j 1I�11 G.47 W I VA A'`(/ Truss: FJ4 and Warnings before construction commences. building componentApplicability of design parameters end proper �� } 14n t y 2.204 compression web Dredng moat be installed where shovels Incorporation of component Is the responsibility 0 the building designer. V y"k+- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,py is Is the responaibigty of the ernes Additional permanent bracing of Dec.. and at 10 o c.respectively unless braced throughout their length by ��`..'�+ N/ DATE: 5/25/2017 Ma overall structure Is the responsibility of the building designer. continuous sheathing such es plywood sheathing(TC)and/or tlrywaq(BC). R 4,� 3.2a Impact bntlging or lateral bracing required where shown* SEQ. : K3 2 4 0117 4.No load should be applied to any component until after all bradrg and 4.Installation qio�mtru wasthhe responsibility b bility the nrespectiiivve contractor.nItrentor. ill, fasteners are compete and at no tine should any loads greater thanused TRANS ID• LINK design leads be applied to anycompanent. end are for"dry condition"of use. 5.CompuTms has no control over and assumes no reeponsibllgy for the 8.Deealwg assumes NO bearing at ail supporta shown.Shim or wedge if EXPIRES: V o'O CSL. n/3 IART 1 T fabrintIon,handling.ehipment and 8.This design is furnished subject to the limitationsation fset bh bys B.Plate7. gs shell be eon assumes ateduon both faces ate drainage los lmsss,and placed w their center d. May 25r2Q�7 f1Gt3 Ll] /-C.11l! 1 TPWSTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �Y� J u I g.Digits Indicate size of plate In Inches. -n MiTek LISA,Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) w r a This design prepared from computer input by s ' r Pawific Lumbr;r and Truss-BC a LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 129 5-6-(-259) 246 5-2=(-403) 161 BC: 2x4 KDDF #168TR 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. NON. 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: 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 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I.^OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.010" @ -1'- 6.0" Allowed = 0.200" 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 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T T 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 6.5" MAX HORIZ. TL DEFL = -0.001" @ 3'- 6.5" 8.00 I7 M-1.5x3 4 -/ Design conforms to main windforce-resisting 3 system and components and cladding criteria. F Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, if 411 ll°11 (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 O 2 �I f E� Lr: 1 r 1 O 1 Y �I 5�� 6 M-1.5x3 M-3x4 l 1 l 1-06 4-00 ��x0.0 u • • •• ••• ••• �• �C7 `_U."'f-L „0,t~ JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ5 •• •• /f Scale: 0.5271 C� ' /�. WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON J 1.Builder and erection contractor should be advised orad General Notes 1 This design b based only upon the parameters shown and is for an Individual (1CL7 LJ�Y * "�V Truss: FJ5 and Warnings before conalrudion commences, building component.Applicability of design parameters and proper • ••• • • /♦ r,,, [ l^ 2.2a4 compression web bracing must be Installed where shown Incorporation of component is the responsibility of the building designer. • • • • • • • r f ♦I #A \3�"'�^� 3.Additional temporary bracing to Insure stability tluring construction 2.Design assumes the top and bottom chords to be laterally braced at • • • • • • u i W Is the responsibility of the erector.Additional permanent bracing of Z o c and err o o c respectNaly unless braced throughout their length by • impose ,* ��'S �1 continuous sheathing such as plywood sheathing(TG)ardor drywall(BC) • • •• • • • •• I l ,•+ DATE: 5/25/2017 the overall structure lathe responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+e • • ••• • SEQ.: K3 2 4 0118 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. • • fasteners are complete and at no time should any bads greater than 5.Design assumes triremes are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied in any component and are tor"dry condition"of use. 5.GomoTro has no control over and assumes no responsibility ler the 6 D esign aryWmes full bearing at all supports shown.Shim or wedge it EXPIRES'. 1 2/31/201 7 fabrication,handling,shipment and installation of components. 7. •Design assumes adequate drainage is provided. ••• • ��Y 25��017 • •• • G J /L I 6.This design is furnished subject to the limitations set Iorfh by 8.Plates shall be located on both faces of truss,and placed so their Canter • • • • • TPI/WICA M BCBI,copies of which will be furnished upon request. lines coincide with joint conter lines. 5 • • • •• • • ••• MiTek LISA,Inc./Com uTras Software 7.6.8(1 E 9.Digits Indlwte size of plate In Inches. • • • • • S. ••• •• ♦ • P } 1o.For basic connector plate design values see ESR-1311,ESR-1988 ONTO) • . . • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • *hie dash p!epIrer!frAm Somputer input by • • • • Pact fi,Lumeee and•lius:-43: • • • • •• • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" •• • • OBC 201! MAI MERBES FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF 416BTR 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)1-DL( 10.0) ON TOP CHORD = 35.0 PSF • BEAR;Ci2 •••MAx VE HQt!• BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF I ?OCAT O S • •REAy�TI S • •QEACT TNS. SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF ...0.-...1'- •0.0" •-51 / •3 V -3y •9911• 5.50" 0.51 KDDF ( 625) • •1 - •9.2" •-36/ • 24V Q/ •014• 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) • 1.1"1047" .32/ •49V 415/41 •H 1.50" 0.08 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL tP ROVIDE FULL BEARING;Jts:2,4,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR TOPSF LIVE LOAD. TOP •• •• • • ••• ••• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • •VF�iT IGAL•DEFi�ECT7•N LIMTS: LL=L/290, TL=L/180 1-11-11 • • • • K Li DEFL• 0.003" 844-1'- 0.0" Allowed = 0.100" • • ••MIK•T•DI••• -0.403" 8 11-1'- 0.0" Allowed = 0.133" f -f • MAX SC IIANH. L4 DOFL• -0.'02" 0• 1'- 2.9" Allowed = 0.147" •NSX•C *ANA. T?DEFL_ -S.edt" 8• 1'- 2.9" Allowed = 0.220" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX HORIZ. LL DEFL = 0.000" 9 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" 9 1'- 10.9" 3 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, ,Oel/tiVA11401.--: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v oN rn fO 1 WANO 1 f 0 M-3x4 1 l l 1 1-00 2-00 A N1/4 PRoP4s cor, 04. NEF,9 si©- 89200PE re . JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FSJ1 -4 --".-7 Scale: 0.6820 AS, `"" . WARNINGS: GENERAL NOTES, unless othenNu noted 7 OREGON /v, I Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual 1.7 1 L7L✓I V "V Truss: FSJ1 end Warnings be/ore construction commences. building component.Applicability of design parameters end proper lam 2.2x4 comer Won web bracing mug beinstalled where shown+ Incorporation of component Is the responsibility or the building designer. "�1t )= {/I Q :.\• 3.Additional temporary bracing to insure stability during construction 2.DesigFan.end at I T the lap and bottom chords to be laterally braced at �.( 1`i' �w Is the responslbipty of the erector.Additional permanent bracing of mil c.end at 10 c.c.such as sly unlace braced throughout their length by ). 41En R,(Lr'- DAT E: 5/25/2017 ins overall structure Is the responsibility f the buildingdesigner. lopeds sheathing such as plywood requiredsheatn g(TC)and/or drywall(BC). Gy spoil nY o 8 3.in bdtlgmg or lateral bracing where Mown++ SEQ. : K3 2 4 012 0 4.No load should be applied to any component until alter all bracing and 4.Instagatlon of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK design leads be applied to any component. end are for condition'of use. 5.CompuTme has no control over and assumes no responsibility for the 6.Design assumes fun bearing at an supports Mown.Shim or wedge if EXPIRES: 12/31/2017 e1/31/201'7 fabrication,handling,shipment and installation of components. uary. JIG}3 G J Gil l/ 7.Design aaanmeea ed drainage la truss, provided, May 25,2 17 6.This design is furnished Weeded m the limitations set forth by e.Plates shall be locatedtan f located on both faces of bus,antl placed u their center y TPIIWICA In SCSI,copies of which will pW l be furnished upon request. lines coine with Joint center lines. r f 9.Digits Indicate sire of plate In inches. 44' a. MITek USA,Int./CompuTruB Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) f' 5 a a a • This design prepared from computer ipput by ,, ' Pacific Lumbar and Truss-BC ' Cr a. LUMBER SPECIFICATIONS 10-00-00 HIP SETBACK 2-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 61613TR 10-00-00 GIRDER SUPPORTING 3-06-00 1- 2=(-900) 212 1- 6=(-1402) 1779 6- 2=(-187) 556 BC: 2x6 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-542) 121 6- 7-) -760) 1466 6- 3=(-863) 992 WEBS: 2x9 KDDF STAND 3- 4=(-542) 121 7- 8=( -760) 1966 7- 3=( 0) 178 LOADING 4- 5=(-900) 212 8- 5=(-1402) 1779 3- 8-(-863) 992 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) B- 9=(-187) 556 BC LATERAL SUPPORT <= 12"OC. OOH. 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.C)= 70.0 PLF 8'- 0.0" TO 10'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC VON. FOR BC UNIF LL( 0.0)+01( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -110/ 761V -2000/ 2000H 5.50" 1.22 ROOF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 18.8)+DL( 15.0)= 33.8 PLF 0'- 0.0" TO 10'- 0.0" V 10'- 0.0" -110/ 761V -2000/ 2000H 5.50" 1.22 ROOF ( 625) TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 2'- 0.0" OND. 2: Designchecked for net(-7 TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 8'- 0.0" (- lief) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.013" @ 5'- 0.0" Allowed = 0.454" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TL DEFL = -0.020" @ 5'- 0.0" Allowed = 0.606" SEASONED LUMBER IN DRY SERVICE CONDITIONS BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.008" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.010" @ 0'- 5.5" 1-11-11 6-00-10 1-11-11 ICONS. 3: 2000.00 LBS SEISMIC LOAD. l' f T f Design conforms to main windforce-resisting 1-11-11 3-00-05 3-00-05 1-11-11 system and components and cladding criteria. 23.30# 23.30# Wind: 190 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 N12.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 M-4x6 2 M-3x8 3 61 filiWilippl."" � ti 4A� I x ase M 1 un I I 0 1 l•--1:•....----.• 6 7 8 .....„,.......05 I 0 M-3x4 M-3x4 M-1.5x3 M-3x4 M-3x4 I 1 1 1 1 1 1-10-04 3-01-12 3-01-12 1-10-04 1 10-00 1 . P�d p} Qfi� $' ,,�5 GINE, � /04 • CLIP .pts t1 (s[ : . .. .. :89200 E • r pp 40 JOB NAME : NRT FRENCH 5 PLEX WITH STEP - GH1 •• •• • • -, . Scale: 0.4870 "'^' 'In Cr- WARNINGS: GENERAL NOTES, unless otherwise noted: Z' A_OREGON 1.0 1.Builder and erection conked°,shaukl be advised of all General Nates i This design Is based Doty upon the parameters shown and Is far an Individual -�/OREGON I V +[� Truss: GH 1 and Wamings before construction commences. building component Appfcabllty of design parameters and proper • ••• • • 2.204 compresaon web bracing must be Installed where shown 4. incorporation of component is the responsibility of the building designer. • • • • • • • j A 4 4 12.0 -A- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at • • • • • •• VVV 1 /- Is the responsibility of the erector.Additional permanent bracing of 2 o c.and at 10 o.c respectively unless braced throughout their length by • • • • • • • • BIM {R:41-�- DATE: 5 5 2 017 the overall structure Is the reector.Addit of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) • • •• .• • • •• 3.in Impact bridging or lateral bracing required where shown++ • • ••• • • SEQ.: K3 2 4 0121 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reepanbnity attire respective contractor. fasteners are compete and at no time should any wads greater than 5.Design assumes trusses are to be used In a non-carmsive environment, TRANS ID: LINK design loads be applied toany component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility Sr the 6.Design assume Sn bearing at all supporta shown.Shim or wedge if EXPIRES: 2/ry 2/I y. fabrication,handling,shipment end Installation Sr components. 7. eery. • C J /C:FI f e.This design isfumishedsubject tothe limitations set forthby 8.Plates shallbelocalledanbathassumes adequate lfacesnage loslrvsls,eandplacedsotheircenter •d. •• •• n • W1a:25,72)18 TPIA1TCA in BCSI,copies of which will be Punished upon request. lines coincide with Joint center lines. • • • • •• • • ••• MiTek USA,Inc./Com uTrus Software 7.6.8(1L E 9.Digits indicate size of plate In inches. • • • • • • •• •• • • P )- 10.For beak connector plate design values see ESR-1311,ESR-1888(MITek) • • • • • • • • • • • • • • •• • • • • •• •• •• 0 •• • • • • •• •• •• • • • • • • ltd s•de&grIprIpaPBd t'roI c nputer input by • • • • Pac i!ii:umbtr:and Truss:Br: • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" •• • • IOC 20150 MAX•IEMIERS'ORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 814BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF R16BTR 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 ••.EARS G. , MAX nRT• M.0&4o1�:•• BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF CATI 5 • itEACT•iONN • eF•ACTII�IS• SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF • .0" .51/ •3201 -32` IPH• 5.50" 0.51 KDDF ( 625) • ;'- I.2" •364) •24 0. 1H• 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) •1'-i l.e" -112/ •9V •,•• 0• 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net1-7f uplift at 24 "oc spacing. • BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP •• •• • • ••• •� AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • WEI•'IC•L FEFI•CTIC• LIMA'S: LL=L/290, TL=L/180 • • • OMAR)LL•DEFL 41 0.0.3" @ •1'- 0.0" Allowed = 0.100" 1-11-11 • • •*IAA IIL•DE14.•A8-0.0e3" @ •1'- 0.0" Allowed = 0.133" •MAS IS PANE],LL•DEA, J-0.012" @ •1'- 2.9" Allowed = 0.147" TM TI PANEI}TL•DEFL.= -Ofoe11' @ •1'- 2.9" Allowed = 0.220" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 y 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. rilligli:1111111111 7 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, Truss designed for wind loads in the plane of the truss only. v N m /- O I N O M-3x4 1 1 1 1 1-00 2-00 , N `1�` 9 f'''5' �(, ,p PR OFFSs w ' 89200PE. r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - GJ1 ' Scale: 0.6820 ,iiiiW . WARNINGS: GENERAL NOTES, unless othemlea noted /1' ON Ji. I.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an Individual �j V 'V �W Truss: GJ1 and Warnings before construction commences building component Applicability of design parameters and proper 'C""` y 4\t0%. 2.2a4 compression web bracing must be installed where shown.. Incorporation of component Is the responsibility of the building designer. <0 J -I A li 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lap and bottom chords to be laterally braced at /♦/� 1°1' ''' by is the responsibinly of the erector.Additional permanent bracing of 2 o i and a110 hin reuch as plyplywood unless braced throughout melt length). -4'J a.,,Fli DATE: 5/25/2017 the overall structure is the responsibility of the building designer. 2e ussheatgi org atehlbacng re d,edsheathsreshow,edryweN(BC). M L epon Ity g 3.2a loped bridging or lateral bracing required where shown.4 SEQ.: K3 2 4 012 2 4.Na load should be eppllad to any component until after all bracing and 4.Installation ta llation o 'Nasthe Bsponsibuliye senrespective sspadove contactor. , fasteners are complete and at no time should any loads greater than Design assumes be TRANS I D: LINK design loads be applied to any component. and are for"dry=minion"of use. 5.CompuTrus has no control over and assumes no responsibility for me 6.Design NB bearing at an supporta shovm.Shim or wedge if EXPIRES'. 12/31/2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. May 25,20L/Al1l7 EXPIRES: IL J 111l 8.This design b furnished subject to the limitation set forth by 8.Plates shall be located on both laces of truss,end placed so melt center I TPIAATCA In SCSI,copies of whtch will be fumhhed upon request. lines colnd9e with joint cental lines. J` 9.DVS indicate Sze of plate in inches. s r MiTek USA,Inc./CornpuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-196B(MiTek) a " a • • V • ae a • This design prepared from computer iiput by r , Pacific Lumbgr and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2X9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4-(0) 0 BC: 2x4 KDDF #160TH SPACED 24.0" 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) 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 PROVIDE FULL BEARING;Jts:2,9,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-7 psi) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3 -/ MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 17 /' MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX BORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ; � Truss designed for wind loads d, in the plane of the truss only. 0 c r") o I f I WOO 4 SEMIM-3x4 1 01 01 01 1-00 2-00 1-11-11 •'• • • • • •'• 89200PE c" • • ••• ••• •• • JOB NAME : NRT FRENCH 5 PLEX WITH STEP - GJ2 •• •• • • , „/ Scale: 0.5920 - WARNINGS: GENERAL NOTES, unless othenMse the noted OREGON ,\/41 1.Builder and erection contractor Mould be advised of e9 General Notes 1.This design is based only upon Ne parameters shown and is for an Individual OREGON +. Truss: GJ2 and Warnings before construction commences. budding component.Applicability of design parameters and proper • ••• • • N. 2.204 compression web bracing must be installed where shorn•, Incorporation of compenenl Is the responsibility of the building designer. • • • • • • • � A �4 "'�"^ 2.Design assumes the top end bottom chords to be leteraly braced at • • • VVV 1 W : 3.Additional temporary bracing to Insure stability during construction • • • s the responsibility of the erector.Additional permanent bracing of T o c and at/0 o c.respectively unless braced throughout their length by • • • • • • • •• �f h,-- 1 1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • • •• • • • .• 7"�j .= DATE: 5/25/2017 the overall structure Is the responaiblllly of the building designer. 3.20 Impact bridging or lateral bracing required where shown•+ • • ••• • • • SEQ. : 1<3 2 4 012 3 4.No load Mould 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 neuro..tosses are to be used Inc non.00rmeive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 5.CompuToa has no control over and assumes no responsibility for the 6.Desi eg assumes fug bearing at all supports Mown.Shim or wedge if GXp ry . 2/ry�/f}/I fabrication,handling,shipment and installation of components. necessary. G111�. • G J f L11 T.Design.challassumes adequate drainage loprosidad •• • ��25r�17 6.This design is furnished cabled to the limitations set forth by B.Plates shell be located an both laces of truss,and placed wihelr molar • • • • TPWVTCA in BCSI,copies of which will be furnished upon request. lines coincide vAth Joint minter lines. • • • • •• • • ••• MiTek US Inc./Com uTrus Software 7.6.8 1L)-E 9.Diggs Indicate aloe of pate in inches. • • • • • • •• •• • • '� F ( 1 O.For basic connector pate design values see ESR-1317.ESR-1988(MITek) • • • • • • • • • • • • • • •• • • • • •• ••. •• • •• • • • • •• •• •• • • • • • • • ?hi:deeig!j>♦epaI d•frro r,mpu ter input by Pac1f4 Lumbe and T•us • • • • ii i i wire • • • • • I • • • • LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 FROM 4-00-00 TO 12-01-00 •• • IBI 2515 MMI;X MEMBIR tlibRAS 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2939) 340 1-6=(-380) 1889 6-2=( -152) 1197 BC: 2x6 KDDF 01&BTR 2-3=(-1267) 215 6-7=(-376) 1863 2-7=(-1128) 236 WEBS: 2x9 KDDF STAND; LOADING 3-9=( -206) 228 7-8=(-212) 925 7-3=( -283) 1817 2x9 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) • • 4-4=4•-154 7 • • 3-8=(-1708) 338 TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 12'- 1.0" V • • •• • • • • • • • 8-4=( -209) 176 0.0" V • •• • I <_ BC UNIF LL 0.0 +DL 20.0 - 20.0 PLF 0'- 0.0" TO 4' • • • • TC LATERAL SUPPORT 12"OC. UON ( 7 ( ) • • BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 193.8)+DL( 135.0)= 278.8 PLF 4'- 0.0" TO 12'- 1.0" V • atEARI•IG • MAX•ER'• [•tX HO•Z • BRG REQUIRED BRG AREA • I&CATI.INS 5 BRAC•IOIIS REACTI•NS• SIZE SQ.IN. (SPECIES) Single member as shown. ADDL: BC CONC LL+DL= 759.0 LBS @ 3'- 0.0" • 0'-•ORO" -249/ 1109V -1•9S• 30111 5.50" 2.88 KDDF ( 625) Hangers attached to the bottom chord 12'- 1.0" -385/ 2134V 0/ OH 5.50" 3.91 KDDF ( 625) will have 1.5" max. nail penetration. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. }COND. 2: Design checked for ••••n,,,,e••••t(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans •• ••VEli'IZCd+L iErb'iiEC'1•I LIM?: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP • ',`,.,'-'``.,''•E•E AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • • L7•DEFL i 0. 4" @ • 4'- 3.7" Allowed = 0.558" • • ••Mi'I•DFJI•i-0.156" @ • 9'- 3.7" Allowed = 0.794" • • • • • • • •SEASQNED LUMBER IN DRY SERVICE CONDITIONS 4-05-07 3-08-15 3-06-15 0-03-12 • • ••• • f f f 4' K MAX HORIZ. LL DEFL = -0.007" @ 11'- 7.5" MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" 12 8.00 V M-1.5x3 5 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, 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, Truss designed for wind loads M-3x6in the plane of the truss only. 3 '-Iut 0 M-3x6 l zCO elf'mv111\1 Nil '. LIIRI 0 1 - 6 6 I o M-5x10 M-3x8 17M-6x6 M-6x8 y +7548 / y y h 4-03-11 3-07-03 4-02-03 '( �D PROFFss. . y 12-01 y c:3, \GIN� #9 ��*9. ti.N-..89200PE c' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - HGIRDBcale: 0.3223 - • ''!�' �J WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON �Je,. 1.Builder and erection contractor should be advised eel General Notes 1.This design b based only upon the parameters sham and Is for an Individual 7774. f7C 47 V V �, "'(/ Truss: HGIRD and Warnings before construction commence. building component.Applicability of design parameters and proper �} 2.2x4compression web Miming mud be Installed where mown+ incorporation of component Is the responsibility of the building designer. //'t 7 i.i Q 3 Additional temporary bracing to Insure eteNlgy tlunng construction 2.Design assumes the top and bottom chords to be laterally braced at �y( t"'F' �. by Is the responsibility of the erector.Additional permanent bracing of 2 ntio. and al l a hinoscrespectively unless braced throughout their length). 1�� continuous sheathing such b acinplywg r.d uiredsheatwhere s own,a drywag(BC). DATE: 5/25/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required shown++ S E K3 2 4 012 5 4.No load should be applied to any component until after all bradng and 4.Installation of Imes Is the responsibility of the respective contractor. 4' fasteners are complete and at no gine should any loads greater than 5.Design assumes trusses are to be used In a nontorresive environment, TRANS I D• LINK design bads be applied to any component. end ere for"dry condition"of use. 5.Compulrus has no control over and assume.no responsibility for the 6.Design assumes Ng bearing at an supports shown.Shim or wedge If EXPIRES. 12/31/2017 2/31/201 7 lebneatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is poWded. May 25,201.li l7-. RG 1 G/ 7L 1I 6.This design is furnished sublad M the limitations set forth by e.Plates shall be located on beth faces of truss,and placed so their center J I 1 TPIMTCA In SCSI,copies of whkh will be furnished upon request. Imes rained.with halm center liner ,r a MiTek USA Inc./Com uTrus Software 7.6.8(114-E I ForaIndicateelcor plate InInches. r r P1 N. Do is Ind cafe Me f pie tlaNnch elves see ESR-1311,ESR-1886(MITek) 1 y l • • a 1 • a a r This design prepared from computer input by r Pacific Lumbrtr and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE ik1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-521) 255 5-6=1-415) 421 5-1=(-872) 324 3-7=(-202) 196 BC: 2x9 KDDF k16BTR SPACED 24.0" O.C. 2-3=(-573) 304 6-7=(-154) 562 1-6=(-164) 600 7-4=(-120) 650 WEBS: 2x4 KDDF STAND; 3-4=(-704) 182 7-8=( -68) 90 6-2=(-119) 191 4-8=(-865) 246 2x4 KDDF #108TR A LOADING 6-3=(-410) 255 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -143/ 997V -424/ 341H 5.50" 1.60 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PIF Ground Snow (Pg) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE '.OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ 13'- 9.4" Allowed = 0.975" MAX TC PANEL TL DEFL = 0.045" @ 9'- 11.0" Allowed = 0.763" 7-01-01 13-03-15 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1' f MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.2" 7-01-01 6-07-06 6-08-09 MAX HORIE. TL DEFL = 0.007" @ 20'- 3.2" f f ' f 12 12 Design conforms to main windforce-resisting 8.00 M-9x9 Q 8.00 system and components and cladding criteria. 4.0" Wind, 140 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 1\6 V 2 ,h( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.4 load duration factor=1.6, End verticale s) a exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x9 i -3x4 1 • M-3x4 4 A 0 co to I N 0 5 * 6 *8 M-1.5x3 M-3x8 0.25" M-1.5x3 M-5x6(S) ,C �t!t1 PRpp� y 7-01-01 y •6-09-02 y 6-06-13 y ~� 61, ` C+� y � 7 t�© . l y • • • 9200PE •zo-os • JOB NAME : NRT FRENCH 5 PLEX WITH STEP - I'S •• •• • .r. '" /'�''e II Scale: 0.1983 1.V t4. WARNINGS: GENERAL NOTES, unless otherwise noted: 7 A_dR EG©A i �. 1.Builder and erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters shown and is ler an individual .�7445 V 11 C1.� 1 V �, Truss: I 1 S anti Warnings before construction commences balding component Appliubllty of design parameters and proper • ••• • • 2.2a4 compression web bracing must be Installed where shown* Incorporation er component Is the reapensi Bty of the building designer. • 1 '_�' 14 Z0 �-1'= 3.Addalenel temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • • • • • • Is the responsibility of the erector.AdtlXbnal permanent bracing of T o.c and al l g'o c respectively unless braced throughout their length by • • res continuous sheathingsuch as d sheaths TC and/or • •• •• •• • •• (••f R I l...\,,: DATE: 5/25/2017 the overall ahuduro lathe reeponsibNhy of the building designer. 3.A Impact bridging or lateral brsdng required where should++ • • ••• • • • SEQ.: K3 2 4 012 6 4.No bad should be applied to any component until ager all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used In a non-oorrosive environment, TRANS I D• LINK design loads be applied to any component. end are for"dry condition"or use. " 5.CompuTrue has no control over and assumes no responsibility let the 6.Design assumes Ng bearing at all supports shown.Shim or wedge II EXPIRES:. 12/31/2017 )/ry )no 7 fabrication,handling,shipment and installation of components. necessary. G 7 (-L f B.This design is furnished subject to the limitations set forth by7.Plates assumes adequate drainage Is provided. •• • • • • g Ir8.Plates inci be located on both Pecos of lrusa,and placed co their center • • • • Flay 25,2. 17 • •• • TPWJICAIn BC51,copies of which will be famished upon request. lines coincide with joint center lice. • • • • •• • • ••• 9.Digits indicate sire of plate In Inches. • • • • • • •• •• • • MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.for baeb connector plate design values see ESR-1311,ESR-18518(Web • a • • • • • • • • • • • • •• • • • • •• •• •• 0 •• • • • • •. •• •• • • • • • • '15his•de Pi rr r ate :rot c uter input b 9 P P P Y Pac ifiF:Lumbeerrand Tt.ts seW. • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" •• 9BC 2015 IMAh•MEMBEAO FORCE! •+WRIDDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99 2-10=(-289) 1949 10- 3=( 0) 266 14- 7=(-992) 168 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-2476) 406 10-11=(-291) 1947 3-11=(-345) 109 7-15=( 0) 301 WEBS: 2x4 KDDF STAND 3- 4=(-2068) 397 12-13=( -4) 20 4-11=(-473) 280 LOADING 4- g=(-2109) 576 4So99=(-235) 1492 42-11=4 0) 98 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5.6 N-14844438 48-15=(•2944 1891 47.13.(-166) 1141 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 4=(-1944) 40e 15.8=(.294 1493.•1- 5•)-769) 1117 TOTAL LOAD = 45.0 PSF 7.8=4-245`) 915 • • • 413- 50(-767) 674 OVERHANGS: 18.0" 18.0" 8.9-S •) 99 • • • • •3- 65(-704) 259 LL = 25 PSF Ground Snow (Pg) • ••• • • ••8.14=(0-31) 480 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'-.Q.0" •.-263 1845X „34,f •7483 5.50" 2.95 KDDF ( 625) 37'4 II.07, .-2.7.7.1841,54, 417 ipOH 5.50" 2.95 KDDF ( 625) • • :ONS. 2: sitnlecte%for Ot(-7 Of) uplift at 24 "oc spacing. •• • •VE•rIOIAL DE•'LECT•ONOLIMISS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed = 1.804" MAX TL DEFL = -0.173" @ 11'- 3.5" Allowed = 2.906" 17-06-15 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.150" T f , MAX TL DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 1' '1' 1' 1' 1' 1' MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" M-6x8 8.00 ' 13.00 6.0" Design conforms to main windforce-resisting 5 47 system and components and cladding criteria. '01! 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, Truss designed for wind loads M-3x4 in the plane of the truss only. M-1.5x3 9 M-5x6(5) M-5x8(S) 0.25" 3 0.25" Aid rn 0 l AMl!!L4flV4moi 13 19 5 0 ,-i M- x6 M-3x8 0.25" M-1.5x3 .M-4x4 ,`\ o M-1.5x3 M-5x6(5) �,� ("R l l y y y y l ��E ("R ,�6O + y y 5-09-04 5-07-04 y 6-02-07 5-09-06 6-07-01 7-00-10 y l ��'\ 3 N E8:" • 63/4,) 1-06 11-02-12 25-09-04 1-06 w y 37-00 y 4 :9200PE r' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - I2 / Scale: 0.1609 MLA. . l,,. WARNINGS: GENERAL NOTES, unlessotherwise noted -7 OREGON fe 1 Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown end is for an Individual j,4-. 41 fl G1.7\,JI V L",(/ Truss: 12 and Warnings before construction commences. building component.Applicability of design parameters and proper s, ,q �0� `� 2.2v4 compression web bracing must be installed where Mown+. incorporation of component is the responsibility of the building designer. ✓t -7 ` 14 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chards to be latently braced at 'fir( ♦ Y Is the respondbilty of the erector.Additional permanent bracing of 2 a c.and at 70'o.c.respectively unleee braced throughout arid/or dryeir length by /��9'16.1:1 '"s"•A i continuous Mging or sten ea plywoodacing re Meet where s owsa drywell(BC). (y rlJ1 IO- DATE: 5/25/2017 me overall structure Is the responsibility of the buiNling designer. 3,b Impact bridging or lateral bracing required where shown++ SEQ. : K32 4 0 12 7 4.No road should be applied to any component unite atter nil bracing and 4.Installation of Imaa is the responaibety of the respective contractor. fasteners are complete and at no time Mould any loads greater than 5.Design aswmae trusses are to be used Ina noncorrosive environment, TRANS ID' LINK design toads be applied teeny component. and are for"dry condEmn"of use. 5.CompuTrus has no control over and assumes no responsibility forme 6.Dnecessary.assures rub bearing at all supports shown.Shim or wedge if EXPIRES: V O I f'1 C .. 1/]/7 JA fl A 7 mbnoefon,handling,shipmentcomponents. C/k�-111( i F/.J 7(.111! caotl Ie litatio corn ts. T.Plates assumes adequate drainage Ioprodded. May 25,2017 6.This design is furnished subject to the limitations set forth by B.Plates attic!be boated on Sup faces of truss,and placed so their center i ' TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with taint center lines. ♦ 4 9.Digits Indicatedisc!plele m inches. MTeUSA,Inc./Com uTrus Software 7.6.8 L}� 10.Forbashconnector plate design values see ESR-1311,ESR-1Bea(MITek) a, i it 1 a a • s • a This design prepared from computer input by 1 r Pacific Lumber and Truss-BC ' ,c A. LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=1 0) 260 11- 5=(-775) 255 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1-2007) 410 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=1 -38) 457 WEBS: 2x4 KDDF STAND; 3- 4=(-2044) 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) 1451 10- 9=( 0) 99 6-13=1 0) 294 LL( 25.0)+DL( 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- 4=1-304) 1078 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 11- 4=(-153) 661 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1643V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed = 1.779" MAX TL DEFL = -0.161" @ 11'- 0.5" Allowed = 2.372" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORED. LL DEFL = -0.047" @ 36'- 0.5" MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" 17-03-15 19-02-01 T T T Design conforms to main windforce-resisting 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 system and components and cladding criteria. f T T T T T T 12 12 Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-6x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.00 71 Q 8.00 load duration factor=1.6, 6.0" Truss designed for wind loads 4 ,,,-.‘ in the plane of the truss only. dw M-3x9 M-1.5x3 M-5x6(5) M-5x6(S) 0.25" 2 0.25" w Yv m ,' eC+_ A/1411) -4x6 m of 1 *M-5x6 M-185x3 <v 9 I_�._ \,:. of 0 o roe ,, 12 13 *'7 M-5°x8 11 M-3x8 0.25" M-1.5x3 0 M-1.5x3 M-5x6(5) J, 5-06-04 y 5-07-04 ) 6-02-07 y 5-09-06 y 6-07-01 y 6-09-10 y �,<C, ° 161 J' 10-11-12 25-06-04 J- • • �" - ' '� 36-06 • • •• ••• •• 4e 9200PE i-- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - I3 •• •• • , - Scale: 0.1628 MO. • II. /� WARNINGS: GENERAL NOTES, unless othensse noted * OREGON ` 1.Builder and erection contractor should be advised of as General Notes 1 This design is based only upon the parameters shown and Is for an Individual • ••• • • y/ �j fl 5.J1�h yv V Truss: 13 and Warnings before conshhudlon commences. building component.Applicability of design parameters and proper f'•/ -w, ((��k4's 2 2e4 compression web bracing must be Installed where shown.. Incorporation or component Is the responsibility of the building designer. • • • • • • • '•,Wel " 2= '"� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at • • • • • • 14V Q+. le the responsibility of the erector.Additional permanent bracing of 2 o.c.and all0 o c.reapectNely unless braced throughout their length by • • • • • • • • t•a... I DATE: 5/25/2017 the a respo structure lathe r alba n l p briars designer.ngcontinuous sheathing such as plywood sheathing(IC)and/or drywaa(BC). • • •• • • • •• j 0+. responsibility o 93.2e!mime bridging or lateral bracing required where shown++ • • ••• • • -. SEQ. : 532 4 012 8 4.No load should be applied to any component until after all bradlg and 4.Installation of truss Is the sibahy of the respective contractor. fasteners are complete end el no time should any loads greater than 5.Design assumes trusses are are to to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied a any component. end are or'dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6 neesign cessary. ease assumes ma bearing at all supporta shown.Shim or wedge If EXPIRES: VPI ry {+. 213.1 JJ]/y pment allation of • 6.This design is furnishedlsubject tothemitations set forth bys B.Plaes7. nassumes shall be locatedon bothequate snage facesis oftruvss,ed.and placed so their enter ••• ••• wtag 25,2p17 • • • ! fell TPIAWCA In SCSI,copies of which WIII be furnished upon request. lines colndde with)mint enter lines. • • • • •• 5 • ••• MiTek USA Inc./Com uTrus Software 7.6. 1 L E s.Diggs Indicate sire of plate In Inches. • • • • • • •• •• • • P8( t o.For Wee connector plate design values see ESR-1311,ESR-1988(MITek) • • • • • • • • • • • • • • •• • • • • •• •• •• 4 •• • • • • •• •• •• 9 • • • • • 'iYhi a.de•ig>♦pnopa•ed•f rail computer input by • • • • Paci•i c•Lumbh•and tills ABC* • • • • •• • • ••• LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" ••• OND. . Desi•n • e• ed fo net(— ) •lift at 24 "oc s•acin•. TC: 2x4 DF 2900F LOAD DURATION INCREASE = 1.15 IBC: 2x9 KDDF #16BTR SPACED 29.0" O.C. CONS. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND Design conforms to main windforce—resisting LOADING •.systelri and compo ents td cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+D • •L( 10.0) ON TOP CHORD = 35.0 PSF • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF ••• :• Vin!:.140 :ph.h'5. •,TCSL=I.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All hts), E•clos d, t.2, Ex B, MWFRS(Dir), • • • • •Fie.yg • �a p. • • • • load•duyition factor=4).6• M-1.504 or equal at non—structural LL = 25 PSF Ground Snow (Pg) • ••• *End veftical(sit will exposed to wind, vertical members (won). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP •• •• • • §,oiej'Trisg design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. • • • • • • • • • bearing wall for entire span UON. • • • • •• ••• ••• • • 17-06-15 19-05-01 • • 4 T • •S ••• • 8-04-08 9-02-07 5-10-01 6-00 7-07 I 1 1 I 1 1' 12 12 e.00 p I(M-9x9 Q 8.00 4.0" 9 4-,( a{ M18HS-5x16(5) 0.25" •X111 M-5x8(S) 0.25"6000V�o � M-9x8��4 (111 1l �\�_�p/IMII-3x5 Alil _�� i�1►.7 0 9o M-4x10110.25" M-3x6 M-1.5x31 �� o M-5x6 M-5x8(S) M-4x6 _ A� rRoC l l l y ,, y <, 0 8-01 9-05-15 6-01-09 5-10-09 7-05-09 G,yNEc 0,-,� G� , 17 1-06 37-00 let• 89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP — IFW ��- � ^• Scale: 0.1989 p� , OREGON�� 'AA WARNINGS: GENERAL NOTES, unless otherMae noted' 1.andBuilder and erection contractor Mould be advised or all General Notes 1.This design is based only upon the parametersr shown and Is for an individual Truss: IFW and Warnings be*rawnslrndloncommences. building component.ponenabllMy of design parameters and proper 4 4 2.284 compression web bracing mull be installed where.hewn.. incorpoDeNgn s of component Is the m chords toy of the building designer. 0 �7 �/4 2- 3 Additional temporary bracing to Insure MOW during construction • 2.Design aawmee the top and bottom chortle to be laterelty braced at fir(/�a/� 1 y,„ry Is Its responsibility of the erector.Additional permanent bracing of T o c end at 1O o.c reepedWely unless braced throughout Meir length by - J "a.,R 1'- y/ • DATE: 5/25/2017 the overall structure is the responsibility of the building designer. 2x imp aces sheathing or such as plywood airedsheathere s ownend/•dryweti(BC). �+•f 1r• a.a impact bridging or lateral bracing required where shown.. SEQ.: K 3 2 4 012 9 4.Ne bad should be applied to any component until alter all bracing and 4.Installation of buss Is the raaponslbUMy of the respective cordrador. fasteners are complete and at no time should any roads greater than 5.Design assumes Misses ere to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"condition"of use. 5.Compu7rus has no control over and assumes no responsibility for Me 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: Cl CCn' '7/ 1/yjo A 7. fabncetion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Rd 25,20`%5 I7�.I p1Lt7 G/ c S 6.This design is furnished subject to the limitations set forth by 8.Plates shall be*noted on both faces of truss,and placed so their center y J 1 WIMITCA In BCSI,copies of whkh will be furnished upon request. lines veins with joint center lines. r r MiTek USA Inc./Com uTrus Software 7.6.81L E I9.FarDigbasic indicate consiznector r plate deign vel r P ( ill.Dorindicate ssof plate design inches. see ESR-7311,ESR-1 g88(MiTek) t !� i e A 1 • • 4 e t This design prepared from computer ipput by r r Panific Lumbar and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" IC OND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. IC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF fit&BTR SPACED 24.0" O.C. OND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND; Design conforms to main windforce-resisting 2x9 KDDF B1&BTR A LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. GON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x9 or equal at non-structural - Truss designed for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 6-04-02 5-08-14 T T T 12 8.00 p M-1.5x3 4 -" i M-3x6 3 AIIIII o gn 2 A1411111 .. 1.0 O os I Ln 5 6 o I M-1.5x3 M-3x6 M-3x4 6-02-06 y 5-10-10 y �C�t.p PRope k 1-06 y 12-01 )- • • �i(•�NGj� 'i�GyN �/ s/Y" • • •• ••• •• `te k.r.. 89200PE �- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - IFWA •• •• • • Scale: 0.3162 .`^. f WARNINGS: GENERAL NOTES, unless othernee noted. Op /'�J"�Nv 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual OREGON W I\ ` Truss: I FWA and Warnings before construction commences, building component.Applicability of design parameters and proper • ••• • • ,r� la,, 2.2a4 compreaaon web bracing must be Installed where shown.. Incorporation of component Is Me recponmbNtiy of the building designer. • • • • • • • • 14 ,© tift "'!". 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be later*bmcotl at • • • • • • (' Is the responmblNty of the ere*.Additional permanent bracing of T o c and at IP ob.respectively unless braced throughout their length by • • • • • • • • R:41- - continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). • • •• • • • •• , DATE: 5/25/2017 the overall structure is the responsibility of the building designer. 3.24 impact bridging or lateral bracing required where shown+v • • ••• • • SEQ.: K 3 2 4 013 0 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the responeibety of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Demon assumes trusses are to be used In a non-corroNva environment, TRANS ID: LINK design hada be applied to any component. and are br"tlry condition"of use. " 5.CompuTrus has no control over and assumes no responsibility for the 6.Designe �eswmes NA bearing at all supports shown.shim or wedge if EXPIRES: V f],i r7 C[+- #n/v]1)f]/i fabri.tion,handling,shipment and Installation of components. ry' C17 If• 1! J /GL 7.Design assumes adequate both Is provided. •• • • • • 6.This design is furnished subject b Me limitations set forth by e.Platen shall be basted on both feces of truss,and placed so their center • • • • lIIlaq 25,2917 • • • • TPPWTGA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • • • • •• • • ••• 9.Digits Indicate size of plate In Inches. • • • • • • •• •• • • MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E to.For back connector plate design values see ESR-1311.ESR-1966(Mack) • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • 'Sis•deligrepr•paltd frog c*hputer input by • • • • Pacific�,umb&land lilts s•BC• • • • • •• • • ••• • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" •• ICOND. * Design •ec•ed folinet(--•ps•) yrlift at 24 "oc spacing. TC: 2x4 KDDF 41SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 41a3TR SPACED 24.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. 1 WEBS: 2x4 NODE STAND; Design conforms to main windforce-resisting 2x4 NODE 41SBTR A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PS?' • • ••sistem•and compotpnts awl cladding criteria. • TC LATERAL SUPPORT 5= 12"OC. U014. DL ON BOTTOM CHORD = 10.0 PS • • •• • • • •• •PSI' • • rind:.190 qph,0h=aj6.3•k TCS,=f•O,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. 000. TOTAL LOAD = 45.0 PSF • • • • (A11•ieifhts), Enclosed, •at.2, Exp.B, MWFRS(Dir), • • • • 1•ad•Iu•tion falkor=•.6,0 M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) • ••• end veltical(s)•t•exp•sed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP •• •• • • liptip•Tr'e•iesign requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • bearing 11 for entire span UON. • • •• ••• ••• • • 7-01-01 13-03-15 • • • T T 1 7-01-01 6-07-06 6-08-09 T f T T 12 12 IIM-4x4 8.50 17 Q 8.05 4.0" 2 ,f,r 14-3x611iii ' P.4b.Z36 I1iIIIIi11I1I78 o 5 M-Sx8 0.25"7 B M-3x5 M-3x5 M-5x6(5) 0 PRQFes �P y y y 1 •5- GIN, r s/ 7-01-01 6-09-02 6-06-13 .50,, ,1i y 20-05 y it C8.9200PE t-- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - IFWB Scale: 0.1908 r ` '"`"-f /yam WARNINGS: GENERAL NOTES, unless otherwtaa noted. ~ OREGON /e,-. I.Builder and erection cantrader Mould be advised of all General Nates 1.This design h based only upon the parameters shown and Is for an Individual OREGON V p., „(/ Truss: IFWB and Warnings before cunelrudbn commence. building component.Applicability of design parameters and proper � � 2Q� �� 2.1x6 compre.len web bracing mug be InNelbtl where shown e Incorporation of component Is tha responsibility of the building designer. ' D14 3 Additional temporary bracing to insure Wbglly during construction 2.Design assumes the top and bosom drorda to Na laterally braced at �l la the responsibility of the erector.Additional permanent bracing of continuous and at hes hin respectively as ply unless braced throughout their length by �R R 1• Y DATE: 5/25/2017 the overall structure lame responsibility Ilnuousehgbrger sueaving re virshee where Mown 11=L tiY of the building designer. 3.b Impact bridging or lateral braving required where Mown�• SEQ.: K3240131 4.Na load should be applied to any component until after all bracing and 4.In Installation of Ism,I.thehresponsibility pots uoyaft sena snort av contractor. faatenereare compete and at no time should any loads greeter then andere sor sthe.trusss ere to b. TRANS ID: LINK design loads be applied to any component S Design assumes full bearing stall supports Mown.Shim or wedge if EXPIRES: nr3 ry} //ryry 0n1A 7 A CompuTrve he no control over and assumes no responslbliy for thenecenary. (I�r�F1j(;3., iG�U 11LW I fabrication,handling.shipment and Inlalalion of components. 7.Design assumes adequate drainage is provided. May 25,20 1 7 e.This design le furnished wbied to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center e , TPI/WICA In SCSI.copies of which ll ba furnished upon request. lines coinefde ith Mint center lines. e e MiTek USA,Inc./Com uTrus Software 7.6.81L E I CMOs indicateetrer platein inches. e r P ( }- 19.For basic1Osind ate leastplate din inches.values see ESR-7371,ESR-1988(MiTek) I A a • a r e a a This design prepared from computer ipput by r i Pacific Lumbryr and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF N1613TR LOAD DURATION INCREASE = 1.15 BC: 2x4 IMF #1&13112 SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=21.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, 14-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span SON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-08-04 0-03-12 T f f 12 B.00 p M-1.5x3 4 3 I u) M-3X424 ' m 411111111 o v�utr-o '� 0 Z 5 6 7 M-3x9 M-1.5x3 1 1 1 1-06 4-00 PR • • n . • •• ••• •• cr. V92OOPE v JOB NAME : NRT FRENCH 5 PLEX WITH STEP - IFWC •• •• • Scale: 0.5193 WARNINGS: GENERAL NOTES, unless on the parameters tr �OREGON 1.Bustler and erection contractor Mould be advised or aN General Nates 1.This design Is based ary upon the paremelers Morin and Is for an individual } Truss: IFWC and Wamin a before conatracbon commences building component.Applicability of parameters and • ••• • • ..46 ry g ppl th o tin poroma proper - 2.254 compreselon web bracing must be Installed where shown. Incorporation of component is the reaponal61111y of the building designer. • • • • • • {/t 3.Additional temporary bracing to Insure Mabiltty during construction 2.Design assumes the by and bottom chords to be laterally braced al • • • • • • ��•• 1"t ,'s Is the responsibility of the erects,Additional permanent bracing of 7 a c and at 10'a.c.respedaey unless braced throughout their length by • • • • • • • • li. j'..,=,Il 4N' DATE: 5�25�2017 Is thethe mall structure is the re sib• of building designer. continuous sheathing such as plywood Meeming(TC)and/or drywag(BC). • • •• • • • • sPo^ y o g g 3.le Impact bridging or lateral bracing required where show)a a • • ••• • SEQ.: K 3 2 4 013 2 4.Na load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. • fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condition"of use. TRANS ID: LINK dellen loads be applied to any component. 6.Design assumes RNbearing atausupports shown.Shim orwedge if EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the necessary, fabrication,handling shipment and installation of components. 7.Design assumes adequate drainage Is provided. •• • gal:25,2017 • •• • 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • • • • • • • TPIIWTCA In SCSI,copies of which nhI be furnished upon request. lines comdde with Rini anter lines. • • • • •• • • ••• 9.Digits Indicate size of plate In Inches. • • • • • • •• •• • • MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1g88(MITek) • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • TRis'be s!gn•pr.aarnd?rot:co�lputer input by Paciti*I.umber•and 1 rieoo 9 • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" •• OC 2015 *IAA MEMBEIS FORCES SWR.DDF/Cq=1.00 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-481) 308 8- 9=(-391) 986 8- 1=(-868) 960 11- 7=(-200) 699 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. 2- 3=( 0) 0 9-10=(-164) 957 1- 9=(-300) 610 7-12=(-872) 329 WEBS: 2x4 KDDF STAND; 2- 5=(-428) 391 10-11=(-216) 539 9- 2=( -76) 107 2x9 KDDF #16BTR A LOADING 9- 5=( 0) 0 :442=(i68) 89 •9- 5=4365) 282 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF •5- =(-5 � 403 • • • •4,l0•(-438) 360 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6..,=(-6 3) 249 a • • • •j0- 6•(-2.10) 234 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 45.0 PSF • • • • • • •6-11•(-2•6) 206 • • • • • • • • • • LL = 25 PSF Ground Snow (Pg) •BEAR•N•• VAX VEIN t•A••lORZ• BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"0C TON. 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" -193/ 966V -909/ 325H 5.50" 1.55 ROOF ( 625) ----------------- LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 5.0" -193/ 9197 0/ OH 5.50" 1.97 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. • ••• ••• ** For hanger specs. - See approved plans 0-0965501 psi 2•Dgpig• �l• ecilpd for not(-7 p•f) uplift at 24 "oc spacing. 4 T'r • • • • • • • • • 6-11-01 0-04-01 13-01-15 • • •4ER'rI64. DiFalipTIOI*LIMIT*: LL=L/290, TL=L/180 'r 'r'r f • • • j1AX•LL jiEFi=•0.040" @ •0'- 3.9" Allowed = 0.975" 6-01-12 0-09-05 6-03-09 6-01-01 li*Tri PAIEL•TL&EFL. 0.•5!6*@ •3'- 2.1" Allowed = 0.659" II SEASONED LUMBER IN DRY SERVICE CONDITIONS I 12 12 MAX HORIZ. LL DEFL = -0.005" @ 20'- 3.2" M-4x6 3 4 "M-6x6 MAX HORIZ. TL DEFL = 0.007" @ 20'- 3.2" 9.00 Q B.00 2 ` Design conforms to main windforoe-resisting ••0144,7 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) a exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 1 6M-3x4 � / 1711H. pM-3x9 A -e 0 . N r-1 1 N O 1 /- iiigoLliihrsimimmimmig.iii -44 8*' 910. 25„ 11 1-112 M-1.5x3 M-3x8 U M-3x4 M-1.5x3 -- M-5x6(S) .t ❑ y 6-00 y2-03-15 y 6-03-09 y 5-09-09 y . ,Cjl taGy E', •`0".61/� 20-05 :9200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - IH1 111, 11'ilie; / _ Scale: 0.2167 r WARNINGS: GENERAL NOTES, Wass otherwise noted ' OREGON t�. 1.Builder and erection contractor should be advised Wall General Notes 1.Ibis design h based only upon the parameters shown and is for an lndlvidual f,� '/, OREGON 1✓I V �(,a,(7 Truss: IH1 andwnnings before construction commences. building component.Applicability of design parameters and proper +"/. Ie1r � �� " 2.2e4 compression web bracing must be installed where shove+. Incorporation of component is the responslbElly or the building designer. -7 7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to Ba laterally braced at ,NS la Is the respunsibipty of the erector.Additional permanent bracing of 2 o c est et 1 d o a resp irdhaly woods braced through df ihelr lengthlengthby ("sR R,.10'. p DATE: 5/25/2017 the oweoverallWm..Wm.. me responsibility aannnwaw,.neetntng swan ea plywood shealnmg(rcl.naror arywal(Bc>. ,(� Ity of Me building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 4 013 3 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses.,to be used in a non-corrosive environment, TRANS ID: LINK desgnloads beapplied toany component. and are for"dry oondnlon"or use. ' 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing et sI supports shown.Shim or wedge If EXPIRES: V D 117 CC' d n I 1 20 7. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. May 25,20011Y 17-.I f1La7 LL! I/c. S.This design Is furnished subject to the limitations s1 fold by 8.Plates shell be located on both faces of truss,and plavad so their center 1 ' TPISVICA in BCSI,copies of which w#I be fumhhed upon request. lines coincide with Joint cent&lines. y g g.Diga indicate size plate in inches. MiTek USA,Inc./Com uTrus Software 7.6.8(10-E 7 For baeloconnector platedvalues se ESR-1311,8013-7589(MiTek) m r a a S e • a 4 This design prepared from computer imput by s r 1 r Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 5-6=(-295) 216 5-2=(-531) 129 9-7=(-278) 158 BC: 2x9 KDDF #103TR SPACED 29.0" O.C. 2-3=(-248) 106 6-7=( -55) 74 2-6=( 0) 199 WEBS: 2x9 KDDF STAND 3-4=(-154) 87 6-3=(-105) 119 LOADING 6-4=(-129) 181 TC LATERAL SUPPORT 24"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. 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" -54/ 518V -96/ 130H 5.50" 0.83 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 POP 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 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" ** For hart ger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.014" @ 2'- 0.0" Allowed = 0.922" 1-11-11 5-03-05 MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" ` ` SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 f 1 MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.3" 12.00 MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" M-9x6 Design conforms to main windforce-resisting 3 system and components and cladding criteria. M-3x4 :mei Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, -./ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), eload duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 z 0, Ipirill111111111o m 4 d, I r 0 I ti T G� AlXi I 507C011 6 7 M-1.5x3 M-3x8 M-1.5x3 y y l 1-08-08 5-06-08 l l ). �B 1-00 7-03 t,0 PRO/ 6Ts • . .• ... .. 4 59200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J1 •• •• _ Scale: 0.5241 al �: WARNINGS: GENERAL NOTES, udeee otherwise noted R Ofy^ 1.Builder and erection contractor should be advised of all General Notes 1.This death Is based only upon the parameters shown and Is for an Individual y• OREGON'©IV V �`(J Truss: J 1and Warnings before construction commences. building component Applicability ••• •bllily of design parameters and proper • (•/ ` 2.2s4 compression web bracing must be instalbd where shown+. incorporation of component k the rosponelbAlty of the bulking designer. • • • • • • • 14j ^•41.. 3 Additional temporary bracing to insure stability during construction 2 assumes asmas the top and bottom chortle to be laterally braced et • • • • • • � Is the responsibility of the erecter.Additional permanent bracing of 2 o I end et 10 a.c.respectively unless braced throughout their length by • • • • • • • / 0- DATE: 5/25/2017 ins overall structure is the responsibility t the building designer. continuous sheathing such as plywood requiredsheatng(TC)and/or drywaA(BC) • • •• • • • • span my og g 3.A Impact bridging or lateral bracing where shown++ • • ••• • • SEQ. : K3 2 4 013 4 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tresses are to be used in a nodi-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"thy condition"oruse. B.CompuTrua has no control over and assumes no responsibility for the a necessary. ease assumes NII bearing at all supports shown.Salm or wedge If EXPIRES: I"1'11 C{s n/r� /A(I 4 7 fabrication.handling,ekpment and Installation of components, ry •• • h3ay�5r2vi • • • ! J 1L:1111 B.This design is furnished subject to the limitations set forth 7.Designassumes adequate ondrainage Is provided. • • • • gay:25,2117 gby B.Plates shall be located on both faces of truss,and placed co their center TPVWTCA In SCSI,copies of which will be furnished upon request. Imes coincide with Joint venter lines. • • • • •• • • ••• 9.Digits Indicate sin of plata In Inches. • • • • • • •• •• • • MiTek USA,lac./CompuTrus Software 7.6.8(1L)-E 18.For basin connector plate design values sea ESR-1311,ESR-1988(MITek) • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • '1}i"le sal perot$cinputer input by • • • • Pap i ?ii=,umber end Al1rjlsail• • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" •• • IIC 219315 .'TAX MEMRER•FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 164 BC: 2x4 KDDF 616BTR SPACED 29.0" 0.0. 2-3=(-248) 133 7-8=( -59) 73 2-7=( 0) 195 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 7-3=(-105) 130 LOADING • • .3.0r(-11-.7) 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 = 95.0 PSF • iiipaiv •MAX VeRT• Mr HOF* •BRG REQUIRED BRG AREA •L0ATDVS •Rg1CTiON• RiEfliCTIONIS •SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) •0'-CIS r -7•/ 5118V -91y•13111 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 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR OO PSF LIVE LOAD. TOP •• •*VERT1tAL D••EI*LECT 2 ZIMI•� TI•LL=L/240, TL=L/1B0 ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. : •• •• !+,'�''X.LL:DEFL =•-0.0 1" @ •1'- 0.0" Allowed = 0.100" • • X• " @ *1'- 0.0" Allowed = 0.133" 3-11-11 3-03-05 • B•P AXIL•7EPI •-0oi4" @ •z'- 0.0" Allowed = 0.922^ 1' 1 Q ` fSEA SEASONED LUMBER IN7 DRY SERVICE.3" dCONDITIONS 1-10-04 2-01-07 3-03-05 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" l 1" 1' 4 MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 Design conforms to main windforce-resisting T '1 system and components and cladding criteria. 12 4 Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. 3 M-3x9 s 1t Adl1 /- ciI Mil NEESSI 6 w6.941 B M-1.5x3 M-1.5x3 M-3x8 1 . b 1-08-08 5-06-08 ,( PR [• � y 1-00 y 7-03 y �S' N 'k... `�% 144 -7 '` ` 89200PE ' r" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J2 ; ,/r ._ Scale: 0.3860 0.="" 4� WARNINGS: GENERAL NOTES, unless otherwise noted: �sy /"kp r Psi 1 Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an Individual r// 4._OREGON ff�1 ,'VV A_ Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 Y+ ,,f 1'a I 2.7x4 compression web bracing moat be Installed where shown 4. Incorporation of component la the responsibility of the building designer. r/ y' 1 4 \ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chorda to be laterally braced at Cl 1 N the responsibility of me erector.Additional permanent bracing of 2'e.c.end at 19'en.ras ply unless braced throughout their length by [-.�R I tw‘'- DATE: 5/25/2017 the overall structure is the rc ellen f the buildingdesigner. continuous sheathing such as plywood required where ern/or drywati(BC). („^ span dy s 9 3.2a Impact bridging or literal bracing required where shown* SEQ. : K3 2 4 0 13 5 4.No wad 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 tunes,are to be used Ina non-corrosive environment, design bads be applied to any component. end are ler"dry condition"of use. TRANS ID: LINK 6.Design assumes fun bearing at all supports shown.Shim or wedge If 5.CompuTrushasnocontroloverrindassumesnoresponsibiliNbrtha rice EXPIRES: 12/3112017 fabrication,handling,shipment and Installation of components- esery. 7.Designassumes adequate enpr ed drainage Is ovided. 8.This design is furnished*Nedect to the Ihnkations set forth by 8.Platestesshall be baled on booth feces of Wss,and plead so their center May 25,2017 1 ' TPb'WI'CA In SCSI,copies of which will be furnished upon request, lines alnade with Joint center Ives. a a 9.Digits indicate sae of plate hashes. MiTek USA,Inc./CompuTrus Software 7.6,8(11)-E le For bask connector plats design values see ESR-1311,ESR-1988(MITek) a r a f • 4 ' a a This design prepared from computer ipput by r r r y Pacific Lumbar and Truss-BC 1; LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-185) 218 6-2=(-531) 185 BC: 2x9 RIDE #1&BTR SPACED 29.0" 0.0. 2-3=(-248) 199 7-8=( -53) 71 2-7=( 0) 195 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 7-3=(-105) 138 LOADING 3-5=(-161) 123 7-5=(-151) 219 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 10,0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 299 BC LATERAL SUPPORT <= 12"OC. U011. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC LION. FOR LL = 25 POE 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 TBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 orequal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" vertical members (uon). 5-11-11 1-03-05 MAX LL DEFL = 0.017" @ 2'- 0.0" Allowed = 0.317" " For hanger specs. - S4e approves plans T f MAX TL DEFL = 0.014" @ 2'- 0.0" Allowed = 0.922" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-10-04 3-10-04 1-06-08 1' 1' 1' '( MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 T TDesign conforms to main windforce-resisting 4 system and components and cladding criteria. 12 12.00 V Wind: 190 mph, h=22.eft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, AgillIllIl End vertical(s) areexposed to wind, Truss designed forwind loads in the plane of the truss only. M-9x6 3 M-3x4 M-3x4i ..1 2 M f J O o Ii M 1 0 f _� e� !!I -1 a 6'''''. 7 v v 8 M-1.5x3 M-1.5x3 M-3x8 y 1-08-08 5-06-08 y PR ope �yy y � ��N '6',0/ 1-00 7-03 _tC • • • ••• • • • • • 4tg39GVVE t'• 00 00,11 00 JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J3 •• •• • .,,. '''e Scale: 0.3175 tt WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON 4 1.Builder and ereoion centraaer should be advised of all General Notes t This design la based only upon the parameters Mown and Is bran individual lJf1C i..l V I n1 s v(/ Truss: J3 and Warnings before construction commence.. building component.Applicability of design parameters end proper • ••• • • '�f'} e'" 2.2v4 compression web bracing must be installed where shown+ Incorporation of component la the responsibility of the bulMing designer, • • • • • • • 'vy"y a {/i 21„r� 3.Additional temporary bracing to Inure stability during construction 2 Design assumes the top and bottom chords to be lalerelty braced at • • • • • • �✓ /a/•�/..�_1"t 2 c.c.and at 10 o e.respectNely unless braced throughout their length by • • • • • • • • 's7/+.p�.,� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aheathing(TC)and/ardrywal(BC) • • •• • • • • LLw.�r"7£ DATE: 5/25/2017 the overall Mructure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ • • ••• • • SEQ. : 3 2 4 013 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Dealgn assumes trusses are to be used Ina noncorrosive environment. TRANS ID• LINK design loads be applied to any component. andareo"dry cendilien'eras.. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes fup bearing at at supporta shown.Shim or wedge If EXPIRES: V O i O CGs. 1 n/(J1/ho 1 7 lebricatlon,handling,shipment end Installation of components. 7. •Design assumes adequate drainage is provided. •• • 4425,2:17-.I RS W • 1! 7 (L 1! 8.This design is furnished cubism to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • • • • TPIANTCA In BCSI.copes of which MI be furnished upon request. tins coincide with joint center lines. • • • • •• • • ••• 9.Digits indicate size o/plate in Inches. • • • • • • •• •• • • MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values we ESR-1311,E5R-1888(MITek) • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • Tin•Iesign4Nprimpar•d irolf co•puter input by • • • • Paci)!ic Sumba•end ?Yllss 3C• • • • • •• • • ••• •LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" •• ••• •Illi 2015• MAX fiEM�:R•ORCES 4WR/DDF/Cq=1.00 •TC: 2x9 KDDF ftl&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 89 2-6=(-230) 350 7-6=( 0) 30 BC: 2x9 KDDF N16BTR SPACED 24.0" 0.C. 2-3=(-920) 283 7-8=(-175) 265 6-3=( 0) 63 WEBS: 2x4 KDDF 1(1013TR; 3-4=(-375) 334 3-8=(-262) 172 2x9 KDDF STAND A LOADING 9-5=(-115) 19 8-4=(-326) 360 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF • • ••• • • • TC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF • • •• • • • •• • • BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF •BEARIN% • 'Pax VERT• •` P 11A HOR' •BRG REQUIRED BRG AREA •LCAATICSS •REACTION P RE�CTIO S 7,SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.7" LL = 25 PSF Ground Snow (Pg) '1.0.- 0.0' -S 4�V -186/••340H• 5.50" 0.72 KDDF ( 625) -7'- -3.0' -203/ 958V 0/ OH 5.50" 0.73 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP •• •IERTICAL DEI•,ECTI.1•5IMT•.•LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • •SAX•LL 111/EE1 =0-0.042" @ i1'- 0.0" Allowed = 0.100" 3-11 4-00-11 • • • •NX•TL.0 EFL =•-0.053" @ it,- 0.0" Allowed = 0.133" ,r ,r f • • •"Axel,'UEE!40c0.03" @ 03'- 9.8" Allowed = 0.317" 5 • • • •lAX•TL FEEL=-0.04.2" @ i3'- 9.8" Allowed = 0.922" -'y •• • .1AX•LL DEFL! -0.16(120'@ •7'- 11.7" Allowed = 0.072" MAX TL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.097" M-1.5x3 SEASONED LUMBER IN DRY SERVICE CONDITIONS rn 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, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), M-3x4 load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed forwind loads �P I o, in the plane of the truss only. 111111 0 m o rw �qFI o z v 0 1 M-3x4 M-A4 4, B M-4x6 M-3x5 y l 1 l 3-09-04 3-00-04 0-05-08 y1-00, 3-07-08 l 4-04-03 y y (. 5 �.619 7-03 0-08-11 <3. V e�'yy �ry pp�")' :9200 E. �, JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J41111) Scale: 0.3099 4 WARNINGS: GENERAL NOTES, unless othenwsenoted �" 1.Builder and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and is for an individual �j OREGON• y�, Truss: J4 and Wamings before construction commences building component Applicability of design parameters end proper {" -✓fes} NN 2.204 compression web bracing must be installed where shown* incorporation of component Is the rope ARtsy of the building dealgner. '�f'L 7 k" 1/1 20 "' 3.Additional temporary bracing to Insure stability during construction 2.De>Ign assumes the top and bottom chords to be laterally braced at V{♦�� 1 r'F �� lathe respanstblNly of the erector.Additional permanent bracing of T o c.and at 10 o.c respectively unless braced throughout Meir length by ' . 4.`s", �` DATE: 5/25/2017 the overall structure Is the responsibility of the building designer, continuous sheathing or each as bracing rewood meedsheatn ere s end/or drywall(BC). H L+ 3.at Invest bridging or lateral bradng required where shown++ SEQ.: K3 2 4 013 7 4.Na load should be applied to any component until after all bracing and 4.Installation of truss b the responsibility of the respedie contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used inc nontorrosie environment, TRANS ID• LINK design loads be applied to any component and are for'dry condition"of use. 5 Com Tw has no control over and assumes no ra Ibil for the 6 necessary. assumes fug bearing at all supports shown.Shim or wedge H pa opens gy ry. E.XPI RES: 12/31/2017 fabrication,handling,shipment and instegatlon of components. 7.Design assumes adequate drainage is provided. May 25,2017 8.Thle design is furnished subject to the limitations eet forth by 8.Plates shall be located on both faces of truss,and placed so their center t t TPINJICA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs Indicate size of plebe in inches. a t MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) I , a t T s • 41 • 11 a This design prepared from computer input by r I Pacific Lumber and Truss-BC A a, LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-6=(-211) 320 7-6=( 0) 30 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-502) 417 7-8=(-160) 243 6-3=( 0) 63 WEBS: 2x4 KDDF AILBTR; 3-4=(-457) 467 3-8=(-258) 172 2x9 KDDF STAND A LOADING 4-5=( -94) 70 8-4=(-458) 369 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 <= 12"OC. UON. TOTAL LOAD = 45.0 POE BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -47/ 459V -212/ 370H 5.50" 0.73 KDDF ( 625) 6'- 9.5" -219/ 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) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,8,51 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design Checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11 5-10-15 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T 1 1 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6 MAX LL DEFL = -0.044" @ 3'- 9.8" Allowed = 0.317" MAX TL DEFL = -0.049" @ 3'- 9.8" Allowed = 0.422" SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL = 0.128" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.140" @ 6'- 9.5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 4 12 Wind: 140 mph, h=25.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. cr M-3x4 3 o 0 10 1 2 0 A�..K17�MF1 • 0 1 M-3x4 ri ot a� '-IM-3k4 B 8 * M-3x5 M-9x6 y_ 1 3 3 �1 3-09-04 3-00-04 0-05-08 ..R .:01 PROAL 7-03 2-06-15 • • •89200PE •c • • •• ••• •• • . JOB NAME : NRT FRENCH 5 PLEX WITH STEP J5 •• •• • F • e Scale: 0.2588 `•ra!!a- •��"d„• Cr WARNINGS: GENERAL NOTES, unless otherwise noted: '�� OREGON til /v 1.Builder and erection cantradar should be advised of all General Nates I.This design is based only upon the parameters shown and is for an individual i‘r. le1111 LC1L��V I V N ".({ Truss: J5 and Warnings before construction commences. building component Applicability of design parameters and proper • ••• • • �j (�A 2 2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the reaponstblltty of the building designer. • •• •• • • • • � 'T {�I + t,}4.1'1�"�+ 2 Design assumes the top end bottom chords to be lateralty braced el • 1•^I' 3.Addttbnal temporary bracing to tenure stability during construction • • * • • • Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10.a.c reapectbely unless braced throughout their length by DATE: 5/25/2017 the overall structure is the responsibility continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). • • • • • • • •• Ir 1 1 `„‘,,.. Hy of the bidding designer. 3.2x Impact bridging or lateral bredng required where shown++ • • •• • • • •• SEQ. : K3 2 4 013 8 4.No bad should be applied to any component until after all bracing and 4.Installation rob •Is the responsibility of the respective contractor. • •• •••••• •• • • fasteners are complete and at no time should any bads greeter then 5.Design assumes trusses are to be used in a nomcorroehe environment, TRANS I D'" LINK design loads be applied to any component, and are for"dry condition"of use. 5,CompuTma has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supporta Mown.Shim or wedge If EXPIRES: 12/31/2617 2 31/A 6 A 7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. •• • 11a:25,2,917 • • ` G/J If Lll l 5.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center • • • • TPI/WMA M SCSI,copies of which will be furnished upon request. lines coincide with jolts center Imes. • • • • •• • • ••• 9.MiTek USA,Inc./CompuTrus Software 7.6.8(1 L6E 10.For lbasits c cotnnectoe sin rpdeplate signvat • • • • • • •• •• • • platedesign values see ESR-1371,ESR-1988(MITek) • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • Tills Rle9Sgn•pripa bd!rot.clnputer input by Pacini.:umbell:and 'rryss-••Bi•• • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.9" •• • • I•C 20155 MAX••EMOER FORCES 9WR/DDF/Cit=1.00 DC: 2x9 KDDF #169TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-220) 328 7-6=( 0) 30 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-429) 353 7-8=(-167) 249 6-3=( 0) 63 WEBS: 2x9 KDDF #1&ETR; 3-4=(-384) 905 3-8=(-262) 176 ' 2x9 KDDF STAND A LOADING • • ••• 4-5=( -65) •31 • 8-4=(-422) 353 • LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE • • •• • • • •• • • BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF • ARI • MAXVoRT0• M74 HORS •BRG REQUIRED BRG AREA L AT HS •RF4OCTiONs REOCTIOIS •SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) •0'-•14 R" -40/ 45WV -195/48•33810 5.50" 0.73 KDDF ( 625) 6'- 9.5" -191/ 965V 0/ OH 5.50" 0.79 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 5.9" -32/ 27V 0/ OH 1.50" 0.09 KDDF ( 625) an For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 014 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ��'�T��`''tI•• 480 • • 000 xr�yIDE FULL BEARING;Jts:2,8,51 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2! FRJ Dicecl�d Sor net(-7 p?f) uplift at 24 "oc spacing. 3-11 4-06-14 T i i• • '�' g• ••'ERC*R, cit PLOCTIOR,LIMITS: LL=L/240, TL=L/180 5 • • • S•I�A�X��•`LL bEPZ =•-U. 2 @ •1'- 0.0" Allowed = 0.100" •• • TMX"1'L SEFL b -0. 31 @ !1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.045" @ 3'- 9.8" Allowed = 0.317" 0 MAX TL DEFL = -0.050" @ 3'- 9.8" Allowed = 0.922" M-1.5x3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9 MAX HORIZ. LL DEFL = 0.132" @ 6'- 9.5" I MAX HORIZ. TL DEFL = 0.144" @ 6'- 9.5" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 177 Wind: 140 mph, h=29.7ft, 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 rn Truss designed for wind loads '� in the plane of the truss only. 4'f 1 0 :IE o-1 M .,.., I': A . O o ed 0 1 M-3x9 `Or o M-33x9 M-4x6 M-3x5 l l l i' 3-09-04 3-00-04 0-05-08 ,p PROF l y > y � Fs 1-0Q, 3-07-08 4-10-06 1 y -'�. r�taGINe" cS'/ ,. . es 7-03 1-02-14 ` V .0. 11 rt` 89200PE • r' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J6 .r /�''"� Scale: 0.2951 a& I ' 1""esei. WARNINGS: GENERAL NOTES, unless othenvise noted. 8=) OR I.Builder and erection contractor should be advised of an General Notes 1.This design Is based me/upon the parameters shown end Is for an individual ,i OREGON V I EGON�1 Truss: J6 and Wammgsbefore construction commences building component Applicability of design parameters and proper 2Q� 2.2x4 compression web bradng must be installed where shown a. Incorporation of component Is the responsibility of the building designer. /l^a Y f A V 4. 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the top end bottom chords to be laterally braced et �J • I W ,may by Is the responsibility of the erector.Additional permanent bracing of 2 contac.inuous and al 1 a hino.crsuch as ply unless sheathing(TC) (TC)a throughout Mak length). f�`.�n t t.1 �� cx I m act sheathing such l b plywood aired lMere shown andlor drywan(BC). L+ DATE: 5/25/2017 the overall Wudure is Me reapansibpfty of the batwing designer. 3.2x Impact bridglrg or lelerolbmdng requlrctl where ++ SEQ. : K3 2 4 013 9 4.No mad 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 mads greater than 5.Design assumes trusses are to M used Ina nonosnoste environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition•of use. 5.CompuTrus has no control over and assumes no responsibility forme 6.DeeUgn�?osumes full bearing at all supports shown.Shim or wedge If EXPIRES: V Q i E}Cfa':: 12131/2017 A/7 fA 714 7 y. fabdcetiun,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. May 2512017-IFIL t7 ILLl7 lL.kJIl 8.This design',furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed se their center 1 TP WJTCA In BCSI,copies of which w51 be furnished upon request. lints calnnae with joint center lines. a; 9.Digits Indicate sire of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1e.For basic connector plate design values see ESR-7311,ES19-1989(MITek) Ni r a s I t • a a This design prepared from computer i-uput by a ra o w Padific Lumbar and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF R1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-231) 350 7-6=1 0) 30 BC: 2x9 KDDF k160TR SPACED 24.0" O.C. 2-3=7-416) 283 7-8=(-176) 266 6-3=( 0) 63 WEBS: 2x9 ROOF STENT R) 3-4=(-370) 334 3-8=7-263) 172 2x9 KDDF STAND A LOADING 9-5=(-110) 14 8-9=(-325) 354 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 <= 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 ROOF ( 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 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11 4-00-03 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" '1 1' ,( MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.317" 5 MAX TL DEFL = -0.092" @ 3'- 9.8" Allowed = 0.422" MAX LL DEFL = -0.001" @ 7'- 11.2" Allowed = 0.068" M-1.5x3 MAX TL DEFL = -0.002" @ 7'- 11.2" Allowed = 0.091" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 a MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" MAX HORIE. TL DEFL = 0.120" @ 6'- 9.5" 12 Design conforms to main windforce-resisting 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), M-3x4 load duration factor=l.6, 3 End vertical(s) areexposed to wind, Truss designed for wind loads �f o in the plane of the truss only. I O t A . 11 i oD m 0 ut 211 .3"1111 0 co I OFit M-3x4 I ost o M-3L4 '• M-4x6 M-3x5 J• l )' 3-09-04 3-00-04 0-05-08 y1-00,i• 3-07-08 b 4-03-11 y y ��,. '�,` � p�c5'sf 7-03 0-08-03 • • 'C.•*`~ /rygypp (, • • •• ••• •• �' 2OOl"E c • • • • • • JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J7 •• •• • •.,, • �, Scale: 0.3062 WARNINGS: GENERAL NOTES, unless othervAee noted: wQf']f=/'�,/"\RI /e� 1.Builder and erection contractor should be advised Mil General Notes 1.This design Ie based only upon the parameters shown and la for an individual OREGON V tl "tJ Truss: J7 and Warnings before construction commences building component.Applicability of design parameters and proper • ••• • • t4 As 2.2x4 compression web bracing must be installed where shown.. Incerporsllon of component Is the responsibility of the building designer. • ' • • • • • • N. f p� �} 3.Additional temporary bracing to Insure st bIbS duringee etru tion 2 Design assumes Me top end bottom chords to be laterally braced at • a • • • • a/ jjj��...aaa...,,,___��1 Is the responstblFty of the erector.Additional permanent bracing of 2 o c.and at 10'c.c reapectMeN unless braced throughout their length by • • • • • • • • �� DATE: 5/25/2017 Ihe overall structure lathe responsibility f the permanent designer. continuous sheathing such as plywood sheething(TC)and/or drywell(BC). • • •• • • • • epon ty o g 9 3.2x Impact bridging or lateral bracing required where shown•• • • ••• • • SEQ. : K3240140 4.No road should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and.rsfar"dryconanhnarase. 5.CompuTmahas nocontrol over and eawmesnoresponsibility for the 6 Design cssumesNUbearingatallsupportsshown.Shimorwedgeif EXPIRES.°. 12/31/2017 fabrication,handing.shipment and installation of components. 7.Design assumes adequate drainage is prodded. •• • �* • • • ' 6.This design is furnished subled to Inc limitations set forth by 6.Plates shall be heated en beth feces of truss.and placed so their center • • • • I W al 25,2017 • •• •• TPIIWICA in SCSI,copies of which wail be Nmiehed upon request. lines coincide with joint center lines. • • • • •• • • ••• 9. Incate sinin inches. MiTek USA,Inc/CompuTrus Software 7.6.8(1L)-E 10.Fogs its be No connectorllaite design value.see ESR-1311,ESR-7888 MITek ate • • • • • • •• •• • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • TYIis•de9lgn•prdpa>abd troll cdhputer input by • • • • Pacific Z,umba••and fr�ss--B • • • • •• • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" •• • • II•C 20150 MAX(BERBER t'ORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF ftl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-138) 189 3-5=(-476) 980 BC: 2x4 KDDF 1{1&HTR SPACED 24.0" O.C. 2-3=(-463) 424 WEBS: 2x4 KDDF 111&BTR 3-4=(-110) 14 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 • IEARI • • • • VE NT. • HOP* •BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF •Z CATI S •'REACT ON,S RFIFTI(361S •SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 8.1" • - 0" 453/• 461i -1704 316H •5.50" 0.74 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) •7'-.4@i' -14/ 44V •/•• 08* 5.50" 0.77 REEF ( 625) *+ For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIVE LOAD AT LOCAT ION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 •• ••1AX I•. DEFL IL -0.S2• @•91•- 0.0" Allowed = 0.100" 7-11-02 • • • tioAX•TL 3Ebt =0-0.OS3" @ •1'- 0.0" Allowed = 0.133" • • • ilIAX•LLS3EFF •-0.0 1" @ •7'- 11.1" Allowed = 0.068" 4 • • • X•-1"1. EE ."=;-0.0 " @ '7'- 11.1" Allowed = 0.090" -/ •MA, T PDlEL:LL 3E .---'0.•5 6� @ •3'- 4.3" Allowed = 0.613" MAX T PANEL TL DEFL = -0.600" @ 3'- 8.2" Allowed = 0.919" M-1.5x3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = 0.002" @ 6'- 11.2" MAX HORIZ. TL DEFL = 0.002" @ 6'- 11.2" 1 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 V (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 in the plane of the truss only. us O O co O In ,OMI -111 i = 5 o 1 M-3x4 M-1.5x3 tp PROF 89200f E c JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J8 .r Scale: 0.3840 giiiIIP ' _.wag . cr WARNINGS: GENERAL NOTES, unless othenMsenoted s OREGON to I.Builder and erection contractor Mould be advised Ma General Notes 7.This design Is based only upon the parameters shown end h for en individual J� Truss: J8 and Warnings before construction commences. building component.Applbeblllly of design parameters and proper s at �� 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility at the building designer. ‹� "7 1` 4 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced el 1 , ,;/S) Is the responsibility of the erector.Atlditie I permanent bracing of 2 s.<.and at 10 o c.reepectNely unless brewed throughout their length by ilei rR R.1 V+ }y DATE: 5/25/2017 the overall structure is the responsibility f the building designer. continuous sheathing such as plywood Mee where)ownand/.drywau(BC). ,NW 1✓ elle^ NY o 9 g 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K3 2 4 0 14 1 4.No bad ahome be applied to any component until after at bracing and 4.installation of Muss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loadsgreater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component and are for'dry condition"of use. 5.CompnTrus has no control over and assumes no responsibility for the 6 De ace®�rysumes NI bearing at all supporta drawn.Shim or wedge If EXPIRES: V O'C3 LLs.' i/]/ 1 R1!7 fabrication,handing.shipment and installation of components. 7.Design assumes adequate drainage is provided. May 25,2017 f1 L43 lGf i ll1/ 6.This design b furnished subject la the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IYI :J TPFCA in SCSI,copies of which w61 be furnished upon request. linea colndpe with joint cancer linea. t LWMiTek USA,Inc./CompuTrus Software 7.6.8(IL}E 10.For bas9.Digits o connectosize rpR etre inches. values ) " .0 t p sign vebea see ESR-7311,ESR-1988(MiTek) a e e ' il a • • This design prepared from computer iraput by 1 i Palific Lumbar and Truss-BC m LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.0D TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-186) 176 3-5=(-210) 222 BC: 2x4 KDDF #16BTR 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 PSE 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" -117/ 435V -45/ 126H 5.50" 0.70 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 7'- 3.0" -17/ 139V 0/ OH 5.50" 0.22 RODE ( 625) " For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX TC PANEL LL DEFL = 0.007" @ 1'- 4.0" Allowed = 0.226" 1' 1' MAX BC PANEL TL DEFL = -0.063" @ 3'- 8.6" Allowed = 0.415" 4SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 6'- 11.6" 12 MAX HORIZ. TL DEFL = -0.002" @ 6'- 11.6" 12.00 7 Design conforms to main windforce-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), load duration factor=1.6, 4%, Truss designed for wind loads in the plane of the truss only. 0 v m f o i Allikillikilliklh.. PljIIIIIIIIIIIIIIIIIIIIIIIIIIIII no o r1 0 5 M-3x4 M-1.5x3 1 1 1 1-00 7-03 • . c7,' • 'jam •. ... •. •892OOPE . r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J9 •• •• • • 4. -"0 0:1e7, Scale: 0.5765 an ift WARNINOS: GENERAL NOTES, unless otheroise noted' r Oy'] (�/"�R I 4.0 1.Builder and erection contredar should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �j fl 1.7 LJ1`V y� . Truss: J9 and Warnings before construction commences building component Applicability of design parameters and proper • ••• • • j�jy N 2 244 compression web bradng must be batalled where shown+. Incorporation of component 1,the responsibility of the bulking designer. • 14 12.0 ,. r" 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the tap and bottom Mord,to be laterally braced at • • • • • • {",l Is me responsiDllity of the erector.Additional permanent bracing of 2 c.c.and at l0 o.c.respectively unless braced throughout their length by • • • • • • • • R'*ypy R,1�{ 1�J DATE: 5/25/2017 the overall structure Is the responsibility of the building designer. 2x Imp continuous sheathing such as breeds replywood uir a where s own+and/or tlrywal(BC). • • •• • • • •• 5✓ 3.i a Impact bridging or lateral braang required respective e shown contractor.a • • ••• • • SEQ. : K3240142 4.Noloadseldbeappliatltalescomponentuntyalleyageradnhantl 5.Design ea rrestrlateseralobeuseoftherespectiveviron fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-conoaNs environment, TRANS I D• LINK design loads be applied to any component. end are for"dry condition.'of use. 5.compuTrua hes no control over and sesame,no responsiblley for the S.Design assumes run bearing at al supports mown.Shim or wedge i/ EXP 1 RES:` 1 2/31(2017 fabrication,handling.shipment and Installation of components. wry' /RI`.111L t.3. f 1_/J (Lll •• 7.Design assumes adequate drainage Is eprovided. • a j 25,2V 17 •• •• •• B.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center • • • • • • • TPI/YWCA In BCSI,copies of which v411 be furnished upon request. lines coincide with joint center lines. • • • • •• • • ••• 9.Digits Indicate size of plata In Inches. • • • • • • •• •• • • Mil-ek USA,Inc./CompuTrus Software 7.6.8(11_)-E to.For basic connector plate design values see ESR-1311,ESR-1988(Weld • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • 1Ris•deiigrrprIparLd trot c&puter input by Pacitictumb :and II os:Bi: • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.0" •• • • I•C 20150 MAX•IEMIER•'ORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 45 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-56) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING ••� •• BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP ••L ARID, PfAX V EiT M7�•HOI16••BRG REQUIRED BM AREA DL ON BOTTOM CHORD = 10.0 PSF •• ATI�yR'.�S • j�EAC ON: • iF�CT IQ NS •SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" 12 TOTAL LOAD = 45.0 PSF • Q'_ Q.0" �6S/ 91Y -9/4 3•TH •5.50" 0.97 KDDF ( 625) 7.00 • 1 "111#YV••"3" 6614 •28) 0/ •H •5.50" 0.09 EDIT ( 625) LL = 25 PSF Ground Snow (Pg) •1'-•4." -24/ 21PV •A/• 01• 1.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [PROVIDE FULL BEARING;Jts:2,4,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [GOND. 2: Design checked fort -7 psf) uplift at 24 "oc spacing. [ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP •• •• • • 4100 000 • • • FL:TI0II@IT• LL= / 90 B AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • SiIAX LLpE O =I090Allowed = 0.075" • • ••tAX01•.81DEEL860-0.011" @ •0'- -9.0" Allowed = 0.100" •MIM[ TO PLIWEL•LLS E8 =10-0.051" @ •0'- 9.2" Allowed = 0.056" /AR TO PIRJEL•TL•DEFL•• -0 e51• @ •0'- 9.2" Allowed = 0.084" SEASONED LUMBER IN DRY SERVICE CONDITIONS • 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: 140 mph, h=19.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. , 0fNO PAPiriiO 1O r.- 1 2►iii00011111!!!1111111 -/ r ' J. l y \� !`�Ca l(V �. 0-09 1-04 c ' �� V ,17 4 89200PE t' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - L1 1,,� s'' ,......„-------- Scale: 1.1455 � . 47 WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON /a, 1.Builder and eredlon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual frit Ct.71.Jt`9 "K/ Truss: Ll and Warnings before construction commences. building component.Applicability of design parameters and proper �� 2.2s4 compression web bredng must be Installed where shown+ Incorporation of component Is the responsibility of the building designer. p' % 1,:i y 14 V , 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at /�a/� �V.+.. is the responsibility of the erector.Additional permanent bracing of m�in and at i O hino.crespectively unless braced and/or their dry length by ,-�.. ..`R I1-‘,- DATE: 5/25/2017 the overall structure Is Me responsibility f the bulidin de Impact sheathing such as acing rplywooequired uiredsheathing(TC)eres and/or dryweN(BC). 7y N fty o g signer. 3.2a Impact bridglrg or lateral bracing requlrotl where Mown++ SEQ.: K 3 2 4 014 3 4.No load should be applied to any component until after all bracing and 4.Installation of hose Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes vases are to be used Ina noncorrosive environment, I TRANS ID. LINK design loads be applied to any component. and are for"dry condition"euse. 5.CompuTnn has no control over and assumes no responsibility for the 6.Design C9 assumes/up bearing al all supporta shown.Shim or wedge if EXPIRES: V D I II CC•. 1 n/ 1/ri1 fi 1 7 fabrication,handling,shipment end Installation of components. 1.Design assumes adequate drainage is provided. May 25,20111 l7-IflLti3 lGl. I Ill i 6.This design Is furnished sub)ed to the limitations sat forth by e.Plates shall be located on both faces of!MSS.end placed so their center L TPWdTCA In BEM,copies of which will be tumished upon request. lines coincide with Joint center lines. it t 9.Digits indicate sine of plata In Inches. ' MiTek USA,Ino./CompuTrus Software 7.6.8(10-E to.For bash connector plate design values see ESR-7371.ESR-1g88(MiTek) 'a. 4 e e a a_ s a a This design prepared from computer input by r i m a Padific Lumbar and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 45 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-52) 24 TC LATERAL SUPPORT 0= 12"00. VON. LOADING BC LATERAL SUPPORT G= 12"OC. VON. 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) 1'- 10.9" -25/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF 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 __ IrROVIDE FULL BEAAING)Jts:2,3,9, 'PROVIDE REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 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/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" 1' '1 MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX BC PANEL LL DEFL = 0.001" @ 1'- 1.7" Allowed = 0.071" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dis), 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o 0 u> .±i o MN oI 1 00:31 110004 -/ M-3x4 J. J. l 0-09 2-04 <tiv o PROpe., • • A.• • .x, . ., ..• .. : •• • • • • •• •• •• • • • • • • TRis•leslign•pr arIld irons cputer input by • • • • Paci Ric%umbel nd 'lir:ss IN;• • • • • •• • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" •• • •IBr: 20150 MAX REMIBWR•ORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 45 2-4=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-55) 29 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 :MAT r[22( V R� MA:41OR ••BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF •I;L ATI(1•py • •$$FACT ON • CTIOIS •SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 45.0 PSF • 0'- 0.0" •41S/ 63 -15/• 5oH •5.50" 0.42 KDDF ( 625) 12 • 2 - 1613" 4,-24 .24th 0/• IN •5.50" 0.04 ROOF ( 625) LL = 25 POE Ground Snow (Pg) •2'- •4•gIr -26/ °•V •/•• Ot• 1.50" 0.09 KDDF ( 625) 7.00 I . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,4,3 I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net( 7 f uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ••• ••• • • ••• �• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • j'EROICIa, Dr F1•LIMIT•) LL=12/290, TL=L/180 • • • GIAX•LL•1EFL =GPO ..001" @ •0'- -9.0" Allowed = 0.075" • • •SAXSls•EFS O•-0.OS1" @ •0'- -9.0" Allowed = 0.100" •MAR Tel PASEL•LL•EFS=IR0.D2" @ •1'- 5.3" Allowed = 0.134" PIRG T(•PASEL TL•EFL! -0.!S2.@ •I'- 5.3" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = -0.000" @ 2'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 3.2" Design conforms to main windforce-resisting system and components and cladding criteria. 1 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=1.6, 2 Truss designed for wind loads I in the plane of the truss only. 0 o oi f- 1 limp„..-.61_.............40 �'4 "� M-3x4 J, y y "� ,0 PR dxt 0-09 2-04 CJ� (-INEp,0.0144 0-09 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - L2J2 ,� ��, --.,,. Scale: 1.0110 i`lam . WARNINGS: GENERAL NOTES, unless athen,eenoted: •e et- OREGON 1.Builder end erection contractor should be advised well General Notes i Thle design Is based only upon the parameters shown and is Mr an Individual 7.J 1\ \.. Truss: L2J2 and Warnings before construction commences. building componentApplicability of design parameters end proper L 2.2x4 compression web bracing must be Installed where shown tIncorporation of component Is the responsibility of the building designer. e' ) 7 14. 2_c 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at V °# 4 lathe responsibility of the erector.Atldttlon°I permanent bracing of c o c,and at ea o.ohin respectively ply unless braced throughout Maly length). R I�\ DATE: 5/25/2017 the overall structure Is the responsibility of building designer. continuous sheathing such as plywood Meathing(TC)end/or drywaR(BC). - Wo^ iy o g g 3.20 Impact bndging or lateral bracing required where shown rhe SEQ.: K3 2 4 014 5 4.No load should be applied to any component until after all bracing ng and 4.Installation of truss a the responsibility respective contractor. fasteners are complete and at no time should any loads greater than S.Design essumea trusses are to be used in a non-corrosive environment, design loads be applied to any component, end are for'dry condition"of use. TRANS ID: LINK 6.Des full atshown.Shimorwed wedge 5.CompuTrus has no control over and assumes no responsibility ler the necessary.9n assume• g ag EXP I RE 12/31/201? fabrication.handling,shipment and installation of components. 7.Design aumes adequate drainage is provided. May 25,2017 6.This deign is furnished subject to the Ilmltallons set forth by B.Plates shall be located on both faces of truss,and placed ea their center t TPIWICA In SCSI.copes or which will be furnished upon request. line coin**with Mint cent*lines. 9.Digits indicate size of piste In Inches. ? a MITek USA,Ino./CompuTrus Software 7.6.8(112)-E 19.For basic connector plele design values see ESR-1317,ESR-1986(Welt) -a r e s A a A' , a a a This design prepared from computer input by , r *z Pabific Lumbtr and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1613TR LOAD DURATION INCREASE = 1.15 1-2=( -6) 45 2-4=(0) 0 BC: 2x9 KDDF 916BTR SPACED 24.0" O.C. 2-3=(-51) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 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" -45/ 260V -13/ 48H 5.50" 0.92 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 (DIF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:2,9,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'C p,OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" f I MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.106" 12 MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind, 140 mph, h=19.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. .111) � o o o 1 0011 0 0, 0 ti o 0 M-3x4 ), l b 0-09 2-00 • 4. y • • •• ••• •• ' :9200PE r' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - L2SJ1 •• •• . Scale: 0.7154 4114!!!5L9.9 1110 /�... WARNINGS: GENERAL NOTES, unless othendse noted '� '' Vr t.Builder and erection contractor should be advised ofaAGeneralNotes 1.This designisbasedonlyupontheparametersshownandisforanIndividual OREGON Truss: L2SJ1 • s, and Warnings before construction commences. building component.Applkebllky of design parameters and proper • ••• • • �r k 2.2x4 compression web bracing must be Installed where shown« incorporation of component is the responsibility of the building designer, • • • • • • • • O k "'� 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at • • 4 Is the responsibility of the erector.Additional permanent bracing of 2 c c and at 10/o.c.respectlely unless braced throughout their length by • • • • • • • • * �` DATE: 5/25/2017 the overall structure la he responsibility 1 the building designer. continuous eheatMng such as plywood sheathing(IC)and/or tlrywall(BC). • • •• • • • • 1s spo^ dy o g g 3.2x Impact bridging or lateral bracing required where shown«« • • ••• • SEQ. : K3 2 4 0 14 6 4.No load should be applied to any component until after all bracing and 4.installation of was is he 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 ID: LINK design toads be applied to any component. and ensfordrycondEor or 5.CompuTms has no control over and assumes no responsibility ler the 6 Design assumes fug bearing et all suppose shown.Shim or wedge If EXPIRES: R C[f. 17(r� /ry/y 7. fsbrioatlon,handling,shipment and installation of components. emery' ll l� RLt3 Lfil Lill with •• • e.This design Is lurmshed subject to the Ilmkallane set lash b 7.Design assumes adequate drainage is provided. • • • Y 8.Plates shall badlatlonbothfaeetoflmas,antlpleoedwhelrcemer • • • • Iia 25,2 • TP WJfCA In SCSI,copies of which MAI be furnished upon request. lines coincide with joint center lines. • • 5 • •• • •• • • ••• 9.Digits indicate size of plate In inches. • • • • • • •• •• • • MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • TSis Welkgn•pr/palEd Oro,cOhputer input by • • • • Paci Pic.umbAL•and "Ass IBC• • • • • •• • • ••• • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" •• ••• • • I%C 20150 MAX•EM•ER'FORCES 9WR/DDF/Cq=1.00 TC: 204 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. 2-3=(-79) 67 WEBS: 2x9 KDDF STAND 3-4=( -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. CON. DL ON BOTTOM CHORD = 10.0 PSF • *ARID• • RT. • 910 •BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF ItOCATIAS • EAC • ON CTI S •SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0'• • P- (r 0" :4 ♦ 11 -22• H •5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ••S'-•C w' _71/ 256/V I/•• 01• 5.50" 0.90 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "0c spacing. REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1 0 P S F LIVE LOAD. TOP •• ••SAX IL DEFL t 0.1520 @••1•- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • 1110AX•TL CERA =5-0.0.3" @ Si'- 0.0" Allowed = 0.133" •MAR TO P/RAEL•LL UEFL =•0.0.7" @ •3'- 1.3" Allowed = 0.315" •Mic TC S/lEL•7 S2EEZ S -0.013" @ •2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 • • • • • • ••S'EASO ED LUMBER IN DRY SERVICE CONDITIONS f f f • 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.00 = MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights),Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, End Vertical(s) are exposed to wind, Truss designed for wind loads IL in the plane of the truss only. in N O N ti in ilrifill1 2102N 10.02015 0 M-3x4 M-1.5x3 5-05-04 0-03-12 l 1 l 1-00 5-09 4�P D PR CJF�r4 ca �NCyINECcR /�2� zr 4..-•.•89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - P1 Scale: 0.6079 .;,, ,,., ' •-.•� tr WARNINGS: GENERAL NOTES, unless othenNse noted: OREGON /i I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en Individual OREGON A V "rV Truss: P1 and Warnings before construction commence. bolding component Appliceblliy of design parameters and proper ,.}'A' (�A 2.2a4 compression web bredng must be Installed where shown t incorporation of component Is the responelbgity of the building designer. �r "7/` i A ZV` `-'{" 3.Additional temporary bracing to hears stability during construction 2 Design rummest*tap and bottom chorda to be IeleralM braced et A`Y ,,.5 vi.,* is the responsibility of the erector.Addflionel permanent bracing of conte and t 1 sheathing hin respectively ply woods bread(TC)and/or their length). 414iFiR 41- 'Y�/f DATE: 5/25/2017 the overall structure Is the responsibility of the building designer. tenuous gIngr such as plywood required w,5,5 s end/a arywafl(BC). 3.2c Impact bdtlghig w lateral bracing where Macon� SEQ.: 1<324 014 9 4.No load should be applied to any component until after all bredng and 4.Installation of truss lathe responsibility of the respective contractor. fasteners ars complete and at no time should any roads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the S Design Ines full bearing at to supports Mown.Shim or wedge H EXPIRES: 1 2/31/2017 fabrication,handling,element and installation of components. 7.Design assumes adequate drainage is provided. May A.ay 2G2OA S.Told design b famished abject to the limitations set forth by S,Plates shell be located on both faces of Puss,and placed so their center J J I r ' TPIAyTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. C 9.Digits indicate size of pate in Inches. e MITek USA,Int./CompuTruS Software 7.6.13(11)-E 10.For basic connector pate design values see ESR-1311,ESR-1 S88(MITek) a. r s 1 0 • , R • This design prepared from computer input by 1 r , s PaPsific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-29) 33 3-5=(-158) 109 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 2-3=(-65) 46 WEBS: 2x4 KDDF STAND 3-4=( -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 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 372V -18/ 57H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 9.0" -31/ 204V 0/ OH 5.50" 0.33 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL N.OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = 0.244" MAX TC PANEL TL DEFL = -0.027" @ 2'- 5.1" Allowed = 0.366" 4-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 4.00 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 4 End vertical(s) are exposed to wind, 3 Truss designed for wind loads 1n the plane of the truss only. N 1 I 0 i u • r✓1 fl ILI 0 2I Mill Ls -, . ii.1M-3x4 M-1.5x3 4-05-04 0-03-12 1 1 1 1-00 4-09 • • ;� • �9 JOB NAME : NRT FRENCH 5 PLEX WITH STEP - P2 •• •• • • •� Scale: 0.6189 V p . WARNINGS: GENERAL NOTES, unless otherwise noted, OREGON i . 7 Builder and erection contractor should be advised of all General Notes 1.Ibis design Is based only upon the parameters shown and is for an Individual �f (l 1.7 1NV Ay.Truss: P2 and Warnings before construction commences. building component.Applleabllky of design parameters and proper ••• ••• ••• ••• W •t 2 2a4 compression web bracing must be Installed where shown t. Irrcorporatlon of component Is the responsibility of the building designer. • A..4 {�{ �" 3 Atlddbnal temporary bracing to Insure stability during construction 2 Dear assumes the top and bottom chords to be laterally braced at • • • • • • 1"7', Is the responsibility of the erector.Additional permanent bracing of 2c.c and at 10 o.c respectively unless braced throughout their length by • • • • • • • • DATE: 5/25/2017 the overall structure h the responsibility.Adf the breath designer. continuous sheathing such as plywood sheathing(TC)and/or dtywaa(BG). • • •• • • • • 44-0410- DATE: e g B 3.214 Impact bridging or literal bracing required where shown t a • • ••• • • SEQ. : K3 2 4 015 0 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and al no time should any mads greater than B.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. end are for"dry condition"et use 5.CumpuIrua has rte control over and assumes no responsibility for the 6 Detteeassumes NII bearing at al supports shown.Shim or wedge If EXPIRES:. 4 n Jry JI'y/1 3 y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ••• ••• �aI 25,4)17 • • • I C J J L�l / 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on bath faces of truss,and placed so their center • • • TPIMRCA In BCSI,copies of which will be Nmished upon request. lines coincide with fount center lines. • • • • •• • • ••• 9.MiTek USA.Ina./CompuTrus Software 7.6.8(1L(-E 10.For ibaslts o connectocate sin rplate design values see ESR-1311,ESR-1888 ITak plate in inches. • • • • • • •• •• • • P fid ) • • • • • • • • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • '•tiSide•ig A prepa•ed•kr& csmputer input by • • •• • Pac it• •:Umber•and�' ISs.PC: • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 5'— 9.0" • ••• FOND .S •Design •ttemked fol•net(—•pf) •plift at 24 "oc spacing. 1 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 8166TR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LONDIOG Win*Oleg mp•, h=20.1f•, TCDI.6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 10.0 PSF • • BC LATERAL SUPPORT <= 12"OC. NON. DL ON BOTTOM CHORD = 10.0 PSF • • •• • (All•Fie.>Zjhts), E*caiostd,*at.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF • • • •loed•duibtien factor=•*6 P • • • • End ler Lfcal(s)ire eotd to wind, • • • • Teusf deg igned r wi}}}}RR�rrrd ads M-1.5x4 or equal at non—structural LL = 25 PSF Ground Snow (Pg) • ••• •• • • • vertical members (uon). rn the plana o1• he truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP •• •• • • *we, tr•• AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. • • • • •• ••• ••• • • 5-05-04 0-03-12 • • f T 1' • • ••• • 12 4.00 D M-1.5x3 1ii4 N O —.A111111111111111111111111111111111111ul N 2 N f rn 1MI A 0 5 6 M-3x4 M-1.5x3 1-00 5-09 4.'1' PRQFFSA1 4,1 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - PGE �''.7 Scale: 0.6454 I.. WARNINGS: GENERAL NOTES, unless otherwise noted: "P!„, ty f'l C]1�.�/'tiKl f�, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7 1J•f7L V V qv... "'V Truss: PGE and Warnings before conetmtmn commences building component.Applicability of design parameters end proper ,+} �L'� 2.2s4 compression web bracing must be installed where shown* Incorporation or component is the responsibility of me builang designer. ' "5 "7 y"" f A 2O` +4 S.Additional temporary bracing to Insure stebility during construction 2.Design somas the lop end botivm chortle to be laterally braced at fie(��j {4w is the responsibility of the erector.Additional permanent bracing of I o o and at tO o.n(such as ply unless braced throughout their length by -•Y' . �� DATE: 5/25/2017 Ins overall amine Is the re NeAI rine buildingdeal ner. continuous sheathing or weh as plywood Mee where and/or tlrywaA(BC). rill Won ty o g 8.2s impact bridging or lateral bracing required where Mown+ SEQ.: K3 2 4 0151 4.No load Mould be applied to any component until after all bracing and 4.Installation album is the responsibility of the respective contractor. fasteners are oemplete and at no time should any loads greater than B.Design assumes susses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CempuTrus has no control over and assumes no responsibility for the 8.Design ry g assumes WA bearing at all supports Mown.Shim or sedge If EXPIRES:°. 12/31/2017 fabrlution,handling,shipment and Installation of components. 8.Design haassumes badeduone drainage is Ices,e n May 25,2017 B.This design is furnished sublet to the limitations set form by 8.Plates shag be located on both faces of was.and plead so their center I TP WJICA m mM SCSI.copies of wwill be furnished upon request. lines coirsede with joint center Anes. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L E 9.Digits Indicate ens of plate In Inches.valt P ( )• 1.For tsskcate sive plate design nvalues see ESR•1311,ESR-1 g88(MITek) t n 0— s • r • a t This design prepared from computer ihput by a Pacific Lumbbr and Truss-BC r , .q: y, LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-211) 114 4-2=(-309) 48 BC: 2x4 NODE k1&BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=(-157) 290 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. RON. 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" -19/ 328V -76/ 141H 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.3" -102/ 74V 0/ OH 5.50" 0.12 RODE' ( 625) LL = 25 POP Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ OH 1.50" 0.10 RIDE ( 625) 1-11-11 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:4,5,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. / 1 f (GOND. 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/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" 12.00� MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.137" MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.206" 3 -,, SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, 0 End vertical(s) are exposed to wind, 2 .-I Truss designed for wind loads in the plane of the truss only. F i4\44,... i 1 o MIL. 4/.. �f - 4�� 5 M-1.5x3 M-1.5x3 1 1 1 1-00 2-00 s \ �� c.5' • C$g (c.,,,t..80011 NES,,,' /dam . . .. ... .: •89200PE c- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - SJ1 •• •• • /'�-�'-- ' Scale: 0.6309 leis .i 40 WARNINGS: GENERALNOTES, unbssotherwiaenoled 1� y�OREGON s['f 1.Builder and erection contractor should be advised of all General Notes 1,This design Is based onty upon the parameters shown and is for an Individual !l /f, Truss: SJ1and Wamingsbefore conebuctionummenus building component.Applkabilayotdesign parameters and proper • ••• • 2 2r4 cumpres•on web bracing must be installed where shown+. Incorporation at component is the reaponstbAlly of the building tleslgner, • • . • .•. fir( 14 L ' Y1 �4 2 Design assumes the top and bottom chords to be lateral•braced et • 3,Additional temporary bracing to Insure stability during construction • • •• • M the responsibility f the erector Addit Additional g o 2 o.c.end et 70 o c.reapsctivety anises braced throughout their length by • • }.a,�A A- a permanent bracing f continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). • i •• • •• • • • ••• (�YY DATE: 5/25/2017 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown Y. • • • •• • • • ••• • • • SEQ. : 1<3240152 4.Na load should be applied to any component until after all bracing and 4.Installation of suss is the responsbllly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Destgn assumes trusses are to be used Inc non-corrosive environment, and are for"dry condition'of use. TRANS I D: LINK design loads be applied to any component. B.Design assumes full bearing al all wppons shown.shim or wedge If 5.compuTrueneenocomroloverandsawmeenoreaponaroiuryforth° nese EXPIRES: 12/3112D17 fabrication,handling,shipment and Installation of components. Bury, 7,Design assumes adequate drainage Is provided. ••• • 8,This design is furnished subject to the limitations set forth by 8.Plates shall be b . 17 located on both laces of truss,and placed so their center • • • • �1 aY 25 2 • • • TPAWTCA In BCSt.copies of which will be furnished upon request. lines colndde with joint center Anes. • • • • • • • • •• 9,Digits Indicate size of plate In Inches, • • • • ••• MITek USA,Ino./CompuTrus Software 7,6.8(1L)-E to.For bask connector plate design values see ESR-1311.ESR-1988(MRek) • • •• •• • • • • • • • • • • • • • • • • •• • • • • •• •• •• • .. •• •• •• • • • • • • • ''hi:de:ign S• =eparyd�frip cpmputer input by • • • • Paco.fjc•Lumbe•and T•usr164 • • • • • • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" •• • !BC•2015 •MAX ME1BEI!FORCES 4WR/DDF/Cil=1.00 TC: 2x9 (DDE R1013TR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-9=(-197) 159 3-1=(-275) 168 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 1-4=(-250) 319 WEBS: 2x9 KDDF STAND LOADING BEARI G ••i40X VE T NIX HOR70 BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF ••LCAT • REAC♦II0y6 PSA•;TI•NS• SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE • '- .0"• -.6/ •18511., • -•70 109H• 5.50" 0.30 KDDF ( 625) TOTAL LOAD = 95.0 PSF • _.'- �.7" *147/ •111.7 0I •0H• 5.50" 0.18 KDDF ( 625) • 6'- 6.7" •-876 •1917 0} •0H• 1.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) • ••• • • ••.• • 'PROVIDE FULL BEARING;Jts:3,4,2I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net psf) uplift at 29 "oc spacing. ' BOTTOM CHORD CHECKED FOR SDPSF LIVE LOAD. TOP •• ••VERT•CAL DF•'LECT•AA•LINPI:T LL=1,/290, TL=1,/180 • • • •MASS LI•DEPL •i O.1A0" @ •0'- -3.0" Allowed = 0.042" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 12 • MAX BE PIMP TI•DEFL P-0.dt0" @ •0'- 10.2" Allowed = 0.061" 12.00 • • ..1441,/ • ••• •••%EAI IED LUt ER IN DRY SERVICE CONDITIONS •• • • •MA HORIZ. It DEFL =-0.005" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.005" @ 3'- 7.9" I) Design conforms to main windforce-resisting 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 verticals) areexposed to wind, Truss designed for wind loads in the plane of the truss only. 0 .-I 0 M-3x4 N 1 /- (0 1.0‘ N ,-i 0 ti 3►1 Se04q i-1.5x3 M-1.5x3 y 1-09 y 1-11-11 y cp�,t ,W PROP 06, 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - SJ2 Scale: 0.5068 �. WO WARNINGS: GENERAL NOTES, unless other/Ass noted OREGON 4/I.Bulkier and erection contractor should be advised of all General Notes 1.This design(abased only upon the parameters shown and is for an Individual OREGON V Truss: SJ2 end Warnings before constructioncommences. balding component.Applicatedy of design parameters and proper ,f NO. lkn 2.2x4 compression web bracing must be installed where shown e Incorporation of component is the responabllty of the building designer. ot/ -7 3' i A 2.© �4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laleralty braced at fir( 1 W' is the responsibility of gra erector.Additional permanent bracing of T c.c.end at t 0 ox.respectively unless braced throughout their length by ti R 10- DATE: continuous sheathing or such a plywoodacing re sheataired here s o nor drywaA(BC). 5/25/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: }c3 2 4 0 15 3 4.No load should be applied tcarry component until after all bracing and 4.Installation of bias is the responsibility of the respective contractor. fasteners are complete and atm One should any loads greater than 5.Design assumes 1045555 are to be used in a roan-cotrosta environment, TRANS I D: LINK design loads be applied to any component. and are for-dry condition•of use. 5.CompuTrus has no control over and assumes no responsibility for the S.De stmgayaeumes MI bearing al all supports shown.Shire or wedge 0 EXPIRES:. 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May Ln CJ n L n O A 7 e.This design is furnished subject to the limitations est forth by S.Plates shall be located on both fame of truss,and placed so their center 1 n t TPInNTCA in SCSI,copies of which Mil be furnished upon request. lines coined.with)olm center lines. 4 9.Digits indicate sNe of plate In Inches. 'B MiTek USA,inn./CompuTrus Software 7.6.8(IL)-E 10.For bank connector plate design values see ESR-1311,E5R-1988(MITch) I s f- 4 a e e a • , , a F.. a This design prepared from computer input by h iy Patific Lumber and Truss-BC r /0LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #161370 LOAD DURATION INCREASE = 1.15 1-2=(-341) 136 4-5=(-286) 159 9-1=(-584) 175 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-169) 0 1-5=(-250) 963 WEBS: 204 ROOF 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 ERG 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 = 95.0 PSF 0'- 0.0" -95/ 998V -115/ 247H 5.50" 0.72 KDDF ( 625) OVERHANGS: 0.0" 29.0" 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 'PROVIDE FULL BEARING)Jts:4,5,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.042" MAX LL DEFL = -0.039" @ 5'- 8.7" Allowed = 0.200" 3 -! MAX TL DEFL = -0.047" @ 5'- 8.7" Allowed = 0.267" MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.010" @ 3'- 7.9" 12.00 7 MAX HORIZ. TL DEFL = -0.010" @ 3'- 7.9" Design conforms to m ) indforce-resisting system and componentsand cladding criteria. 2 Wind: 140 mph, h=22.eft, 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, Truss designed for wind loads in the plane of the truss only. 0 r 0 M-4x6 1 ti IIlk 0 ,_, fq�� 5 1 M 1.5x3 M-1.5x3 O PR(7F y 1-09 y 3-11-11 y C.�'. GI NE� L f0 ... • :89200PE "'O...., r" • • •• ••• •• .. • JOB NAME : NRT FRENCH 5 PLEX WITH STEP - SJ3 •• •• • • ,/.1'"! Scale: 0.4056 ''4 4 II WARNINGS: GENERAL NOTES, unlessotherwiee noted. 7 OREGON J�, 1.Builder and erection conhadar should be advised of all General Nates 1.This design Is based only upon the parameters shown end is for an individual (ICUt✓1� W Truss: S J3 and Warnings before construction commencer building component Applicability of design parameters end proper • ••• • • © 2.2x4 compression web bracing must be Installed where shown t: Incorporation of component Is the responsibility of the building designer. • • • • • • • Z •4 1 A 2.Design assumes the top and bottom chards to be laterally braced at • • • �V 1 M' 3.Additional temporary bracing to Insure stability during construction • • • /,� e.�. Is the responsibialy of the erector.Addftlonal permanent bracing of 2 o.c.and at 1P a.c respectively unless braced throughout their length by • • • • • • • •• •a',�fi Ft} DATE: 5/25/2017 the overall structure Is the re sib" f the building des continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • • •• • • • • �, f[ 1 L. epon fty o g igner. 3.24 Impact bridging or lateral bracing required where Moven♦♦ • •• • SEQ. : K3 2 4 0 15 4 4.No load should be applied to any component until after all bracing and 4.Installation of was Is the respanabllity of the respective contractor. ••••• •• • • fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component arta aro for"dry condition"of use. 5.CompuTms hes no control over and assumes no responelbiety for the 6.Design assumes MI bearing at all supports Mown.Shim Sr wedge If EXPIRES: I]I d CLs, /1/ry /h O A 7. ry, C/11�1RC43 LI`a_.S1S I fabrication,handling,le furnished and Installation of components. 7.Design assumes adequate drainage Is provised. •• • V 25,2017 • • • S.Thb design le cs:,copies eublact Io the limitations set forth by B.Pates shall be boated on both faces a/truss,end placed so their anter • • • • • • • • TPWVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center line. • • • 9.FatDigitsR Indicate size at plate In Inches. • • • •• • • ••• Mire),USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.Far basic connector plate design values see ESR-1311,ESR-1088(MITek) • • • • • •• •• • • • • • • • • • • • • • • • • •• • • • • •• •• •• • .. • •• •• •• • • • • • • • •I'hi: dgsignspieparocjbfr•m lbomputer input by • • • • Pacrfii,Lumbe• and S rus•-413'• • • • • • • • • • • • • • •• LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" •• • • TBC 2014 MAX.MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 (DIP N1&BTR LOAD DUPAT ION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x9 KDDF q1&BTR SPACED 24.0" O.C. 2-3=(-50) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING • • BC LATERAL SUPPORT <= 12"OC. TION. LL( 25.0)*DL( 10.0) ON TOP CHORD = 35.0 PSP •�EAR 1� •• •MAX WER•. MX HI Z • BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSI ••LOCAT�NS • •REAC•IO•S • •[R',ACT1CNS• SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF • .1'- 41.0" •-45/ •341V (M •3H• 5.50" 0.55 KDDF ( 625) • •3'- 4.7" • 4' • 4MV OT' •OH• 5.50" 0.07 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) • 3'-S47•B" i4/ PO OV •(fi• 881 1.50" 0.16 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,9,3 4.00 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 6.ON1. 2: Design checkd fo csf) uplift at 24 "oc s aci• n . BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • • • •VE•TI(IPL SEFPECTISN LIMNS: LL=L/240, TL=1,/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • •MAS LL!DEFL • O.Tl2" @ -1'- 0.0" Allowed = 0.100" • • •• S.1,•DE L• -D.:03" @ 6-1'- 0.0" Allowed = 0.133" • M! 'k 1X NE;L1 DE 1.2' 0.41.‘" @ •2' 1.4" Allowed = 0.189" Of4.,X 'k FINE TSL••DEFL = 0.010" @ 2'- 1.4" Allowed = 0.283" SEASONED LUMBER IN DRY SERVICE CONDITIONS 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: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWIRS(Dir), load duration factor=1.6, 41 Truss designed for wind loads pin the plane of the truss only. to 0 iL , _ - m o 1 2 X 4/< M-3x4 l 1 1 1-00 3-07-08 \cc, ,;?,V PRape,• 4 89200PE ter" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - T1 Scale: 0.9309 ea "' WARNINGS: GENERAL NOTES, uManothervdeanoted: "y �OREGt N 4, 1.Builder and crecllan cantreror should be advised dell General Notes 1.This design la based only upon the parameters shown end la for an Individual } t..., Truss: T1 and Warnings before conetmdiun commences building component.Applicability 4f design parameters end proper �"" �y (��N At i 2.204 compression web bracing must be Installed where shown+ Incorporation of component is the responsibility of the hulloing designer. 0' ) "7�` 14 A,1 Re'�"'�`^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally bated at fir( 1 is the responsibility of the erector.Additional permanent bracing of 2 o c and at tU o.c.respectively unless braced throughout Isopto by �v 0- DATE: 5/25/2017 the overall azmdare Is there sibil one building designer. continuous sheathing such as plywood eheatmng(TC)and/or drywatl(BC), R Spon fty o g g 3.20 Impact bridging or lateral brawn=required where shown++ SEQ. : K3 2 4 015 5 4.No load should be applied to any component until after all bracing and 4.Installation or truss Is the responsibility of the respective contredo, fasteners aro compete and at no time should any loads greater than 5.Design assumes theses are to be used in a non-corrosive environment, TRANS I D: LINK design wads be applied to any component, and are for"dry condition"of use. 5.CompaTrue has no control over and assumes no responsibility for the 6.Deoeetassumes Ng bearing et as supports shown.Shim or wedge if EXPIRES: V f]'d CCs,.. f]/�51201'] fabrication,handling,shipment end Installation of components. necessary. RCS7 LI' 1-L I 6.This design Is furnished su d to the Amitellone set forth 7.Design assumes adequate drainage is rustsd.an May ay a'y G'ay O.I ae by B.lies coin de with n on both faces of truss,and placed w their center I VI LJ L I TPWwICA In SCSI,copies of which will be furnished upon request. lines indicate with Hint ceMsr Imes. 1 MiTek USA,Inc./Com uTrus Software 7.6.8 1 L-E 0 ForDigb Nee r p peed inches. �a P ( ) 1 9.For bolt connector plate design values see ESR-1311.ENR-t908(MITek) r t , f • a • ` e e a 4 This design prepared from computer ianput by r Pacific Lumber and Truss-BC r ,a, a LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF It1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -98) 100 6- 7=(-504) 3542 1- 6=( -72) 180 4- 8=(-204) 178 2x6 KDDF #1&BTR T2 2- 3=(-598) 588 7- 8=(-504) 3542 6- 2=( -204) 178 8- 5=( -72) 180 BC: 2x6 KDDF N16BTR LOADING 3- 4=(-59B) 588 6- 3=(-4670) 622 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -98) 100 7- 3=( -698) 4394 TC UNIF LL( 50.0)+DL( 20.00)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 3- 8=(-4670) 620 TC LATERAL SUPPORT 1= 12"OC. UON. BC UNIF LL( 450.0)+DL( 380.0)- 830.0 PLF 0'- 0.0" TO 9'- 8.0" V BC LATERAL SUPPORT <= 12"OC. UON. 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 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -754/ 4961V -2000/ 2000H 5.50" 7.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 9'- 8.0" -754/ 4961V -2000/ 2000H 5.50" 7.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.025" @ 4'- 10.0" Allowed = 0.437" nails staggered: MAX TL DEFL = -0.095" @ 4'- 10,0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x9 top chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORI Z. LL DEFL = -0.008" @ 0'- 5.3" MAX HORI Z. TL DEFL = -0.013" @ 0'- 5.3" 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. 0-11-11 7-08-10 0-11-11 ICOND. 3: 2000.00 LBS SEISMIC LOAD. 1 T f 1' Design conforms to main windforce-resisting 0-11-11 3-10-05 3-10-05 0-11-11 system and components and cladding criteria. Wind: 140 mph, h=28.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 N12.00 load duration factor=1.6, End sial(s) are exposed to wind, Trusss designed for wind loads . in the plane of the truss only. M-4x6 M-4x6 2 M-4x8 M-1.5x3 3 M-1.5x3 1 /P. � I N ig10I 0 I 0 rn i0Prr. f CNNN r M-8x8 M-4x8 . M-8x8 J• 4-10 y 4-10 1 REp PROpt y 9-08 y � \AC�'INE As `�/C�, JOB NAME : NRT FRENCH 5 PLEX WITH STEP - XH1 .• .• • ______ Scale: 0.3424 ' K• ilk tr WARNINGS: Om:s Lda lgn:sb, unteupon heNw noe. , OREGON �4/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shaven and is tor an individual OREGON V A �'(f Truss: XH 1 end Warnings before construction commences. building componentApplicability of design parameters end proper • ••• "' 2.2x4 eompreeelon web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. • • • ••• ••• �.� 1 4 20� '� 2 Design assumes the lop and bottom chords to be laterally braced at • •Kf 1 ,,a, 3 Additional temporary bracing to insure stability during construction 2'a.c.end et 10 a.c.respectively unless braced throughout their length by • • • • • • a.� VYs Is the responNbility structure of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlar drywall(BC). • • • • • . • •• ,�f' t`1,,. DATE: 5/25/2017 the overall b the reaponelbPoMy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • • •• • •• •• • •• [ s SEQ.: K3 2 4 0 15 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility or the respective contractor. • • ••• • • • fasteners are complete and et no time should any loads greater than S.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK S.CompuT us hes no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2017 nemssary. LI fabrication,is furnihandlinshed shipmentdsubject and Installation of components. 7.Design assumes adequate drainage is provided. •• • W1 (25,24017 • • • S.ThN design is Nmished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center I TPI/WICA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. • • • • • • • • • • 9.Diggs indicate size of plate in Inches. • •• • • ••• MITek USA,Ino.(CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see EBR-1311,EBR-7888(MITek) • • • • • • •• •• • • • • • • • • • • • • • • •• • • • • •• •• •• • S. •• •• •• • • • • • • •hit d c1 igg ieparjdefrtm gemputer input by • • • • •Pacif;c.Lumbe=and TIusa-I • • • •• • • • LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" ••• ••• • PBC 2011 MAX•MEt!BEIP FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-245) 133 4-2=(-1165) 657 BC: 2x4 KDDF ftl&BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=( -713) 1314 WEBS: 2x4 KDDF STAND LOADING • • TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF • EAR �Cyy •MAX YER'S Mrl►HC•Z • BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP • L5CAT IS • •REAC41O<;S • •[+LACY I•NS• SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF •• .0" .363/ •79W -1430 2599.12.00" 1.27 KDDF ( 625) OVERHANGS: 12.0" 0.0" • �'- 4.2" •853•' •4641 00 •OH•12.00" 0.74 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) • l'-.4417" Si!- •4V 501• 011 1.50" 0.10 KDEF ( 625) 12 12.00 V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECU T5• LL=L/240, TL=L/180 3 -."BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ••• :r ;!LE 0• SERVICE CONDITIONS • •• OOOO =16-0.076" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.078" @ 1'- 10.9" Design conforms to main windforce-resisting /,M-4x4 system and components and cladding criteria. 2 Wind: 140 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), it load duration factor=1.6, End vertical(s) areexposed to wind, Truss designed for wind loads o in the plane of the truss only. ti 1 0 I LcN I 0 co li I 1111111N F4 --1 4 5 M-1.5x3 M-1.5x4 y 1-00 y 1-00 y0-11-11 y O PRQ/fi �( Esc , � FR p �4' 89200PE K" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - XJ1 _; : Scale: 0.5181 - lailirr""' WARNINGS: GENERAL NOTES, unless otherwise noted i OREGON Ja(� 1.Builder and erection contractor Mould be advised of all General Notes 1.This design b based only upon the parameters Mown and la for an Individual 41(10474✓N V W Truss: XJ1 and Wamingsbefore constmdioncommences. building component.Appliubllltyofdesign parameter.and proper 4 2� Q'�A' 2 2x4 compression web bracing must be Installed where shown t: irnorporallon of component Is the responsibility of the building tlesgner. f/'1 / 1 vi ^',"_ 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the by end bottom chorda to be lelerslly braced at �l 1't { T ac end at f 0 o.n.respedlvely unless braced throughout their length by is the responsibiNty of the erector.Addtibnal permanent bracing of R"1"9R10,-.1 a„'. continuous sheathing such as plywood sheathing(TC)and/or dryweA(BC). DATE: 5/25/2017 Me overall structure la the responsibility of the building designer. 1 20 Impact bridging or lateral bracing required where shown x. SEQ. : K3 2 4 015 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment. TRANS ID: LINK design loads beapplied toany component. and ere for"dry condition.ofuse. 5.CompuTrua has no control over and assumes no reeponeibiloy for the 6 Design assumes NY bearing at at supports mown.Shim or wedge H EXPIRES: V I']117 C Ca. 2! i/r'10 1 7. fabriutlan,handling,shipment and lnstalletbn of components. 7.Design assumes adequate drainage is provided. May 25,20/1l l7-1!144] L/. I L 3 6.This design Is furnished subject to the limitations eat forth by 8.Plates shall be located on both faces of Inns,and placed so their center TPIONTCA In SCSI.copies of which wNl be furnished upon request, linea coincide with joint center lines. MITek USA.Inc./Com uTrue Software 7.6.8(1L)-E 0 ForDigb timate eine of plate In ign values a • r P /.Forbast.cote size connector plata plttlIn inches. see ESR-7377,ESR-1988(Mire k) a. s s •_ s 0 , . r • This design prepared from computer input by a r , Patific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 014BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-243) 199 4-2=(-1334) 999 BC: 2x4 KDDF ftl&BTR SPACED 24.0" O.C. 2-3=(-146) 105 2-5=(-1070) 1309 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 ERG 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" -511/ 1213V -175/ 298H 12.00" 1.94 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.2" -1240/ 623V 0/ OH 12.00" 1.00 KDDF ( 625) LL = 25 PSP Ground Snow (Pg) 3'- 11.7" -102/ 147V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -/ MAX HORI2. LL DEFL = -0.083" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.084" @ 3'- 10.9" 12.00 P7 IA( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=30.2ft, 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. //M-4x4 0 2 14i o1 0 Iii 4 5 M-1.5x3 M-1.5x4 �0 PROF J 1-00 y 1-00 y 2-11-11 yc �7`{N a , 6„L,�/ J `� JOB NAME : NRT FRENCH 5 PLEX WITH STEP - XJ2 Scale: 0.3816 4.6 al. Maran'.. WARNINGS: GENERAL NOTES, unless othemlea owed: • OREGON �. 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and is for an Individual Y OREGON 7 S.J I V yam_ . Truss: X J2 end Warnings before construction commences. building component.Applicability of design parameters end proper • ••• • Y+ 2.]e4 compression web bracing mug be installed where shown+. Incorporation of component is the responsibility of the building designer. • •• •• • • ••• -'11 14 -" 4 2.Design assumes the top end bottom chords to be Ieterally braced et • �.., 3.Additional temporary bracing to Insure stability during construction • • • • • Is the re Wbip f the erector.Additional 1 brach f 7 o c and et 10 o.c.respectively unless braced throughout matt length by • • -@•. R I�� Spon ty o permanent g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • • • • • • • •• {i(r? DATE: 5/25/2017 the overall structure is the responslblllly*the building designer. 3.2a Impact bridging or lateral bracing required where shown++ • • •• • • • •• a SEQ.: 143240158 4.No load should be applied to any component until ager all bracing and 4.Installation of trues is the responsibility of the •respective contractor. • • ••••• •• • • fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used in a nontanosNe environment, TRANS ID: LINK design leads be applied to any component. andarem dyeondnlon°of use. 5.CompuTrus hes no control over end assumes no responsibility for the I.De eg assumes NI bearing at all supporta shown.Shim or wedge g V(] R[{+,. �1 2/3 201 T fabrication,handling,shipment end installation of components. necessary. VI A �j EXPIRES: 14' J fL. I! 7.Plates shall eleate draiface is provided. •• • NII25,aUII • • • N.This design is furnished subject to the limitations set(Drib by e.Plates snail be located on both faces of truss,end placed so their center • • • • • TPIA TCA in BC51,copies of which velli be Nmlahed upon request. lines coincide with joint center lines. • • • • • • 9.Digits indicate size of plate In Inches. • • ••• • • • ••• MiTek USA,Int./CompuTrus Software 7.6.6(1L)-E 1B For basic connector plate design values see ESR-1311.ESR-1988(MiTek) • • • • • • •• •• • • • • • • • • • • • • • • • • •• • • • • •• •• •• • •• . • • • •• •• •• • • • • • • •n4d68igno*epar q)fr.m .omputer input by • • • • Paci fi•Lumbe• and 7kus•415e • • • • • • • • • • • • • • • • • LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 •• *IBC 2015 •MAt MEMBFORCE'S 9WR/DD F/Cq=1.00 TC: 2x9 KDDF ({1SBTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -92) 96 6- 7=(-680) 9678 1- 6=( -70) 159 4- 8=(-232) 162 2x6 KDDF 916818 T2 2- 3=(-600) 580 7- 8=(-680) 9678 6- 2=( -232) 162 8- 5=( -70) 159 BC: 2x6 KDDF 1116BTR LOADING 3- 4=(-600) 580 6- 3=(-5412) 780 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -94) 96 ••• • 57- 3=(•-692) 9360 TC UNIF LI.) 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V • • • • •• •3• 84@(-51‘12) 780 SC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 450.0)000.) 380.0)- 830.0 PLF 0'- 0.0" TO 9'- 8.0" V •• ••• • • • • • •• • • BC LATERAL SUPPORT <= 12"OC. VON. • •BEARING • MAX•VER• IAX Ni5Z• BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • j,OCAT�ONS • •EAO@PIO•S I6ACT 2jS• SIZE 5Q.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. • 0'♦•3.0" -037/ 4,81V -2ff�/•200TH 5.50" 7.99 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 9'- 8.0" -757/ 4681V -2000/ 2000H 5.50" 7.49 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. • ••• •1• ( 2 ) complete trusses required. • • • • ipEFyECTIO •• ••V 1•I L N LIMI•'S: LL=L/290, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN • • • ,MAY Li DEFL• -0.•32" @• 4'- 10.0" Allowed = 0.438" nails staggered: • • ••M7>•fie F8171•-0.558" @• 4'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x9 top chords, • • • • • • • ',SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 2 row(s) throughout 2x6 top chords, • • ••• • MAX HORIZ. LL DEFL = -0.010" @ 0'- 5.3" 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HO RI Z. TL DEFL = -0.017" @ 0'- 5.3" 9" oc in 1 row(s) throughout 2x9 webs. 0-11-11 7-08-10 0-11-11 ICOND. 3: 2000.00 LBS SEISMIC LOAD. I '1' 1' 1' '1' Design conforms to main windforce-resisting 0-11-11 3-10-05 3-10-05 0-11-11system and components and cladding criteria. f / / / 1' I Wind: 140 mph, h=29.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 P7 N12.00 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-4x6 M-4x6 420140,110, M-4x10 4 3 M-1.5x3 D � M-1.5x3 1 7 � mmm II I"1. l"1 M O O I I an N O O I v-°' lblillIllikllkb- NEi Nf ® N ® N MI �N M-8x8 M-4x8 -M-8x8 .k a-lo 9-10 y R O PRQF 9-08 �\�\� 0INE , Wo 89200PE yr JOB NAME : NRT FRENCH 5 PLEX WITH STEP - YH1 40e0 Scale: 0.3946 - fie_' ' �. WARNINGS: GENERAL NOTES, unteupotherwise epara ate f ,�URE:10,;\,,,t„, �� 1.Builder and erection contractor should be ativlsed of all General Notes 1.This design is based only upon the parameters shown and la for an individual �/ !1 Cv(�/Truss: YH1 and N/amings before construction commences. building component Applicability of deelgn parameters and proper �}2 204 compression web bracing must be installed where shown+ Incorporation ofcomponent b the responibuly of the building designer. 7/t "71"3.Additional temporary bracing to Insure stability during conatnutbn2.Design assume,the tap antl bo8om chorda to be laterally brecetl al fir( �... "the responsibility o!the erector.Addmseal permanent bracing of 2 a.c.and at 10' respectivelyrespectivelyunless brecetl throng idolr length by [�(Cr v �� continuous sheathing etch as plywood sheathing(TC)and/nd/or drywall(BC). i7�7 - DATE: 5/25/2017 the overall structure is the reaponeb Itiy of the building designer. 3.2x Impact bridging*lateral bracing required where shown++ SEQ.: K3 2 4 01 6 0 4.No load should be applied to any component um8 aver all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. N.CompuTrua has no control over and*ewes no respanemility hr the 6.Design assumes fug bearing at an supporta shown.shim or wades If EXPIRES:. 12/31/2017 fa Mallon,handling,stn ponen necessary. r� q shipment theestilknof components. 7.Plates tessall beelo adequateobeth)face is provided. May 25,2 17 8.This design Is furnished cabled to limitations set forth by 8.Plates shall located on both faces of truss,and plead w their center TPVWfCA in BCSI,copies of which will be furnished upon request. linea coincide with joint tetter tine. ' 9.Digits indicate sire of Pule in inches. I r MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For beak connector plate design cakes see ESR-1311,ESR-75188(MITek) r 1 5 k • • . • • , • * This design prepared from computer ihput by e ' r ,n Pacific Lumbhr and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-219) 108 4-2=(-627) 330 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=(-389) 784 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" -149/ 451V -108/ 189H 12.00" 0.72 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.2" -509/ 251V 0/ OH 12.00" 0.40 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" • SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -/ MAX HORIZ. LL DEFL = -0.019" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.020" @ 1'- 10.9" Design conforms to marwindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=29.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads 2 in the plane of the truss only. fli ,-10 M o N o N 4 5 M-1.5x3 M-1.5x3 l l )• y 1-00 i-00 0-11-11 4<� p PR apFss • • 9 • • •• ••• •• cc's •89200PE • t-- JOB JOB NAME : NRT FRENCH 5 PLEX WITH STEP - YJ1 •• •• • ••---- Scale: 0.5720io ,E",......---- ------ •'� WARNINGS: GENERAL NOTES, unless otherwise noted: �Q ['-y-�^A' zti Truss YJ1 1.Builder and erection contractor should be advised of aft General Notes 1.This design Is based only upon the parameters shown and Is for an individual 1.3f1 CC 1.7OY -�y and Waminge before construction commences building component.Applkabilily of design parameters and proper • ••• ,4 2p>\• }�. 2.204 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. • • • • • • • {A... 3.Addhional temporary bracing to insure stability during construction 2.Design assumes the top and Ho8cc chorda to be laterally braced at • • • • • •• �A y.., 1 r'h Is the responsibility of the erector.AddXbnal permanent bracing of T o c and a1 10'o c reapectNaty unless braced throughout their length by • • • • • • • •• Wt.", ` 1 DATE: 5/25/2017 the overall struduralame re dbA of building designer. continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). • • •• • • • •• 4� L�,+ • spun Ay o g 8 3.9r Impact bridging or lateral bracing required where shown++ • SEQ. : K3 2 4 0 1 61 4.No load should be applied to any component until after all bracing and 4.Installation of hoes Is me responsbilty of the respective contractor. • ••• • • • fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are M be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are or"dry condition"el use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assume.NA bearing at aA supports shown.Shim or wedge If EXPIRES: 12/31/2017 . pment and on of • d. 6.This design lIs famished lsubject to the slimitaltions sett h bya 8.Plate7. s shall be louassumes tleduon both faces of rusate drainage Is ls,eand placed so their center ••• ••• ,4'25,Z017 •• : • TPIMTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint tenter lines. • • • • • • • 9.Digits Indicate size of plata In Inches. • • • • ••• •• • ••• MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For bask connector plate design values see ESR-7311,ESR-1888(WO) • • • • • • • •• •• • • 00 0 • • • •• •• •• • .• . S • • •• •• •• • • • • • • thi:de••sign•piepar•cifrem Gpmputer input by • • • • • • Pacrfi•Lumbe•and T•usHO • • • • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" •• • • PBC 201! MA MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-224) 176 4-2=(-79B) 553 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-147) 106 2-5=(-630) 802 WEBS: 2x4 KDDF STAND . LOADING ••• • • • TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF ••I3EABIIj • MAX SER• MO,He Z • BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF •LOCATIj1NS • •REAC•IO•S • •REACTIONS• SIZE SQ.IN. (SPECIES) TOTAL LOAD= 45.0 PSF • j1'- j.0" 0243/ •73W -13, 2O9H•12.00" 1.18 KDDF ( 625) OVERHANGS: 12.0" 0.0" • j1'- 4.2" •765' 53511V Of •0H•12.00" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) • 3'-•1.1.7" -199/ 1O7V •0'• OH• 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DFiLECTTQ) LI1J 0• LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPS F LIVE LOAD. TOP ••S •••MA I`DEEEL I-0 �QQ3 @ •-1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. •• •• • ••MA TI•DEPL .4-O.1Y12" @ •-1'- 0.0" Allowed = 0.133" FEAS,ED LOWER IN DRY SERVICE CONDITIONS 3 • • •• ... •• • • • • • • • • • • 12 •• • • •MPY HOP.Z. L•WWI =•0.023" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.024" @ 3'- 10.9" 12.00 7 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=30.Bft, 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, Truss designed for wind loads in the plane of the truss only. 0 M-3x4 0 I 2 Lo if no1 0 to 0 Psi i . _.... 4 5 M-1.5x3 M-1.5x3 PROp-J• 1-00 y 1-00 y 2-11-11 y C6` `61n 89200PE ' r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - YJ3 ,/ Scale: 0.9927 4 --° WARNINGS: GENERAL NOTES, unless otherwise noted: w OREGON /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is/or an Individual y fl G17 W I V tt v(,/ Truss: Y J3 and Warnings before construction commences building component Applicability of design parameters and proper L/ �} ©� 2.2e4 compression web bracing must be Installed where shown v. incorporation of component Is the responsibility of the building designer. /K �7�"' 1 4. 3 Additional temporary bracing to Insure Nobility dudng censtruction 2.Design assumes the lop and bottom chortle to be laterally braced N �/ I ,pYs is the responsibility of the erector.Additional permanent binning of T a c.and all g hin couch es plywood ly unless braced throughout rely length). R R I LA- yj DATE: 5/25/2017 the overall structure Is the responsibility of buildingcontinuous sheathing ouches acng required airedsheathere shown antl/or tlrywa8(BC). upon fty o designer. 3.2s Impact bridging or lateral bracing required wlwre Macon a a SEQ.: K3 2 4 0162 4.No load should be applied to any component unit after all bracing and 4.Installation of buss la the responsibility of the respective contractor. fasteners ere complete and at no time should any bads greeter then 5.Design assumes trusses are to be used Ina non-wnosle environment, TRANS I D• LINK design loads be applied to any component. end are for"dry cendgnn of use. 5.Cam True has no control over and assume,no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if paspone dy necessary. EXPIRES: 12131!?017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 25,2017 6.The design is furnished subject to the Ihnitations set forth by 8.Plates shall be located on both feces of truss,and placed as their center I , TPWVICA In BCSI.copies of which ad be furnished upon request. lines coincide with Joint cerdler lines. r MiTek USA,Inc./Com uTrus Software 7.6.8(1L E e.Far b Indicate Noe m plateIninches.values P )• 1.For basic connector Noe fele design values see ESR-1311,ESR-1088(Mae k) ' n s V I A a , • • e e . e • • This design prepared from computer input by r 1 : ;w Pacific Lumb6r and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99 2-10=(-289) 1949 10- 3=( 0) 266 14- 7=(-492) 168 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2- 3=(-2476) 406 10-11=(-291) 1947 3-11=(-345) 109 7-15=( 0) 301 WEBS: 2x4 KDDF STAND 3- 4=(-2068) 397 12-13=( -4) 20 4-11=1-473) 280 LOADING 4- 5=(-2104) 576 13-14=1-235) 1492 12-11=( 0) 98 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1483) 438 14-15=(-294) 1891 11-13=(-166) 1141 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1940) 405 15- 8=1-292) 1893 11- 5=(-299) 1117 TOTAL LOAD = 45.0 PSF 7- 8=(-2454) 415 13- 5=(-157) 674 OVERHANGS: 18.0" 18.0" 8- 9=1 O) 99 13- 6=(-794) 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 BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1845V -326/ 328H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -267/ 1845V 0/ OH 5.50" 2.95 KDDF ( 625) 'COND. 2: Design checked for net(-7 pot) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed = 1.804" MAX TL DEFL = -0.173" @ 11'- 3.5" Allowed = 2.406" 17-06-15 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.150" ,l' ,. f MAX TL DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 1' ' 1' '1 ' 1' MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 8.00 [7' M-6x8 ' 18.0c) 6.0" Design conforms to main windforce-resisting 5 ,f--,f system and components and cladding criteria. 1111! 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, Truss designed for wind loads M-3x9 in the plane of the truss only. M-1.5x3 4 1/ M-5x6(5) M-5x8(5) 0.25" 3 0.25" M 111 . ,,,, i0i_ 1/'` SO ,..,rn of M-3x6 M-1.5x3 0 I ___ ^^ 13 4 15p M- x8 M-3x8 0.25" M-1.5x3 2-.M-4x4 \ 0 M-1.5x3 M-5x6(S) ,L y J' y y y yt,O P R Oi - y y 5-09-04 5-07-04 y 6-02-07 5-09-06 6-07-01 7-00-10 l l \�� Gy 5/0 1-06y 11- 02-12 25-09-04 y-06 ••• • • • • • w • • e'�/ 37-00 • • •• ••• •• ' •89200PE �r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z1 •• •• • Scale: 0.1609 ,.'' - moroom WARNINGS: GENERAL NOTES, unlessotherwlar noted: 1110 ,OREGON `,af�4w.. 1.Builder and erection contractor should be ncesadvised of all General Notes 1.This design h based only upon the parameters shown and is for an individual OREGON C 1L.1] li(` Truss: Z1 • ••• OK Intl Warnings before construction commenpa. Wilding component.component of design pity of proper • • 2 mail compression web bracing must be Installed where shown ti incorporation o!component Is the roapanslb8ty of the building tlealgner. • • • • • • • .{,1 2.0N 3 Additional temporary browing to Insure stability during 2.Design assumes the top and bottom chorda to be laterally braced et • • • • • 1"F � BY g construction • • a.�, Is the responsibility of the erector.Additional permanent bracing of 2 c c end et 70 o c.respectively unless bowed throughout their length by • •. • • • • • •• a•[y �\ DATE: 5/25/2017 the overall structure la the r responsibility Ad nal per building designer. continuous sheathing such as plywood aheatmngtrc)andror drywall(BC) • • •• • ".�`i"1 L"' pr o g g 3.2e Impact bridging or lateral bracing required where Mown 4. • • • • •• SEQ. : K 3 2 4 0164 4,No load should be applied to any component until alter all bracing and 4.Instapalion of hues is the responsibility of the respective contractor. • ••• • • • fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a non-mnoaye environment, design loads be applied to any component, and are fordry condition"o!use. TRANS I D: LINK s.cam r ua has no control over and assumes no re E.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES: 12/31/2017 pusponsiblity for me e _ fabrication handling shipment and installation of components 7.Design assumes adequate drainage spnvltled. •• • nC 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of tons,and placed so their center • • • • MS 25,ZO.p 1 I • • • lines • • • TPINJfGA In SCSI,copies of whkh v411 be furnished upon request. 9. coincidewth joint center lines. • • • • •• • • •••Digits indicate elplate In inches. • • • •MiTek USA Inc./Com uTrus Software 7.6.8 L E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) • • • • • • • •• •• • • •• • • • • •• •• •• • .. • •• •• •• • • • • • • thi:dign io6epar.ddfrym •mputer input by • • • • Pacnfyr.Lumbe•and 'reuse-40 • • • • • • • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" •• •BC 2015 *MA,.MEMBER FORCES •4Wa/DDF/Cq=1.00 TC: 2X4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x4 KDDF #1&8TR SPACED 24.0" O.C. 2- 3=(-2007) 410 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=( -38) 457 WEBS: 2x4 KDDF STAND; 3- 4=1-2044) 586 110-11=( -3) 20 3- 9=(-472) 282 12- 6=(-453) 181 • 2x6 KDDF STAND A LOADING 4- 5=(-14 7) 437 1,-W=(-2.19) 1451 .10- 9=• 0) 99 6-13=( 0) 294 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PUP 511¶%(-18 y 410 32-13=(•280) 1808 •}11!(-962) 1103 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 61 =(-23 ) 4Qo 13. 7=(•280) 31810••9- 46(-404) 1078 BC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD = 45.0 POP' • • • • • • *1- 4•(-953) 661 • • • • • • • • • • ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) • BEA•AIS •MAX VL12T •8#JI HORP BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1643V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. •• • • 000 ••• JiONg. ': Design o•tec•ed•for •t(-7 esf) uplift at 24 "oc spacing. • • • • • • • • • • • ••VE0T0(IAL•1•'IECTIMN LIM145: LL=L/240, TL=L/180 • • • •MAy LI•DE•L ♦ 0.898" @ •11'- 0.5" Allowed = 1.779" •• • •MAJ TI•DEFI•= -01MP' @ •11'- 0.5" Allowed = 2.372" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" 17-03-15 19-02-01 ,I' j' ' Design conforms to main windforce-resisting 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 system and components and cladding criteria. 4 4 1' 1' T 4 4 Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 ))M-6x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.00 Q 8.00 load duration factor=l.6, 6.0" Truss designed for wind loads 4 .fi, in the plane of the truss only. M-3x4 M-1.5x3 3 M-5x6(0) M-5x6(S) 0.25" 2 0.25" w v� rn '!'� I OC3 M-4x6 m of 1 **M-5x6 M-185x3 (.1 9�i____ IA \a Jo0 - ee = r 11 12 13 **7 0 ,-� M-1S°x8 M-3x8 0.25 M-1.5x3 0 M-1.5x3 M-5x6(5) l l l ), l 1 ' O PRQpk,_. y 5-06-04 5-07-04 y 6-02-07 5-09-06 6-07-01 6-09-10 l c'' ' ‘AGI . 61 y 10-11-12 25-06-04 y \ '' Lw 4(4 17 36-06 'CC •9200 "E7' -Yr" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z2 Sale, 6.1626 40/00 � __ 10 WARNINGS: GENERAL NOTES, unless otherwise noted '� OREGON_'./`�f'l'K I 4/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for en Individual V ll Gl74Jt tl Truss Z2and Warnings before construction commence. building component Applicability of design parameters and proper 2.204 compression web brewing must be Mailed where shown e. incorporation of component Is the responsibility of the building designer. <0 l' .{4 2-° +3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'Al 1 Is the responsibility of the erector.Additional permanent breGnp of 2'o c.and.110'a.c reapedNety unless braced throughout their length by 41R�. �1 DATE: 5/25/2017 me overall amreure is mer. alba 116 building dee continuous sheathing such as plywood sheatmng(TC)end/or dryweu(BC). C" {r .poo ay o a igner. S.Zx impact bridging or lateral booing required where shown•• SEQ.: K3 2 4 01 6 5 4.No road should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes wages are to be used Ina nenconoshe environment, TRANS ID• LINK design toads be applied teeny component. end are for"dry condition"of use. 5.Com Trua has a control over and assumes no responsibility for the S Design assumes fug bearing at all supports shown.Shim or wedge if span, tty necessary. EXPIRES: i2/31/2�17 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 25,2017 8.This deer is famished subject to the limitations set forth by S.Plates shall be located on both tares of truss,and pieced Sc their center r TPIWICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate alis of plate In Inches. 3 r MITek USA,Inc./CompuTrue Software 7.6.8(1L)-E 10.for basic connector plate design values see ESR-1311,ESR-1988(MITek) e , • • • • 1 s a s I II • • This design prepared from computer ihput by r ' w n Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cit=1.00 TC: 2x9 KDDF #16.BTR LOAD DURATION INCREASE = 1.15 1- 2=( -80) 96 14-15=(-238) 1178 1-14=( -119) 79 8-21=( -272) 738 BC: 2x9 KDDF #15BTR SPACED 29.0" O.C. 2- 3=(-1629) 981 15-16=(-306) 1702 14- 2=(-1832) 439 21- 9=( -569) 309 WEBS: 2x9 KDDF STAND 3- 4=1 0) 0 16-18=(-307) 1702 2-15=( 0) 464 9-22=( -712) 201 LOADING 3- 5=(-1308) 951 17-19=( 0) 0 15- 3=( -162) 608 11-22=( -137) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1879) 606 19-20=( -3) 16 15- 5=( -907) 261 22-12=1 0) 369 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1993) 789 20-21=(-221) 1356 16- 5=( 0) 31 12-23=(-1858) 915 TOTAL LOAD = 45.0 PSF 7- 8=(-1438) 586 21-22=(-307) 1572 5-18=( -309) 164 23-13=) -193) 94 8- 9=(-1917) 687 22-23=(-274) 1160 6-18=( -379) 272 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-1341) 490 19-18=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 18-20=( -167) 1170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1679) 502 18- 7=( -927) 1088 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( -90) 119 20- 7=( -251) 720 * For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 8=( -759) 369 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -256/ 1693V -309/ 308H 5.50" 2.63 KDDF ( 625) 36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) 7-06-12 2-03 7-06-03 7-06-03 2-03 9-04-14 T T T T T T T 3-03-02 1-11-08 5-00-11 3-09-06 0-05-114-08 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) 3-09-08 0-06102 '2-07-04f '' 3-10-09 '' 'r2-031'r 4-03-03 1 A 1' VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ,r ,r " ,r H' H ,r .r ,rr , MAX LL DEFL = 0.093" @ 12'- 0.5" Allowed = 1.779" MAX TL DEFL = -0.152" @ 12'- 0.5" Allowed = 2.372" 7-04-01 / 9-02-03 / SEASONED LUMBER IN DRY SERVICE CONDITIONS / 1 1 ' I HM-6x6 MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" 12 12 12 12 MAX HORIZ. TL DEFL = 0.064" @ 36'- 2.5" 8.00 177 8.00 17 6.0" Q 8.o0 ' 8.00 7 .y-'( Design conforms to main windforce-resisting Nsystem and components and cladding criteria. /1 M-3" Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5X3 load duration factor=1.6,117AiLN: 6 End vertical(s) are exposed to wind, M-4x6 y M-5x10 Mi10 M-4x6 Truss designed for wind loads 3 5 in the plane of the truss only. +r,..........". r. sa,�O M-3x6 z ,,lik M-3x6 z M-1.5x3 1 f .-- M-1.5x3 0 oN A" 14 *M-3x5 M13x8 N6 1B�-`- `p M-1.5x3 0 M-3x8 0.2gM- '7M-19x8 �' 2 *"23 3x8 M-3x5 M-1.5x3 oPR M-5x6(S) l l )' ), y y l y y 6-10-14 2-09-Q&03-D2-12 5-02-07 7-02-11 3-01-15 8-09-07 y L� � O pe y 10-11-12 y y 25-06-04 l �C,� W3INE$, "V y 11-11-12 1-00 24-06-04 y • •• 9200P` a7 36-06 • • •• ••• •• JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z3 •• •• • • __ ,/ _ Scale: 0.1464 ''.'"" • WARNINGS: GENERAL NOTES, unless otherwise noted: f �QA•]EG©hl j" 1.Builder and erection contractor should be advbed of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual V Ifll G 1.,7,\..J A V w V� Truss: Z3 and Warnings before consln,dlon commences. building component.Applicability of design parameters and proper • ••• • • © Y /� 2 2x4 compreeaon wab brat ng mu4 be Inalalbd where shown+ incorporation of component le the responslbAlty of the building designer • • • • • • • 14 2.Design assumes the tap and bottom chords to be latera•braced at • • • 3 Additional temporary bracing to Insure stability dudng construction • • • ('j'. Is the responlbggty of the erector.Additional permanent bracing of 2 p c and at 70 o c.reepedNety unbae braced throughout their length by • • • • • • • •• A+ �\ �/ DATE: 5/25/2017 meowerenatradareiamere responsibility of designer. continVOOBsheamingsuchaegywoodaneemmg(TC)andfordrywau(BC) •• • •• • • • •• IR v epos M o e g 3.24 Impact bridging or lateral bracing required where shown•+ • SEQ. : K3 2 4 016 6 4.No bad should be to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. • ••• • • • fasteners are complete lete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonconosIve environment, TRANS I D: LINK design loads be applied to any component. and are tor"dry condition"of use. 5.Compul us has no control over and assumes no responsibility for the 6.Dee eg assumes full bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2017 labncatbn,handing,shipment and inetalletlon of components. 7.Design a assumes adequate drainage is provided. •• • :VI V/25,017 i i i W .I 6 .This design Is furnished subject to the limitations sat tenth by 8.Plates shall be located on both faces of truss,and placed so their center • • • • • TPTCA In SCSI,copies of which wit be furnished upon request. lines coindde with joint center linea • • • • •• • • ••• MiTek USA,Inc./Com uTrus Software 7.6.8 tL E B.Digits Indicate size of plate In Inches. • • • • • • ••• •• • • P ( )• 10.For bask connector plate design values see ESR-1311,ESR-18118(MITek) • • • • • • • • • • • • • • •• • • • • •• •• •• 6 .. . . • • •• •• •• • • • • • this diggl eparecCfrem, o qipmputer input by • • Paclf r.Lumbe.and Taus.** • • • • • 3 • • • • • I • • • •• LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" •• IRIS 2015 X',EMBER FORCES• JR/DUF/Cq=1.00 TC: 2x4 KDDF 1(16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -80) 96 14-15=(-190) 1199 1-14=( -119) 83 8-21=( -555) 770 BC: 2x9 KDDF 616BTR SPACED 29.0" O.C. 2- 3=(-1624) 662 15-16=(-302) 1725 14- 2=(-1832) 639 21-10=( -601) 573 WEBS: 2x9 KDDF STAND 3- 9=(-1308) 588 16-18=(-302) 1725 2-15=( -84) 462 10-22=( -711) 155 LOADING 3- 5=( 0)• 0 17i1.071( qii0 154 3=( *30) 608 11-22=( -209) 587 TC LATERAL SUPPORT <= 12"OC. HON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(•1ip79) 1658 19.20=( •3)• 17 151/11111=(•-9.7) 409 22-12=( 0) 359 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7X(-1593)5095•20-2j=(-251)•1355 •6. 4=(• 00) 31 12-23=(-1858) 747 TOTAL LOAD = 95.0 PSF 7- 8=(� 38) •795 21.22=(-355)51572 9.18=(•-3.2) 240 23-13=( -170) 202 8-101(-1520) 4076 22.234-453)411160 8.18=(•-351) 280 NOTE: 2x9 BRACING AT 24"0C UON. FOR LL = 25 PSE Ground Snow (Pg) 9-11=4 0•••0 • • (9511=( • 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1358) 806 18-20=( -167) 1179 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1679) 858 18- 7=( -507) 1115 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( -105) 198 20- 7=( -442) 742 ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. •• •• • • •4).8'.(4-482) 551 • BIT .• : :144 VERT N•5 aIAX HO. BRG REQUIRED BRG AREA LOCSTI 5 •• •R5HTI. • •.EACTI*IS SIZE SQ.IN. (SPECIES) 0'e 0 .-2116/•1653V• -3 / 3�IH 5.50" 2.63 KDDF ( 625) 36'-5 4.0" 4-3W7/•16925 •f•5 ISH 5.50" 2.63 KDDF ( 625) 17-03-15 19-02-01 T 4 1 3-03-02 1-00-08 5-00-11 3-00-06 2-10-07 4-08 ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-09-08 -05-10 1106-1'2 'l 3-10-09 ' 0'0"3.( ' 4-01-07 1' 1' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4' 4' a' I I I I 1-f , . MAX LL DEFL = 0.112" @ 24'- 10.1" Allowed = 1.779" MAX TL DEFL = -0.152" @ 12'- 0.5" Allowed= 2.372" 7-04-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 HM-6x6 12 12 MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" 8.00 8.00 17 6 0" ' 8.00 ' 8.00 MAX HORIZ. TL DEFL = 0.065" @ 36'- 2.5" 7 •.f-,y Design conforms to main windforce-resisting N system and components and cladding criteria. M-1.5x3 M-5x143 M-3x4 ,,-5x6 Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 41111111111( load duration factor=1.6, 6 End vertical(s) are exposed to wind, M-9X6 M-4X6 Truss designed for wind loads 3 4 \; in the plane of the truss only. Fl M-3x6 2 M-3x6 a' 2 0 I m M-1.5x3 8-1.5x3 o �o `v 14 '" 35 6 18al`tr•_- w '"M-3x5 M-3x8 <, .- -. M-1.5x3 1 17M-11x8 20 A 22 *423 -'`� ti M-3x8 0.2 M-3x8 M-3x5 M-1.5x3 M-5x6(S) J• l l J' J' l 1 1 y y 6-10-14 2-09-0.2-03-ffi-12 5-02-07 7-02-11 3-01-15 8-09-07 )• (_G O PR OI? •s 1 10-11-12 J' y 25-06-04 y Vic',Co' N �9• s/ ��Nal,. 11-11-12 1-00 24-06-04 ,9 y 36-06 y : Q JOB NAME: NRT FRENCH 5 PLEX WITH STEP - Z4 �1'r"/ Scale: 0.1964 Ir iii Cr WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON 4, I.Builder and erection contractor Mould be advised of all General Notes 7.This design Is based only upon the parameters shown and Is for en individual V f1G L7 V I Y A Truss: Z4 and Warnings before construction commences. building componentApplicabligy of design parameters and proper 4, Fs,,''' 2 214 compression web bracing must be Installed where shown a, Incorporation of component la the responsWglty of the building designer. <0 "7 y' ./A Z� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bosom chorda to be IaterelM braced at 1`1' Qs.. Is the responstblgty of the erector.Additional permanent bracing of T A.and at 10 o.c reepedwely unless braced throughout their length byiti �R.1 L r DATE: 5/25/2017 the overall structure la the responsibility of the building designs continuoussheathingorwonaeacng required here sandlot drywaN(BC). 3.2s Impact bridging or lelerel bracing required where shown.* SEQ.: K3 2 4 0167 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-conoehe environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTnas has no control over and assumes no responsibility for the S nDecegssa assumes Al bearing al all supports Mown.Shim or wedge g EXPIRES: V I]'17 CCs. 2/r] IR©1 7. fabneatlen,handling,ahlpmant end installation of components. ry' C/lr fl,C t3 e11J /! I! 7.Plates tign essalt beaaded ate enbothi faces elo trussed.r May 25,2017 6.This design is furnished subject to the limitations eel forth by B.Plates shall be located on both faces of truss,and placed so their center , TPIPWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint conYer lines. MiTek USA,Inc.lCom uTrus Software 7.6.81L E g.Dagga Indicate on sizent r plates Inches. 'r` r P ( 1.For basic connector plate design Inc values see ESR-7371,ESR-7 gee(MITek) A 'a 41 • • s 1 e e r Ai • a a w a A • " This design prepared from computer input by r i -, ,a. a Pdcific Lumbar and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R18BTR LOAD DURATION INCREASE - 1.15 1- 2=( -81) 96 14-15=(-215) 1230 1-14=( -119) 84 9-21=( -581) 784 BC: 2x4 KDDF i81&BTR SPACED 24.0" O.C. 2- 3=(-1624) 801 15-16=(-472) 1764 14- 2=(-1832) 786 21-10=) -644) 599 WEBS: 2x4 KDDF STAND 3- 4=(-1308) 694 16-18=(-472) 1764 2-15=( -133) 464 10-22=( -715) 268 LOADING 3- 6=( 0) 0 17-19=( 0) 0 15- 3=( -301) 608 11-22=( -281) 590 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) DN TOP CHORD = 35.0 PSF 4- 5=(-1879) 1063 19-20=( -5) 17 15- 4=( -907) 531 22-12=) 0) 360 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1993) 1327 20-21=(-347) 1359 16- 4=( -2) 31 12-23=(-1858) 887 TOTAL LOAD = 45.0 PSF 7- 9=(-1438) 1005 21-22=(-549) 1572 4-18=( -334) 237 23-13=( -170) 202 9-10=(-1933) 1268 22-23=(-561) 1160 5-18=( -483) 451 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSP Ground Snow (Pg) 8-11=( 0) 0 19-18=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1362) 902 18-20=( -167) 1192 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1679) 974 18- 7=( -696) 1163 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=) -106) 148 20- 7=( -567) 778 M-1.5x4 o equal at n -structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 9=( -817) 701 vertical members (uon)n BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA *' For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -296/ 1643V -398/ 369H 5.50" 2.63 KDDF ( 625) 36'- 6.0" -436/ 1642V 0/ 08 5.50" 2.63 KDDF ( 625) 17-03-15 19-02-01 OND. 2: Design checked for net(-7 psf) uplift at 24 "or 3-03-02.( 2-07-04 3-11-08 3-04-15 4-01-07 spacing. 3-09-08 2-05-10' 1-0143 4-03 2-10-071 ,r 4-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 .8 o' ,( o' f----f ,r a' ,r .8 ,r ,r MAX LL DEFL = 0.128" @ 24'- 10.1" Allowed = 1.779" MAX TL DEFL = -0.152" @ 12'- 0.5" Allowed = 2.372" 7-04-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 12 12 IIM-6x6 12 12 MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" 8.00 V 8.00 6 0" 'N 8.00 ' 8.00 MAX HORIZ. TL DEFL = 0.066" @ 36'- 2.5" 7 W-r( Design conforms to main windforce-resisting 6 �4\ 8M-3x4 M-1.5x3 system and components and cladding criteria. M-5X10 111/1 `I -5X6Wind: 140 mph, h=15ft, TCDL=6.0,0CDL=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, M-4x6 '' �I` M-9x6Truss designed for wind loads 3 ` rn the plane of the truss only. M-3x6zik Illi\s6M-3x6 �'o rnM-1.5x3 o M-1.5x3 3 /�00`" VD 14`'M-3x5 M3x8 N6 lBe�� -- -- o M-1.5x30, 17M-19x8 M-3x8 0,2�� 2z •03 �I N M-3x8 M-3x5 M-1.5x3 M-5x6(5) J• b l L y l 1 y l t,0 P R Qp y 6-10-14 2-09-Q2.03-ya-12 5-02-07 7-02-11 3-01-15 8-09-07 y y 10-11-12 y y 25-06-04 y • �c ' �GtiN '. `S'S'/' • • 11-11-12 1-00 24-06-04 • 4. l l • :89200PE • QA--:. JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z5 .. .. ,� ' Scale: 0.1464 •,s itWARNINGS: GENERAL NOTES, unleaeotheWee noted 7 OREGON, arae. 1.Balder and cradles contractor should be advised of al General Notes 1 This design la based only upon the parameters shown and b for an individual J OREGON _ "(I Truss: Z5 and V/amings before construction commences building component.Applicability of design parameter.and proper • ••• • • 4' 47 • �oA sJ�y 2.2s4 compression web bracing must be Ingalbd where shown incorporation of component Is the responslb Illy of the bu lding designer. • • • • `w` 1^ \ 2 Design assumes the tap and bottom chords to be[Merely braced al • • • • • (J• 1'W' „v 3.Additional temporary bracing to Insure stability during construction • • • • f {/V1 Toc.a:at 17oc respectively Pm braced their length)BI) • Ri\_+ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing wan as plywood sheathing(TC)and/or drywall(BC). • • • • • • • •• ^� 7y„ DATE: 5/25/2017 the overall structure b the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where Mown a c • • •• • •• • •• •; SEQ.: K3 2 4 016 8 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. Y • ••• • • • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are br•ary condition. use. 5.CompuTrus has no control over end assumes no responsibility for the 6 necessary. seamen NA bearing at all supports shown.Shim or wedge if EXPIRES: ry ES: 1 2/31 2017 fabrication,handling,shipment and Installation of components. ry' E..th l`IRLl3 I LIJ (L- 6.This design b Notched subject la the limitatbns set forth by 8.Design be located onassumes e both faces drainage lo trusas s,and placed so their center •d. ••• • 'IVI ay 25's • • • TPI/WTCA in BCS!,copies of which will be furnished upon request. lines coincide with joint center lines. • • • • • • • • • • 9.Digit.Indicate size of plate In inches. • • • • ••• • • • ••• MiTek USA Inc./COmpUTlU6 Software 7.6.8(10-E 10. •For basic connector plate design values see ESR-137 t,ESR-1988(MITek + • ) • • • • • •• •• • • •• • • • •• • • • • • • • • •• •• •• • •• f • • • •• •• •• • f • • • • Rhin ddrs icgift apPepPrgcl:fr:im rtmputer input by • • • • Pacffi t Lumbe;and Trus•-•C• • • f • • • • • • • • • LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ••1 ICOND.e: Design•hefked fob net(-• p!f)"Uplift at 24 "oc spacing. TC: 2x9 KDDF A16BTR LOAD DURATION INCREASE = 1.15I BC: 2x4 DF 2900E SPACED 29.0" O.C. OND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND Design conforms to main windforce-resisting LOADING ••..yster•and compalRents And cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)u-DL( 10.0) ON TOP CHORD = 35.0 PSF •• • • • • • • •• • • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF • • Mind•190*ph*h�B3.lit, TL�L=!.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF • • • • (A110He•ghts), L iolostd,•Cat.2, Exp.B, MWFRS(Dir), • • • • )bad•dui stion fattor=.6? 406NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) • ••• •End o tical(s! � exposed to wind, ALL FLAT TOP CHORD AREAS NOT SHEATHED Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. •• •• • • Ilb•e•Tr•stft*Ensign requires continuous M-1.504 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • beacSng wall for entire span UON. Vertical members (uon)n AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • • • •• f•• ••• • • 16-09-07 1-07 18-07-09 • • T f 4 • •q ••• • 8-00-07 7-08-15 1-00-01-09-00-01 5-09-15 5-08-03 6-01-07 Sr Sr f 4 T 4 1 T 12 12 9.00 1-7.. M-4x6 6 :.'M-6x6 4 B.00 4/ M18H5-Sx16 M-3x5 0(S). " 253� ,r D � r pl : M-5x8(5) 0.25 Gp is ;;;:iiiiiiiii;11111111111111111111111111111110& /- .41 M-4x8 to 1 IINIAIIIIIII't.;. Al o o i77 12 13 14 O 25,15 16 17 18 M-3x8 M-3x8 M-3x6 M-3x8 M-5x6 M-5x6(S) M-5x6 , Q1�3 PRQp S y l y l k l b � C rVG• 6' vo 7-08-15 7-10-11 4-00-06 5-09-15 5-08-03 5-09-15 y, r+,s V��,NC�� l l 13 1-06 37-00 • w9200 E r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z6FW /'; Scale: 0.1984 WARNINGS: GENERAL NOTES, unlessatherotae noted: # Ct- OREGON /e 1.Budder and erection contractor should be advised wall General Notes 1,This design Is based only upon the parameters shown and b for an Individual OREGON' w A. Truss: Z6FW and Warnings before construction commences. building component.Applicability of design parameters and proper [�AVa 2.2x4 compression web brewing must be Installed where shown.. Incorporation of component la the reaponsib4lly of the building designer. '` �k. t A. V` 3.Additional temporary bracing to Insme stability during construction 2 Design sesames the top and bottom chords to be laterally braced et /Wosilen . is the responsibility of the erector.Additional permanent bracing of 10.9 2 o c end H gI o c.respectively es ply unless braced(7C)and/or d/their aN(B b9 [`Y IR I 1.-\ DATE: 5/25/2017 me overall structure is mere alba of building designer. 3.25 2continuous imptrM ing or such ea acing rplywooequired uired here s own..rywaA(BC). h,:, �.+ responsibility o g g J.2H Impact bridging or lateral bracing regWretl where shown,r SEQ.: K32 4 01 6 9 4.No bad should be applied to any component until after all bracing and 5 Installation of truimas he responsibility ro e busiyE i the respective a contractor. environment, fasteners are compete and at no time should any Wads greater than tin assumes TRANS ID: LINK design loads be applied to any component. S.and refer dry condition" g lallw rte show,,.Shim or wedge 5.CompuTrva has rw control over and assumes no responsibility for the eg rysumea g a supports g EXPIRES: []11']C Cs'. 1213112017 l/ 1 IFJO 7. fabncelnn,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. May 25,20LLA17-1fl G tJ LI 11c:. 1 5.This design Is furnished'duped to the limitations set forth by 8.Plates shall be located on both faces of true,and placed so their center TPIMHICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint cer ar lines. i i 9.Digits indicate size of plate In inches. i w MITEk USA,Inc./CanrpuTrus Software 7.6.B(1L}E /0.For basic connector plate design values see ESR-1311,ESR-1988(Mask) 4 i i .r • a • •• •• •• • • • • •• • • • • •• •• •• • • • • • •• • • • ••• ••• •• •• • • • • Symbols :'; •; • . . •,• Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION I 3,,,,; Center plate on joint unlQss,c,y • I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property ot;seb aliipd atp.: • •• ••• (Drawings not to scale) Damage or Personal Injury MirDimensions are irsft-in-sixteenths. ; I'S 1111046. AppI/plats to bides dt trus e:• •,• 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0' 16 ••, , 2. Truss bracing must be designed by an engineer.For "••• • • • •• •• 4 wide truss spacing,individual lateral braces themselves • • •• !IL may require bracing,or alternative Tor I IIIIIEBE_ • •.. ••• •• ... ❑ bracing should be considered. • 4••• IIIIL\IIIIIdAi �� a3. stackr eaceed the design loading shown and never U stack materials on inadequately braced trusses. H O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-6 C6-7cs s F- designer,erection supervisor,property owner and plates 0- ',/'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 SYP represents values as published specified. �� Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. kM reaction section indicates joint - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NMINMI 1.7—,1o18.Use of green or treated lumber may pose unacceptable _.1 environmental,health or performance risks.Consult with Industry Standards: MAII project engineer before use. ANSI/I-Pit National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with lie Guide to Good Practice for Handling, MANSUTPI 1 Quality Criteria. Installing&Bracing of Metal Plate , • Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 , ., r Immo Nue • •.•• IVIiTeI /' ' • •• . . • • . • MiTeICUSA, Inc.... •• 7777(,reenback Lane.••• • • Suite''l •• ••• Citrus t�ttjhts, CA,g561 Q: '• Telephone 9616/676-190Q Re: PL17-181_UPPER Fax 9.167&46-1909 , • • POLYGON • •••• • •. • • • • •• • • • 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: R50657365 thru R50657379 My license renewal date for the state of Oregon is June 30,2017. ,c),0D PR°FF`S'<S ��5 NGINEF�4 /D9�' 87022PE 7 Aj, OREGON (1`5'J 9�, AMBER o'' OS, A. i- EXP RES: 06/30 117 May 24,2017 Hernandez,Marcos IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply POLYGON R50657365 'I�••• PL17-181_UPPER F01 Floor 2 1 • Job Reference(optional) •••• • •Pacic Lumber&Trysi G4, Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 2415:22:44 2017 Page 1 'r ••••• • • . ID:5eV7tdjYilz0X2xysiFDVpzsmUO-xexHTda? 5UTzespfEgV33WOMpZUOVHnC6iQCWzDFHf - • - •:: • • I:•••• 1-9-12. 2-fi-0 i • • • �,5•• • • Scale=1:17.7 s • • - • • • • • •••• • '•• •••• •. • • 1 • • • 1.SI3 it••• • ••3x4 = 1.5x3 II 3x4 = 1.5x3 II •• •• 1 ••••2s 3 4 5 • • • • j • i'"7 • • 7• •• _ * • ••• • — ••• • • • • • •• ••• • • • • •io • • • • of • •••• • • • • • •• • X 8 ♦ 7Y — �/ 3x5= 3x4= 3x4 = 9-8-4 0-1 9-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=420/0-4-0,8=420/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-688/0,3-4=-688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 4-6=-626/0,2-7=0/300,2-8=-557/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �REp P R Ores G W s �N .,g 029 870 2PE 1" CV y �'Oj, OREGON ti9 t// 'po c'M8ER '\' �p OS A. H - NA EXPIRES:06/30/2017 May 24,2017 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/01/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 111k T is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek it fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95810 Job Truss Truss Type Qty Ply POLYGON R50657366 PL17-181_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:45 2017 Pa12M••• - ID:SeV?tdjYilz0X2xysiFDVpzsmUO-PrVfgzbdlOcKboROixMkbG3401tAtdielimRzkyzD4FUt••• I 0-9-4 I 2-6-0I • ••s• • • • • • • Scale=1:23.4• • • • • • • • • •••• • • • • •••• •• • • • "•• ' ' 1.5x3 I I 4x8 = 1.5x3 I I 3x4= 1.5x3 I I •a • 1.5x3 Ile •• dj air* 1 2 3 4 5 • • • •. •6••• • • • 7 • • ••••• L • • 41111111111111111 — .•••• • • • .i . / o • • it •• • - • ��.. 11 10 9 8 4x4 = 4x8= 3x8= 3x5= 0.1118 13-9-4 I 0-1-8 13-7-12 Plate Offsets(X,V)— 111:Edge,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 ' TCDL 10.0 Lumber DOL 1.00 BC 026 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:67 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1028/0,3-4=-1028/0,4-5=-1282/0,5-6=-1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=-973/0,6-9=0/523,4-10=-349/0,2-10=0/822,2-11=-680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '<tiQ,EO PROFFS �,\� NG�NEFR s/O�9 Q' 87022PE / r 7 HA2, OREGON rC� <t! 9O ��BER 11 .4 EXPIRES:06/30/2017 May 24,2017 e . _ a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ° Design valid for use only with MTeker connectors.This design is based only upon parameters shown,and is for an individual building component,not Y a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mil@k` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657367 PL17-181_UPPER F03 Floor 22 1 •••• Job Reference(optional) • Parc tumber&Trygo,cO., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:45 2017 Page 1 • • • ID:5eV?tdjYilz0X2xysiFDVpzsmUO-PrVfgzbdlOcKboROCxMkbG3ByDtZlvbwRmRzkyzDFHe - •••• • • 2-1-4 • • I a 7-6-0 • • • • • Scale=1:25.6 • • - • • • • •••• •••• • • • • • • •• • • •••• •• •• 1.5x3 I I • • 4x6 % • 1.5x3 I I 3x4= 1.5x3 II 3x8= 1.5x3 II • • • • • 1 •• •• 2 3 4 5 6 7 • ••• • • • • • • 11441111411111111110.- 111111114111114115- .5 • •• ••• •• • • • •• • e "�Xjy _ 1A 10 9 817 3x5 = 4x8= 3x8 = 3x5 = 01118 15-1-4 I 0-1-8 14-11-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. _ TOP CHORD 2-3=-1418/0,3-4=-1418/0,4-5=-1476/0,5-6=-1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=-1086/0,6-9=0/636,2-10=0/709,2-11=-995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<rEp PROFe0, 74 °' NEER 0 /"4v _' 87022PE r" yN tN N �'oj, ©REG N tip W "QOr) ZcMBER \\ \O �`S A, HEc'' EXPIRES:06/30/2017 May 24,2017 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIP7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '+ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wei( is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the �Yf R. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1.11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657368 PL17-181_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:46 2017 Pats•1••• - ID:SeV?tdjYilz0X2xysiFDVpzsmU04121uJbMkADy?Cmet �ZR BUcModR11t3R WGPzDVid:••• • 2-6-0 I • •••• • • Scale=1:22.6• • • - • • • • • •••• • • • • •••• •• • • • 5x8= •••• • • fps dife 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II I3x5•= • • • 1.5x3 II 1 2 3 4 5 6 •••••• 7 •• 6 • • • _/ — 411111111111141411141111111111141111111111111411r — • • g •••• • • • • - e a _ :...• • 11 10 9 8 5x5 = 4x8= 3x6 = 3x4= 13-4-0 I 0-1-8 13-2-8 Plate Offsets(X,Y)— 111:Edoe,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:65 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BQT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=581/0-1-8,11=581/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-899/0,3-4=-899/0,4-5=-1219/0,5-6=-1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,4-10=-387/0,2-10=0/855,2-11=-670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��EO PR OFFS w�\� �. G-* 9sio2v ct- 87022PE r" Ncv yE � ry AOREGON rL 1.0T Q-CO4BER .\ SA HE-C) . EXPIRES: 06/30/2017 May 24,2017 4 I e/ e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5111-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mi rel®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657369 PL17-181_UPPER F05 FLOOR GIRDER 2 1 �••• Job Reference(optional) • arc!umber&Tgiiv fro, Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 2415:22:47 2017 Page 1 • • • ID:5eV?tdjYilzoX2xysiFDVpzsmUO-LDcQ5ectHOslr5aOKMOChh8SzOWzDmEDu4w4przDFHc - i-To t• •••42 • • • •• •• • • •• • • Scale=1:25.1 • • • • •••• • •••• • • • • • • •• • • •••• •• •• 3x4 II • • 4x10 =• • 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II •• 1 :••1$•• 2 •,�••• 3 14 4 15 16 5 17 6 18 19 7 - • ° e ••• •• • •• •• ••• o 41, ••• • • • • • 4r e • f• ..„.......,....„.„,.....„, " : a e e 10 9 4x8 = 4x10= 4x8= 4x8 = I 15-1-4 15-1-4 Plate Offsets(X,Y)— [1:Edue,0-1-81,18:Edoe,0-1-81,111:Edoe,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. r WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=950/0-5-8,8=1079/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2061/0,3-4=-2061/0,4-5=-2230/0,5-6=-2230/0 BOT CHORD 10-11=0/1144,9-10=0/2406,8-9=0/1546 WEBS 6-8=-1793/0,6-9=01798,5-9=-278/0,4-10=-402/0,3-10=-320/0,2-10=0/1071,2-11=-1450/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 3-0-0,152 lb down at 13-2-8,117 lb down at 1-5-7,112 lb down at 4-7-13,112 lb down at 6-3-0,112 lb down at 7-10-3,112 lb down at 9-5-6, 112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 118 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �Ep PR pFr Uniform Loads Vert 8(11 5 1-7=-50 _c<� NGtNEF ‘..S1— Vert: Concentrated Loads(Ib) �? 9 2 Vert:6=-112(F)3=-112(F)12=-117(F)13=-152(F)14=-112(F)15=-112(F)16=-112(F)17=-112(F)18=-152(F)19=-118(F) ��• 87022PE yr N -y �Aj, OREGO tip �ti �� FABER \\ �4 OS, A. H ECP EXPIRES: 06/30/2017 May 24,2017 Mil ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �Xf■AiTeI•' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the t MiTek. - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657370 PL17-181_UPPER F06 FLOOR GIRDER 2 1 Job Reference(optional) # Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24155:22 47 2017 PAg i•• - ID:5eV?tdjYilzoX2xysiFDVpzsmUO-LDcQSectH0s1r5a0iTIOChh8VZ.MliQu4w4prz13Ftig,••• 1-10-4 I 2-6-0 • •••• • • • • • • Scale=1:25.1 • • • • • • • • 40••• • • • • •••• •• • • • •••• • • 3x4 I I 3x5 = 1.5x3 II 3x4= 1.5x3 I I •••3•4•= • • 3x4•I? •• 1 2 3 4 5 ••t•• • • • 7 • •• •• • t.sa ::. :: —•• •• • •••• 10 9 3x6 = 3x6 = 3x6= 3x6= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— 11:Edae,0-1-81 LOADING (psi) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=408/0-5-8,8=408/0-5-8 Max Uplift 11=-122(LC 6),8=-122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-262/262,2-3=-957/163,3-4=-957/164,4-5=-1006/150,5-6=-1006/150, 6-7=-348/348 BOT CHORD 10-11=-251/634,9-10=-144/1068,8-9=-229/734 WEBS 6-8=-858/275,6-9=-304/615,4-9=-411/388,4-10=-432/373,2-10=-293/674, 2-11=-730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to beating plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 11=122,8=122. 3)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. G P R QFCr 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. ` `Q S Strongbacks to be attached to walls at their outer ends or restrained by other means. ,-c- 87022PE �, c' - ‘1\17 Aj, OREGON rid 4/ 9O AMBER 1� p `a OS A. H - • EXPIRES:06/30/2017 May 24,2017 e A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. MI • Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657371 PL17-181_UPPER F07 Floor 4 1 Job Reference(optional) • Parc Lumber&Tryst Gra, Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:48 2017 Page 1 • • • ID:5eV?tdjYilz0X2xysiFDVpzsmUO-gQAoJ_dV2J_uSF9bu3vRDvhiNQxpyLJN7kgdLHzDFHb - •••• •••••• • I 0-11-42-6-0 • • • • • • 11.5X3 II 2 3x4 = 31.5x3 II • • Scale=1:11.1 • • • • • • •••• 1111 • • • •••• •• •• • • • • • • • • •• •• • • / I • • • • • • • • •••• •••••• I • • • •• j LIBYA ME �/ 5 =/ 3x4= 3x4 = 1 3-8-4 I 1 3-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 '**' 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-P Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=157/0-4-0,5=157/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5.<( -. F 74GINE4\ y 87022PE c- N (NI 1,‘, %s'OREGON if,: Q/1J OOBER .\\ On H - EXPIRES:06/30/2017 • May 24,2017 t f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/L7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IX! 1 14 - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,215 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts,CA 95610 i Job Truss Truss Type Qty Ply POLYGON R50657372 PL17-181_UPPER F08 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:48 2017 P2ot••• ID:SeV?tdjYilzOX2xysiFDVpzsmUO-qQAoJ_dV2J_uSF9bi vRDvhhr•(]gSL•AlkikgdLHzDiljt;•• I 2-6-0 0-11-12 •••• 1 1.5x3 II 2 3x4= 3 3x4 II • 4 • • • • • • • Scale=1:11.1• • • • • • • • •• • •i • • • •• • • • •• • ••• •• • • • • • • • • • •• •• • • ••• • •• d • • ‘'+ • •••• ••• •• • • • •• • • • •• • • • '. • 1.5x3 II 7 6 5 3x4 = 46 3-7-4 3r8-1 I 4-6-8 3-7-4 dd--1- 0-8-4 0-1-8 Plate Offsets(X,Y)— f4:0-1-8,Edoel LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012fTP12007 Matrix-P Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, BQT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7o152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf)Vert:5-7=-8,1-4=-80 "S- P R OFfiss Concentrated Loads(Ib) z {GNC'INEF-, Z Vert:4=-125(F) , 870 2PE ter' yCCNAj, OREGON tiP <v or,AMBER \' s A- H-v' • EXPIRES:06/30/2017 May 24,2017 s • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11 1+ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mirek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 • Job Truss Truss Type Qty Ply POLYGON R50657373 PL17-181_UPPER F09 Floor 15 1 Job Reference(optional) • Pa is Lumber&Trysy Cry, Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:49 2017 Page 1 • • • ID:5eV?tdjYilzoX2xysiFDVpzsmUO-IckAWKe7pd614PknRnQgm6EsggIUhoLWLOPAtkzDFHa - •••• • I 2-6-0 I 0-5-12 I I 0-6-12 4.41_ • • • • • • 1 1.5x3•I I • • 2 4x4 = 3 3x4 II 4 Scale=1:11.1 • • • • • • •••• •••• • • • • • • CIL • • •••• •• •• ••4•• • • • I • • • • • •• •• 1 • . • • •• • 1 o • • : aD • • • • • •••• • •• • • • • • • •• •••• _ 7 S 5 1.5x3 II 3x4= 4f I 3-1-4 3t2-1E I 4-0-8 I 3-14 1 0-8-4 0-1-8 Plate Offsets(X,Y)-- 14:0-1-8,Edael LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-P Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform LoadsVert: -7=-8,1-4=-80 \C(' kV PROFFS Concentrated Loads(lb) �Co NG I NE�c s40 Vert:4=-125(F) ,C? R 2 'r 87022PE �<' 1 `�A)., OREGON ti� 11., "P 'iii M8ER i1 O EXPIRES: 06/30/2017 ' May 24,2017 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Mil* a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIf PI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657374 PL17-181_UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 2415:22:49 2017 Pagel••• ID:5eV?tdjYilz0X2xysiFDVpzsmUO-IckAWKe7pd614PknRnQgm6Et5gININNI4MLOPAtkzDFHa• • • • • 0-5-4 1 2-6-0 j •••• • 1 1.5x3 II 2 4x4= 31.5x3 II • • • • • • Scale=1:11.2* • • - • • • • • •• • • • •••• • • •• •• • • • • • • • • •• •• • • • • • • • • -:( / •••• • •• • • • • •• • • • 5 4x4 = 3x4 = �1 3-2-4 I 1 3-0-12 Plate Offsets(X,Y)— I5:Edoe,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 "'"' 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-P Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, BQT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=135/0-4-0,5=135/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 87022PE c' cv 7 SAT OREG N tip <U 9 'ilIBER �N O � OS A. F'i - EXPIRES: 06/30/2017 May 24,2017 e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not .. a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi[T ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN51RPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available front Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657375 'PL17-181_UPPER F11 Floor 33 1 Job Reference(optiona0 ••Fay Ifttumber&TryssiFQ., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:50 2017 Page 1 • • • ID:5eV?tdjYilz0X2xysiFDVpzsmUO-molYjgfaxEciZJz?UxvIKm2hEapQAifa29kQAzDFHZ - 1?1I-1• I •••••,� { • • • • • • • • • • Scale=1:25.4 • • • • • • •••• •••• • • • • • • •• • • •••• •• •• 1.5x3 II • • 4x6 7 • 1.5x3 I I 3x4 = 1.5x3 II 3x6= 1.5x3 II • • 1 •••••• • 2 3 4 5 6 7 ••• • L • • e • • - 114114111111411.14, - •.. • •••• ••• ••••• :. • • • m 1111111411111411110.- ••• •• • • • • • • •• o- . •• • 1 10 9 8k 3x5 = 4x8= 3x8= 34 = 01148 14-11-4 I 0-1-8 14-9-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.t&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. r REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. _ TOP CHORD 2-3=-1369/0,3-4=-1369/0,4-5=-1452/0,5-6=-1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=-1072/0,6-9=0/622,2-10=0/725,2-11=-945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 794GINE4\ ., ) 87022P7 1 4 01 �y 'Oj, OREGON rP ti Q'AOs2j O8ER S • �#P AHS EXPIRES:06/30/2017 May 24,2017 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AGI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not NI' a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiqhts CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657376 PL17-181_UPPER F12 Floor 24 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24,;1§A;51 2017 P j� •• • _ ID:5eV?tdjYilzOX2xysiFDVpzsmUO-E_swxOfOLEMTJjIjAZCT8rX1 a yl egppiuHycz[�}Frl •• I 0-10-0 I 2-6-0 • •••• • • • • • • • • • Scale=1:19.2 - • • • • • • •••• • • • • •••• 1.5x3 I I 3x4= 1.5x3 I I • • •3x4 • =•• S •••••• 1.5x3 II • • 1 4x4= 2 3 4 5 • • 6 •• •• G. • • • • e ._ ••••• • • — — ••• • • • \(� e- •• • 'Xyy ••••• 10 9 e 8 7 4x5= 3x5 = !-» 1.5x3 I I 3x4 = I 11-4-0 I 11-4-0 Plate Offsets(XX)— f1:Edge.0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:56 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=493/0-4-0,7=493/0-1-8 . FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-501/0,1-2=-309/0,2-3=-309/0,3-4=-927/0,4-5=-927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=-766/0,5-8=0/315,3-9=-567/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `�� 0NG1NEC9 Wo "c- 87022PE / r Cl' "'P � N "0).., OREGON c5 W Ar 'MOOBER 4 \.O S A. I-1 • EXPIRES:06/30/2017 May 24,2017 l: ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall I building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657377 PL17-181_UPPER F13 FLOOR GIRDER 3 1 ••� • Job Reference(optional) Pa • c({Ic Lumber&Tri si G4 Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:51 2017 Page 1 • • • ID:5eV?tdjYilz0X2xysiFDVpzsmUO-E_swxOfOLEMTJjuAZCT8rXJDnetU9VsppiuHyczDFHY - •• • I 1-2-12.••I•• 1-10-1 I I 1-8-8 I • • • • • Scale=1:24.8 • • - • • • • •••• •••• • • • • • • •• • • •••• •• •• •3x4 • 6x12.= • ••••3x4 II 3x4= 1.5x3 H 3x4 = 1.5x3 II 4x8 = 3x4 II •• 1 L••2••• ••••J• 4 5 6 7 8 9 - ... •° • • 44/ Nyl.-Neziz N, ••• • • •••• • b • • • m • ••• • •• •• •• • • • • �e f •• a .�. o- a 13 12 11 5x8 = 6x16= 3x5= 4x10 = 4x6= I 14-11-4 -I 14-11-4 Plate Offsets(X,Y)- I1:Edge,0-1-81,I10:Edge,0-1-81,114:Edae,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/rP12007 Matrix-R Weight:80 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2457/0,3-4=-2458/0,4-5=-2473/0,5-6=-2473/0,6-7=-1673/0,7-8=-1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=-1222/0,8-11=0/920,6-11=-638/0,6-12=0/393,3-13=-967/0,2-13=0/1745,2-14=-1646/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:Concentrated Loads s(Ib)1-9=-80 '\ - PR QFEO S Vert 3=-825(F) ,:s.:7 -V___,�f.NGINE�c9 /0� Q' 870. 2PE �t' • to / ,nr Nr y �-$, OREGON r)� 4 i 9O AMBER 1' 0 os A. HO; EXPIRES:06/30/2017 • May 24,2017 it it Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent backlog of individual truss web and/or chord members only.Additional temporary and permanent bracing 114iTQk is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the �rY�I 11 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIT,11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infomration available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657378 PL17-181_UPPER F14 FLOOR GIRDER 3 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MTek Industries,Inc. Wed May 2415` 2 2017 P�41••• - ID:SeV?tdYilz0X2xysiFDVpzsmUO-iBQ18Mg06YUKxtTlvuv_NOIrL`1taiZCyiMerU2zE1Ji4••• 1-8-4 I 2-6-0 • •••• 4, • • • • • • • Scale=1:24.8• • • • • • • ••1• • • • • •••• •• • • • •••• • • 3x4 II 4x8= 1.5x3 II 3x4 = 1.5x3 II ••!g,i • • • 3x4'IP •• 1 12 2 13 14 3 15 4 16 5 17 ••%•• 18• ••• 7 •• °o _ TR7 _ � - -il &a •• ~ • •• • • • •••• • • °V •••• `- • •• • • S. ' - e—• • 10 9 • 4x6 = 4x10= 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)- f1:Edoe,0-1-81,18:Edge,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=873/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1758/0,3-4=-1758/0,4-5=-1867/0,5-6=-1867/0 . BOT CHORD 10-11=0/921,9-10=0/2041,8-9=0/1245 WEBS 6-8=-1444/0,6-9=0/726,4-10=-331/0,310=-308/0,2-10=0/977,2-11=-1209/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,100 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down at 10-3-11,and 89 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard G 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 _03 P R OFF Uniform Loads(plf) '`�' SS Vert:8-11=-5,1-7=-50 �,\5 F.4 k.:9 �0, Concentrated Loads(Ib) Vert:6=-89(F)4=-89(F)12=-100(F)13=-95(F)14=-129(F)15=-89(F)16=-89(F)17=-89(F)18=-129(F) 87022PE t'" i N 7 C'1/4"Cj, OREGON rim IUC O FIBER -\\ ‘'�S A. HE. EXPIRES:0613012017 1 May 24,2017 L ®WARNING-Veriry design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1NOYL015 BEFORE USE. ar I Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi 1'[ 'e k' _ is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,tlelivery,erection and bracing of trusses and truss systems,see ANSI/TPH qualityCriteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657379 PL17-181_UPPER F15 Floor 3 1 _•,•y• Job Reference(optional) • Parc Lumber&Truss Co, Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:53 2017 Page 1 • • • ID:5eV?tdjYilz0X2xysiFDVpzsmUO-ANzhMihetrdBZO2YgcVcwyOZ5Rdfdab6GONOOVzDFHW '' • • l• 41-5-12 • 2-6-0 • • • • • Scale=1:17.1 • • • •••• o •••• • • • • • 1.41 Il••• • 314)= 1.5x3 II 354 = 1.5x3 II ••• •• 1 •t••• 3 4 5 • • • • • • • • •1•a • • Jiii••• ••• ••• • B 7 3x5 = 3x4= 3x4 = 9-4-4 0.1 9-2-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:46 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - TOP CHORD 2-3=-639/0,3-4=-639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=-597/0,2-7=0/330,2-8=-504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. (-_0‘A PRQFFss w,o GI NEER /per tr' 87022PE _c` c y %, OREGON ti( IN "CF11/BER '\‘ \- OSA. HEc3J EXPIRES:06/30/2017 ° May 24,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,nal 1111.. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing UT I► ek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IYl 1 R - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 • •• •• ••• •• •• • •• •• • • • • • • • . . •• •• •• •• • • E •+bbl ': : : . •• Numbering System A General Safety Notes • • • • 4 • • •• PLATE LOCATION AND ORIENTATION • Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 • ff�� are i I I (Drawings not to scale) Damage or Personal Injury • >a� • p rwcated. • : ts�• 4Dim sions aCp in lerlsixteenths. . iiiik • •ilpplyplates to both sites of truss 12 3 1. Additional stability bracing for truss system,e.g. •and Iblly emD6Ptfteetfl. or X-bracin diagonal TOP CHORDS g,is always required. See BCSI. �� C1-2 C2-3 2. Truss bracing must be designed by an engineer.For ••• ••• of}16 • •• •. wide truss spacing, 4 p g,individual lateral braces themselves • •_• p may require bracing,or alternative Tor I Affirle • • • rx p bracing should be considered. • • • O •ilmiiiir • ••• U 00 3. Never exceed the design loading shown and never a0 �� d stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building C7-8 cs-7 cs� F designer,erection supervisor,propertyowner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0- /,d'from outside 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. 400IPI by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. g 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *IMO reaction section indicates joint IIMIIII El number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: ill ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. j1 (' reke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIfTPI 1 Quality Criteria. _ Installing&Bracing of Metal Plate a , C4onnected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 y r