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Plans (101) MST2018-00330 114409 SW 169TH AVE 1111111 M5T2018-00331 114433 SW 169TH AVE ler MST2018-00332 114449 SW 169TH AVE MST2018-00333 114471 SW 169TH AVE MST2018-00336 114479 SW 1691H AVE MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: RT AREA 4 LOTS 82-86 FRENCH 5X STEP ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K5540644 thru K5540724 My license renewal date for the state of Oregon is December 31,2019. <ON PRQ'�FSO ,_NGIN4..'7 89200PE r 7 OREGON I 41./ /O y 14, 2° P"V' MERRigrP,Pror . ILY- December 27,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. IMIMIIMINIMIIMIMIIMIIMIMMIMIli • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS10-06-00 HIP SETBACK 1-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR • 10-06-00 GIRDER SUPPORTING 4-00-00 1- 2=( -818) 313 1- 7=(-1696) 1976 7- 2=( -202) 669 BC: 2x6 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -443) 163 7- 8-) -925) 1986 7- 3=(-1224) 547 WEBS: 2x4 KDDF STAND; 3- 4=(-1345) 626 8- 9=) -932) 1966 3- 8=( -221) 532 2x4 DF STAND A LOADING 4- 5=( -454) 160 9- 6=(-1691) 1985 8- 4=) -260) 586 LL - 25 PSF Ground Snow (Pg) 5- 6=( -842) 310 4- 9=(-1196) 552 TC LATERAL SUPPORT <= 12"01. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 1'- 0.0" V 9- 5=( -199) 696 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 37.5)+DL( 15.0)- 52.5 PLF 1'- 0.0" TO 9'- 6.0" V TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 9'- 6.0" TO 10'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+CL( 15.0)= 15.0 PLF 0'- 0.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 25.0)+DL( 20.0)- 45.0 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0" -284/ 648V -2000/ 2000H 5.50" 1.04 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 10'- 6.0" -284/ 648V -2000/ 2000H 5.50" 1.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. '.� ILOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.037" @ 5'- 1.3" Allowed = 0.479" MAX TL DEFL = -0.049" @ 5'- 1.3" Allowed - 0.639" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 0'- 5.5" 0-11-11 8-06-10 �0-11-11 MAX HORIZ. TL DEFL = -0.013" @ 0'- 5.5" OND. 3: 2000.00 LBS SEISMIC LOAD. 0-11-11 2-09-12 2-11-03 2-09-12 0-11-11 T Design conforms to main windforce-resisting 12 12 system and components)and cladding criteria. 12.00 V 12.00 Wind: 140 mph, h=30.4ft, 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 in the plane of the truss only. M-4x6 M-4x6 M-3x4 M-3x4 4 III III4� _ -M-4x4 -M-4x4 r A o m o o o o 5 y' 7 8 9 �l6 0 M-3x4 M-3x4 M-3x4 t J' J' > y 0-10-04 4-03 4-06-08 0-10-04 y co* GINE' PROF�ss to 06 �NC'INEE9 /g2 44. ;9200P 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - AH1 Scale: 0.9596 ��ii�� /� WARNINGS: GENERAL NOTES, unless otherwise noted: ri G' 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 Vo Truss: AH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of Ne building designer. L n �� 3.Additional temporary bracing to Insure Stability during construction 2.Designassumesthe top and bottom chords to be laterally braced at GAO • '1 4,e O is the rea onsibig of erector.Additional permanent ! 70..and at 10'o.c.respectively unless braced throughout their length by (]� p tyo permanen bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �! DATE: 12/26/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R R I S E K 5 5 4 0 6 4 4 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. e Q•: fasteners are complete and at no time should any loads greater Nan 5.Design assumes busses are to be used in a non-corrosive environment, • and TRANS ID• LINK design loads be applied to any component. Bcarefarnf11hmm'ofata. 5.CompuTrus has no control over and arisumes no responsibility for the fi.Deesigcenaswmesfullbearingetallaupponsshown.Shlmorwetlgaif EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is tot) t provided. December 27,2018 6.This design is furnished subject to the limitations set by 6.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate s¢e of plate in Inches. MiTek USA,Inc./CompuTrus Soft}vare 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(-8) 9 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 51 WEBS: 2x6 KDDF STAND LOADING TC LATERAL SUPPORT <- 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PIP 0'- 0.0" -34/ 247V -35/ 102H 5.50" 0.39 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 9.2" -18/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 11.7" -39/ 65V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;JtS:7,9.3 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. .a a. 2: Des't checke. or net -7 .sf u. t at 24 ". .acin. 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" 12.007 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.006" 0 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 system and components and cladding criteria. Wind: 140 mph, h-20.3ft, 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. 0 CO 0 CV 0 I /M-4X4 (o l 0 . -V'S PROFFss y 1% IN g 1-00 1-00 0-11-11 �� 2 89200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - AJl ;�,00; Scale: 0.8131 WARNINGS: GENERAL NOTES, unless otherwise noted: Q 1.Builder and erection contractor should be advised or ell General Notes 1.This design is based only upon the parameters shown and is for an Individual -9 OREGON L(/ .Truss: AJ1 and Wamings before construction commences. building component.Applicability of design parameters and proper4., 2.9r4 compression web bracing must be Installed where shown.. Incorporation of component is the responsibility of the building designer. L 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords be laterally braved at ' ;1_ I r 20\ �i' K Mares responsibility of erector.Additional go 7o.c.and at 10'o.o.respectively unless braced throughout their length by pons ty e permanent bracing f continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a DATE: 12/27/2018 the overall structure is the responsibility ofthe building designer. 3.a Impact bridging or lateral bracing required where shown.• SEQ.: K5540645 4.No load should be applied to any component until after all bracing and 4.Installation of toss Is the responsibility of the respective contractor. ��I 10- 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 loads be applied to any component. and areror°dry onddldn"or use. 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 27,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPI/VI/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software+7,6.9 1L-E 9.Digits indicate size of plate In Inches. MiTek USA,Inc./Com P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-19) 32 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-367) 158 WEBS: 2x6 KDDF STAND 3-4=(-169) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA TOTAL LOAD= 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 24.0" 0'- 0.0" -17/ 174V -53/ 198H 5.50" 0.28 KDDF ( 625) LL = 25 PDF Ground Snow (Pg) 0'- 9.2" -115/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) 1'- 11.7" -327/ 459V 0/ OH 1.50" 0.59 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PRO a FULL BEDS. G:Sts:2.5.3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. - eesi•n chec -• _or net -7 •spl'ft at 24 " c spacing AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.004" MAX LL DEFL - -0.039" @ 3'- 11.7" Allowed - 0.200" MAX TL DEFL = -0.047" @ 3'- 11.7" Allowed = 0.267" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.5" Allowed = 0.033" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" 12.00F77 MAX HORIZ. TL DEFL - -0.002" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.3ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads ~o in the plane of the truss only. i o f �' co oEMI I /- M-3x8 �6 cO PROP ii y 4(�5 �cNGiNe '7 /p,r 1-00 1-00 12-11-11 -92 r' JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - AJ2 Scale: 0.5631 -d (' • WARNINGS: GENERAL NOTES, unless otherwise noted: rt 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 G OREGON A.Truss: AJ2 end Warnings before construction commences. buik ing component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. A n 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et /O I r '1 4 6o w�� Is the responsibility of erector.Additional t bracing ( T o.c.and at 1G o.c.respectively unless braced throughout their length by NV pons tyo permanen go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/27/2018 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown 41FIR I 1-\-SF, K5 5 4 0 64 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. •••111 4• 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 loads be applied to any component. and are for"dry condition"Buse. • 5.CompuTrus has no control over and 9ssumes no responsibility for the R Design assumes lull bearing al all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ssary pjn prth y 7.Platessasumelcaedooneothfageio truss, December 27,2018 6.This design is furnished subject to the limitations sal font by 8.Plates shall be located on both faces of buss,end placed so their center TPI/W ICA In BCSI,copies of which Will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate sbe of plate In inches. MiTek USA,Inc./CompuTrus So#ware 7.6.8(11.)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 2.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF#1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-7) 15 BC: 2x4 KDDF #15BTA SPACED 24.0" O.C. WEBS: 2x6 KDDF STAND 2-3=(-336) 260 3-4-(-103) 77 LOADING TC LATERAL SUPPORT <= 12•'01. DON. LL( 25.0)+OL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -7/ 228V -83/ 204H 5.50" 0.36 KDDF ( 625) LL 25 PSF Ground Snow (Pg) 0•- 9.2•• -43/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) 1'- 10.9" -173/ 267V 0/ OH 1.50" 0.34 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.7" -68/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL 5E55ING:Jts•2.5.304 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ' -/ VERTICAL DEFLECTION LIMITS: LL=L/240, IL-L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 0MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.004" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.5" Allowed - 0.033" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 / MAX HORIZ. LL DEFL = -0.002" @ 5'- 1.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 1.9" / Design conforms to main di claddingrcriterig system and components and cladding criteria. Wind: 140 mph, h=22ft, 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 3 in the plane of the truss only. N r O � co O 1 /- M-3x8 )- )' J, y 1-00 1-00 4-02-11 •�p�p PROr&, `�`NGINE�c9C /a 44, 92� y'r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - AJ3AOPP (' • Scale: 0.4792 WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss: AJ3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only open the parameter shown and is for an individual 7 ,OREGON lV and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown e. incorporation of component Is the responsibility of the building designer. 4/' ,a . 3.Additional tem bracing to insure stabil' Burin 2.Design assumes Me to d bottom chords to be lateral braced at <'0 ^� 1 4 a 14°N �� temporary g ay during pan laterally 7 b Is the responsibility of the erector.Additional permanent bracing ofco7 o.c.and et sheath0. ing respacti plywood unless brecetl throughput Neir length by DATE: 12/26/2018 the overall structure is the res bit f the desi2x usshging or ltehascre required ithereo /or tlrywall(BC). responsibility si Ito o building goer. 3.In Impact bridging iors lateral bracing ty of the respe shown to �� SEQ.: K5 5 4 0 64 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 see should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and arerorarycontlrcldnoruae. e.Design assumes full bearing at all supports shown.shim or wedge if EXPIRES: 12-31-2019 B.CampuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. necessary' 7.Designeshallassumesb adequate drainage is ptruss,d. an December 27,2018 5.This design is furnished subject to the limitations set forth by 8.Plates shall be iadetl at both nage truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished 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 basic connector plate design values see E5R-1311,ESR-1988(MiTek) • This design prepared from computerinput p by Pacific Lumber and Truss—BC CORNER GIRDER SETBACK 1-0-0 FROM END WALL •LUMBER SPECIFICATIONS •• LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 24"oc CHORDS: 2X4 KDDF #1&BTR TOP CHORD LL = 25psf TOP CHORD DL lOpsf 7 2X6 KDDF #1&BTR TOTAL LOAD = 35psf /l I / V • 12 8.99 Ir • M-3x6 M-3X6 PROVIDE SUPPORT @ 48" O.C. AND AT END 5-11-06 r � m • o � I PROFFss y y / �NGI NE�c9 /O29 1-08-09 1-05 89200PE JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - AR1 � Scale: 0.7003 -� . I� WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON It/1.Builder and erection contractor should be advised of all General Notes 1.Tha design is based only upon the parameters shown and Is for an individual 4.1 Truss: AR1 and Warnings before construction commences. building component.Applicability of design parameters and proper L incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown a, "�O q 1� 14 n0� 3.AdditlonaI temporary bracing to insure stability dudng construction 2.Design assumes the top and bottom chortle to be laterally braced et r b (� is the responsibility of the erector.Additionalpermanent bracing f c o.c.and at 10'o.c.respectively unless braced throughout their length by �[_ ponsi tygo continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). {1 DATE: 12/26/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• �R R V� SE 5 4 0 6 4 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. Q. K5 fasteners are complete and at no time should any loads greater than 8.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for^dry condition of use. TRANS I D: LINK 5.C sign to us has no control to any coraver anent.es no respons bit ty far the S.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry smen prthe 7.Platers all assumesadequateon botdrainage io trusisad. December 27,2018 6.This design is furnished subject to the Ilmkations set forth by 8.Plates shall be located on both faces of truss,and placed so theft center TPiS5TCA 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 6.2.3(1 L)-Z I0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 FROM 4-07-08 TO 15-05-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-4426) 670 7- 8=(-2116) 2514 7- 1=(-9902) 696 10- 4=( -436) 3016 BC: 2x8 KDDF #16BTR 2- 3=(-3556) 628 B- 9=( -616) 3672 1- 8=( -414) 3520 4-11=(-5112) 760 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-2194) 480 9-10=(-1074) 3546 8- 2=( -206) 1630 11- 5=( -142) 64 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=) -358) 358 10-11-(-1074) 3546 2- 9=(-1540) 268 TC UNIF LL( 5D.D)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 5- 6=) -16) 16 3- 9=( -380) 2422 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( D.D)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 4'- 7.5" V 9- 4=( -908) 1788 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)- 445.6 PLF 4'- 7.5" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 2353.0 LBS @ 3'- 7.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN ADDL: BC CONC LL+DL= 2134.0 LBS @ 13'- 6.0" 0'- 0.0" -691/ 4995V -2319/ 2319H 5.50" 7.99 KDDF ( 625) nails staggered: 15'- 5.5" -1070/ 6834V -2319/ 23198 5.50" 10.93 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Full height blocking is required at right bearing . 9" oc in 2 row(s) throughout 2x8 bottom chords, LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9" oc in 2 row(s) throughout 2x6 webs, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOND. 2: Design ch-.ked for net - .sf 0.11 ,. "oc s.ac_.g. 9" oc in 1 row(s) throughout 2x4 webs. NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR MAX LL DEFL = 0.025" @ 10'- 10.9" Allowed = 0.727" TO FABRICATION OF TRUSS. MAX TL DEFL = -0.058" @ 10'- 10.9" Allowed = 0.969" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.008" @ 0'- 2.7" 6-09-14 8-07-10 MAX HORIZ. TL DEFL = -0.013" @ 0'- 2.7" 3-09-04 3-00-10 4-01 4-03-14 0-02-12 IGOND. 3: (50.00 PLF SEISMIC LOAD. I T 'r T T TT 12 Design conforms to main windforce-resisting M-5x6 M-4x8 M-1.5x3 system and components and cladding criteria. 12.00 3 , illaliWind: 140 mph, h-23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-1D, !:� a (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-3x6 0 0 +� 1 0 . M-3x8 � 1 AM l� E.M vo 7'---r. 8 9 10 X11 M-3x9 M-7x10 M-7x8 M-3x12 M-5x12 J, *2353: y +2134# J, C�� 0� 3-05-12 3-05-19 3-11-04 4-06-10 �‘ 0NGINE9 /OA_ y 17 �� ;9200P 15-05-08 JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - BGIRD Scale: 0.2817 / 6rPI' ��.... WARNINGS: GENERAL NOTES, unless otherwise noted: Q LA/- 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 -yOREGON 0, lci Truss: BGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper t 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 1..) incorporation 2�� ,` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at '1 A is the responsibility of the erector.Additional permanent bracing of 7 o.c.and e11 D'o.c.respectWey unless braced throughout their length by Y a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/26/2018 the overall structure is the responslbilfty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �R PRO- SEQ.. 55 4 0 64 9 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. f fl fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non csrrosse environment, TRANS ID• LINK design bads be applied to any component. and are for"dry condmmn'of use. 5.CampuTrushas nocontrol over and assumes neresponsibility for the 6.Design assumes full bearing at all supports shown.shim or wedge if EXPIRES: 12-31-2019 sea ry fabrication,handling,shipment and installation of components. 7.Designlas assumes b el c ted o n both Is provided. December 27,2018 6.This design Is furnished subject m the limitations sat forth by B.Plates shall be located on both faces of truss,end placed so their center TPIMyTCA in BCBI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1O.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 13-06-00 MONO HIP SETBACK 2-08-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; • LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 8=(-197) 475 8- 3-) -76) 340 6-11=(-785) 356 2x6 KDDF #1&BTR T2 2- 3=(-823) 280 8- 9=(-429) 911 8- 4=(-522) 268 11- 7=(-119) 89 BC: 2x6 KDDF #1&BTR LOADING 3- 9=(-976) 197 9-10=(-209) 458 4- 9-(-158) 179 WEBS: 2x9 KDDF STAND; LL = 25 POE Ground Snow (Pg) 9- 5=(-095) 408 10-11=(-289) 628 9- 5=(-249) 537 2x9 KDDF #1&BTR A; TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 2'- 8.0" V 6- 7=( 0) 0 5- 6=(-515) 272 2x6 KDDF SS B; TC UNIF LL( 58.3)+DL( 23.3)= 81.7 PLF 2'- 8.0" TO 13'- 6.0" V 10- 6=) -77) 108 2x6 KDDF STAND C BC UNIF LL( 0.0)+DL( 23.3)- 23.3 PLF 0'- 0.0" TO 13'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 24"00. UON. TC CONC LL( 37.0)+DL( 14.8)- 51.9 LBS @ 2'- 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"00. UON. 0'- 0.0" -284/ 866V -42/ 119H 5.50" 1.38 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -327/ 702V 0/ OH 5.50" 0.38 KDDF (1870) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. NOTE: 2x4 BRACING AT 29"OC UON. FOR OND 2• Design check d f t(-7 psfl uplift at 24 p 'ng ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" OVERHANGS: 12.0" 0.0" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.035" @ 10'- 11.0" Allowed = 0.629" I MAX TL DEFL = -0.050" @ 10'- 11.0" Allowed = 0.839" 0* For hanger specs. - See approved plans SEASONED LUMBER IN DRY SERVICE CONDITIONS Unbalanced live loads have been MAX HORIZ. LL DEFL = -0.023" @ 13'- 3.2" considered for this design. 2-07-11 10-10-05 MAX HORIZ. TL DEFL = 0.033" @ 13'- 3.2" T T T 2-05-04 NOTE:Design assumes oisture content does , '( 'I' not exceed 19': attime of manufacture. 2-07-11 $-03 3-10-09 2-08-12 Design conforms to main windforce-resisting +51.908 system and components and cladding criteria. 12 10.56" M-4x6 M-3x4 Wind: 140 mph, h=21.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 3 M-3x4 M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, • Only left end vertical is exposed to wind, o 40' T2 __ IE11I1TI1EDFORTERAL l-NNx �,-1,yr o0 _ oNED FOR LATERAL m 1 1 1 11 LOADS IMPOSED BY SUPPORTS(BEARINGS). o co 0 2 8 9 10 cv M-3x9 M-5x6 M-3x6 M-3x6 `1 N l R\ `Interior condition not exposed to wind load criteria. b t 5 3. 5 2-06-09 4-07-15 3-08-13 2-07 �Ep PROE . , 1-00 y 13-06 y so. NGINE�n /OA .� 89200PE !� JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - BH1 Allp. X40 Scale: 0.3613 WARNINGS: GENERAL NOTES, unless otherwise noted: Cii CC 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 Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown s. incorporation of component is the responsibility of the sainting designer. �� ^O� �/C. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced at 'G is the responsibility of the erector.Additional orrel permanent bracing of T o.c.and al f 0 o.c.respects unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/27/2018 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ FR R'L- 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. 111 e l S E Q.: KS 5 4 0 65 0 fasteners are complete and at na gine should am loads greater hen 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component 6.and Siare for"dry uti bearin f ul ail supports snows.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the ceg�aawmea g a ppo g EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is vided. December 27 2� 8 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 their center TPIMTCA in BC51,copies orwhich will be furnished upon request. lines coincide with joint center lines. B.Digits indicate sae of plate in Inches. MITek USA,Inc./CornpuTfus Software 07.6.9(1L)-E 10.For basic connector plate design values see ESR-1311,ES11-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 9=(-167) 385 9- 3=( 0) 299 12- 8-(-98) 82 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-679) 175 9-10=(-251) 767 9- 5=(-459) 96 BC: 2x6 KDDF #1&BTR 3- 4=) 0) 0 10-11-(-129) 387 5-10=(-131) 124 WEBS: 2x4 KDDF STAND; LOADING 3- 5=(-386) 167 11-12=(-175) 532 10- 6=(-133) 450 2x4 RODE#1&BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-754) 238 6- 7=(-435) 168 2x6 KDDF SS B; DL ON BOTTOM CHORD = 10.0 PSF 7- 8=( 0) 0 11- 7=( -64) 79 2x6 KDDF STAND C TOTAL LOAD = 45.0 PSF 7-12=(-665) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"01. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 748V -42/ 121H 5.50" 1.20 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 13'- 6.0" -101/ 587V 0/ OH 5.50" 0.31 KDDF (1870) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP II AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. L'OND2. Desig hec ked f r net(-7 gas u.li at 24 "o ..acin.. GS: 12.0" 0.0" 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" Unbalanced live loads have been MAX LL DEFL = 0.025" @ 10'- 11.0" Allowed - 0.629" considered for this design. MAX TL DEFL = -0.042" @ 10'- 11.0" Allowed = 0.839" SEASONED LUMBER IN DRY SERVICE CONDITIONS ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.016" @ 13'- 3.2" 3-11-11 9-06-05 MAX HORIZ. TL DEFL = 0.028" @ 13'- 3.2" T 2-05-04 NOTE:Design assumes moisture content does f ,( not exceed 19% at time of manufacture. 2-06-04 1-05-07 2-11 3-10-09 2-08-12 Design conforms to main windforce-resisting T f f T '( T system and components and cladding criteria. f 12 g 12.007 Wind: 140 mph, h=22.6ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 Only left end vertical is exposed to wind, 10.56" M-3x4 Truss designed for wind loads 3 M-3x4 M 3x4 in the plane of the truss only. 5 6 Co i$* 'ee o o M-1.5x3 co o IIIIIIIIIIIIIII I o B 9e M-3x9 , VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). o OI Q� ps� N v1 co m O �, 2 O O 1 2 9 10 11 Pa N M-3x9 M-5x6 M-3x6 M-3x6 1 '1 N Al,,,,,,piNNT-_,,,, O 13 J., y y y b Interior condition not expo At° PROFFs b b 2-06-09 4-07-15 3-08-13 2-07 to wind load criteria. �� oGiNe&. s/a2 1-00 13-06 y '4 89200PE 9 JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - BH2 ;� �: Scale: 0.3739 WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and Is for an individual 9 % OREGON Ix Jo Truss: BH2 and Vv'amings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown incorporation of component is the responsibility olthe building designer. '� �`•\ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom cloths to be laterally braced at /O 9 Y 14 a O "i 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 `i' DATE: 12/26/2018 is thethe r spall structure is the responsibility of building continuous sheathing such as plywood sheat trete)and/or drywall(BC). /� ponsi p o g designer. 3.2x Impact bridging or lateral bracing required where shown++ /� `�` SEQ.: K5 5 4 0 651 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. \ RIO- 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 loads be applied to any component. and are ar dry conditionof use. 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components, necessary. 7.Design aha ll b es adequate drainage o trus,provided. December 27,2018 6.This design Is furnished subject to the limitations set brim by e.Plates shall be located on both faces of truss,and placed so melt center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linos. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7.6.9(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 7=( -92) 339 7- 3-( 0) 181 10- 6-(-75) 87 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-625) 176 7- 8=( -50) 338 7- 4=( -49) 54 WEBS: 2x4 KDDF STAND; 3- 4=(-334) 228 B- 9=(-138) 388 4- 8=( -64) 146 2x4 KDDF #1&BTR A; LOADING 9- 5=(-545) 239 9-10=(-135) 389 8- 5=( -94) 152 2x6 KDDF STAND B LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PDF 5- 6=( 0) 1 5- 9-( 0) 83 DL ON BOTTOM CHORD = 10.0 PSF 5-10-(-620) 215 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 45.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PDF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -97/ 752V -113/ 115H 5.50" 1.20 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -98/ 586V 0/ OH 5.50" 0.33 KDDF (1782) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 29 c spacing. OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ** For hanger specs. - See approved plans MAX TC PANEL LL DEFL = -0.057" @ 2'- 9.9" Allowed = 0.402" MAX TC PANEL TL DEFL = 0.047" @ 3'- 0.0" Allowed = 0.603" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-03-11 2-10-10 3-03-11 2-00 T T T T MAX HORIZ. LL DEFL = -0.004" @ 13'- 9.3" 5-03-11 2-10-10 3-07-03 1-08-08 MAX BORIS. TI DEFL = 0.006" 0 13'- 9.3" T T T T T 12 • 12 NOTE:Design assumes moisture content does M-9x6 M-4x6 not exceed 19" at time of manufacture. 12.00 12.00 /- 3 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=6.OBCDL=6.0, ASCE 7-10, (All Heights), Enclosed, at.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Only left end vertical is exposed to wind, Truss designed for wind loads in the plane of the truss only. N / 5X12 O I M-1.5x3 0 6 a0 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL M-3x4 0 "' LOADS IMPOSED BY SUPPORTS(BEARINGS). AA...." / co 10 o 2 � 7 8 9 N o I M-3x9 M-3x4 M-1.5x3 N M-3x9 Adll ti, 11 -Interior condition not exposed es0 PR Oren to wind load criteria. 5-02-09 3-05 3-00-08 y 1-10-04 y �t`�1NGINEF9 s/�� k1-00 y • 13-06 89200PE 9 JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - BH3 • Scale: 0.3282 c o+•' WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onN upon the parameters shown and is for an Individual G4.," OREGON ,�� Truss: BH3 and Warnings before construction cominences. building component.Applicability of design parameters and proper 2.2x4 compressbn web bracing must be inatelled where shown+. incorporation of component is the responsibility of the building designer. ' A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O •fr 1 A ZO �+' is the responsibility f the erector.Adtlfilonal t bracing f Y o.c.and at 10'o.c.respectively unless braced throughout their length by `Y pans ty o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). e' DATE: 12/26/2018 the overall structure Is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown** `R�'L� SE K5 5 4 0 65 2 4.No load should be applied to any comtionent until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4- asteners arecomplete 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 loads be applied to any component. andarefor"dry of pro tie 5.CompuTrushas nocontrol over and assumesnoresponsibility for the 6.Design fun bearing tans°supports If EXPIRES: 12-31-2019 scary. p fabrication,handling,shipment and inslalbtion of components. 7.Design assumes adequate drainage Is provided. December 27,2018 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 TPINJI-CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. A Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software+7,6.9(1L)-E 10.For basic connector plata design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9-( -69) 334 9- 3-( 0) 181 BC: 2x6 KDDF #1&BTA SPACED 24.0" O.C. 2- 3=(-625) 252 9-10=( -87) 33B 9- 6=( -57) 61 WEBS: 2x4 KDDF STAND; 3- 4-( 0) 0 10-11-(-173) 388 6-10=) -59) 146 2x4 KDDF #1&BTR A; LOADING 3- 6=(-334) 266 11-12=(-170) 389 10- 7=( -84) 143 2x6 KDDF STAND B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 7-11=( 0) 83 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-545) 298 7-12=(-620) 272 TC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 45.0 PSF 7- 8=( -1) 1 12- 8=( -75) 87 BC LATERAL SUPPORT <= 12"01. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -131/ 752V -114/ 116H 5.50" 1.20 KDDF ( 625) 13'- 6.0" -98/ 586V 0/ OH 5.50" 0.33 KDDF (1782) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. II y'OND 2• D h k d f et(-7 psf) uo ' . -., a ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 I MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 0-02-10 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,�I. MAX TL DEFL = -0.013" @ 8'- 1.4" Allowed = 0.839" MAX TC PANEL LL DEFL = -0.058" @ 2'- 9.9" Allowed - 0.402" 6-07-11 0-02-10 4-07-11 2-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 5-02-04 1-05-07 1-05-07 3-05-12 1-08-08 MAX HORIZ. LL DEFL = -0.004" @ 13'- 4.3" 'r T .f . 1' 7' MAX HORIZ. TL DEFL - 0.006" @ 13'- 4.3" /- 12 45 12 NOTE:Design assumes moisture content does 12.00 F7 12.00 not exceed 19% at time of manufacture. M-4x6 M-4x6 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, AdrAl (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Only left end vertical is exposed to wind, No Truss designed fox wind loads I in the plane of the truss only. o M-5x12 1 M-1.5x3 r e --/ -/ .44 ilialli r 0 M-3x4 1 m 0 0 r I 1 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL I v .__ WMAIL a A N , LOADS IMPOSED BY SUPPORTS(BEARINGS). m I , T.- 12 M of 1 2 u 9 10 11 (\1 M-3x4 M-3x4 M-1.5x3 t N O M-3x4 ,,*�� 3 Interior condition not exposed y y y y y ` ED PROF�s to wind load criteria. Fs 5-02-04 3-05 3-00-08 1-10-04 G 04,GIN4.6) ib ), ), r � li 1-00 13-06 / 4 =9200P 9 JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - BH4 _ j� Scale: 0.2905 - f 7r WARNINGS: GENERAL NOTES, unless otherwise noted: © fr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is far an Individual �) OREGON L' Truss: BH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 7I I�_ (V 2.2s4 compression web bracing must be Installed where shown v. of component is the responsibility of the building designer. I.- incorporation ,` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced at Pb0 �) 1 A 2°N 0 �+ is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by �/ "F e w continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). NV DATE: 12/26/2018 the overall structure is the responsibility of the balding designer. 3.2z Impact bridging or lateral bracing required where shown++ ��'1 SEQ.:. 55 4 0 6 5 3 4.No load should be applied to any component until after al braang and 4.Installation of truss is the responsibility of the respective contractor. lr 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 loads be applied to any componentanaararor^drycond'Rion"oruae. 5.CompuTrus has no control over and assumes no responability far the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 teary. fabrication,handling.shipment and installation of components. 7.El Design assumeslb adequate drainagetc Is provided. an December 27,2018 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both Paces of truss,and placed so their center TPI/WlCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.9(1L)-E 1o.For basic connector plate design values see ESR-1371,E5R4988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 99 2-4=(0) 0 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-B1) 99 WEBS: 2x9 DF STAND LOADING TC LATERAL SUPPORT <= 12"00. 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. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 95.0 PSF 0'- 0.0" -66/ 919V -27/ 104H 5.50" 0.67 ODDS ( 625) OVERHANGS: 18.0" 0.0" 2'- 11.0" -68/ 83V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -7/ 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:2,3,4 BOTTOM CHORD CHECKED FOR 1EPSF LIVE LOAD. TOP CDND. 2_Design_checked for net(-7 psf) uplift 41._ -_,,,,,29 " pacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFT - -0.011" @ -1'- 6.0" Allowed - 0.150" MAX TL DEFL - -0.014" @ -1'- 6.0" Allowed = 0.200" 2-11-12 MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.028" T I f MAX TL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.037" MAX TC PANEL LL DEFL - 0.007" @ 1'- 11.4" Allowed = 0.179" MAX TC PANEL TL DEFL - 0.006" @ 1'- 11.4" Allowed - 0.268" 12 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" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, mr Truss designed for wind loads j in the plane of the truss only. 0 M-3x4 N • r 0 1 110°0 • 2>. G I 1-06 4-00 �EPROFE6" C?5�0NGINEF9 /%�� i9 89200PE JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - BJ1 , ,e Scale: 0.6195 /- WARNINGS: GENERAL NOTES, unless otherwise noted: CI) tr 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual pG "�OREGON I 4/ Truss: BJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component the responsibility of the building designer. •/ 1' wo� �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r .1d •y W the responsibility of erector.Atldibonalpermanentbratln of po.c.and at 10 o.c.respectively unless braced throughout their length by �TS /� p tyo gcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p DATE: 12/26/2018 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ FR R I 0- 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. SEQ.: KS 5 4 0 6 5 4 fasteners arecomplete and at no fee nomd env nada greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.CompuTrus has no control neer and eskumes no responsibility for the 6.Design assumes fug bearing at ag supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and instillation of components. scary. smen prthe 7.Pecegn haUelcated oneofaces eio provided. December 27,2018 e.This design is furnished subject to the limitations set forth by e.Plates shag be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate adze of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 1o.For basic connector plate design values see EBR-1317,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 3-4=(-58) 55 3-1=(-33) 16 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 1-4=(-62) 65 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD= 10.0 POE 0'- 0.0" 0/ 70V -54/ 59H 5.50" 0.11 KDDF ( 625) TOTAL LOAD = 45.0 PSF 0'- 9.4" -107/ 59V 0/ OH 1.50" 0.09 KDDF ( 625) 3'- 10.5" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:3,2,9 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-7 psf) uplift at 24 "pc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ -1'- 1.5" Allowed = 0.086" MAX TC PANEL LL DEFL = 0.000" @ 0'- 6.4" Allowed = 0.037" MAX TC PANEL TL DEFL = -0.000" @ 0'- 6.1" Allowed = 0.055" MAX BC PANEL TL DEFL = -0.005" @ 1'- 10.0" Allowed = 0.179" 0-10-03 f f MAX HORIZ. LL DEFL = -0.001" @ 0'- 9.4" MAX HORIZ. TL DEFL = -0.001" @ 0'- 9.4" • 12 12.00V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.3ft, 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, End vertical(s) are exposed to wind, 4( Truss designed for wind loads in the plane of the truss only. /41101' N O O O , N O II 111 0 3 X \ g M-1.5x3 M-1.5x3 \`9,0 PROr ea �, NGINE<c9 /02 y 3.10.08 i 89200PE 1 JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - BJ1X07-- Scale: 0.8677 .40IP . WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 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, OREGON Truss: BJ1X and Warnings before construction commences. building component.Applicability of design parameters and proper v 2.2s4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at �O !Y '14, A a �O� �� is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by /lien 1"F DATE: 12/2 6/2 016 the overall structure is the res bit' f the buildin desi 2cntinu us sheathing such as plywood sheathing TC)and/or drywall(Bc). • ponsi Mo g goer. 3.In Impact of ttu Bor lateral bracing requiretl where shown++• �\ SEQ.: K5 5 4 0 65 5 4.No load should be complete 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 greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, ,__ ' TRANS I D• LINK 1 design Gads be applied to any component. and are for"dry condition"of use. QQ 5.CompuTrua has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-3 1-2019 shipment necessary. fabrication,handling, pmentandInstallationofcomponents. 7.Design assumes aderainaeIsprovided. December 27,2018 6.This design is furnished subject to the limitations set forth by 6.Plates shall be locateddonon both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrua Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-156) 141 1-4=(0) 0 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -54) 25 WEBS: 2x4 DF 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"01. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -23/ 173V -49/ 11BH 5.50" 0.26 KDDF ( 625) 3'- 7.7" 0/ 5907 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.8" -125/ 223V 0/ OH 1.50" 0.29 RODE ( 625) 5`- 10.3" -23/ 95V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. PROVIDE FULL BEARING;Jts:1.4.2.3 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 11 MAX TC PANEL LL DEFL = 0.011" @ 1'- 10.6" Allowed = 0.261" MAX TC PANEL TL DEFL = 0.010" @ 1'- 10.6" Allowed = 0.391" 12 8.00 MAX HORIZ. LL DEFL - -0.001" @ 5'- 9.5" MAX HORIZ. TL DEFL = -0.001" @ 5'- 9.5" 0 Design conforms to main windforce-resisting • system and components and cladding criteria. Wind: 190 mph, h=22.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. 0 • o M-3x6 11111111111111 0 I I on0 I o OMEN kNEMN Ep PROF y 3-10-08 y 1-11-12 y ��c�"��GINE. '46> •• .4 89200PE p% JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - BJ2 Scale: 0.5641 I�OA•: WARNINGS: GENERAL NOTES, unless otherwise noted: ti CC 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an individual -F/ 41 OREGON A.Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper v pression web bracing mu incorporation of component is the responsibility of the braced designer. 91' ^O� �� 2.�r4 corn b d be installed where shown�. 2.Design assumes the top and bottom chords to be laterally braced at / a r yd •L 3.Addklonel temporary bracing to Insure stabiltiy during construction 7 o.o.and at 101 c.c.respectively unless braced throughout their length by O 1 •e is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p DATE: 12/26/2018 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown s o l f L� S E K5 5 4 0 65 6 4.No load should be applied to any component until after all bracing and 4.D llation of truss is the he are to responsibility ya In aenrespective non-corrosive contractor.ntra' ment, Q• fasteners are complete and at no time Should any loads greater than Design assumes TRANS ID: LINK deslgnloads beapplied toany component dna are1. ondkion of use. poo wedge 5.CompuTmshas nocontrol over and askumesnoresponNbilky for the 6.Deed Nil bearing tallsu supports If EXPIRES: 12-31-2019 wary. l,� fabrication,handling,shipment end instigation of components. 7.Design assumes adequate drainage is provided. December 27,2018 B.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 TPIANsCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-(-101) 75 3-4=(-154) 125 3-1-(-102) 49 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-4=(-140) 172 WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 139V -82/ 120H 5.50" 0.22 KDDF ( 625) TOTAL LOAD= 45.0 PSF 2'- 9.4" -96/ 117V 0/ OH 1.50" 0.19 KDDF ( 625) 3'- 10.5" -25/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:3,2,4 I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. FOND. 2: Desi.n checked for net -7 .sf) uplift at 24 "cc sp ins BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ -1'- 1.5" Allowed = 0.019" 2-10-03 MAX TL CREEP DEFL = 0.000" @ -1'- 1.5" Allowed = 0.028" T 1 MAX TC PANEL LL DEFL = 0.016" @ 1'- 7.0" Allowed = 0.219" MAX TC PANEL TL DEFL = 0.015" @ 1'- 8.1" Allowed = 0.328" 12 MAX HORIZ. LL DEFL - -0.003" @ 2'- 9.4" 12.00 MAX HORIZ. TL DEFL = -0.003" @ 2'- 9.4" -V Design conforms to main windforce-resisting system and components and cladding criteria. A Wind: 140 mph, h=21.3ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N 1,1-3x40 I rn 0 lillIllIllIllIll\ hism 3 :, -/ M-1.5x3 M-1.5x3 '`��0 PROFe6' c:5• t�NGINEF'9 49/6 y 3-10-08 89200PE 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - BJ2X 4411111f --- Scale: 0.5794 WARNINGS: GENERAL NOTES, unless otherwise noted: © Cr 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 7G 4,OREGON Ix Truss: BJ2X and Warnings before construction commences. building component.Applicability of design parameters and 2.2x4 cern b bracing incorporationfrom tis the res tlY proper goer. pression we g must be installed where shown 4. a component responsibility of the building designer. �}� a Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Jw' -7 y AO. �� is the responsibility of erector.Additional g° 2 o.c.and at 10'o.c.respectively unless braced throughout their length by (� DATE: 12/26/2018 Pons tyo permanent bracing f continuous sheathing such as plywood sleathing(TC)andlor drywall(BC). V I�s the overall structure Is the responsibility of the building designer. 3.In Impact bridging m lateral bracing required where shown♦a �/� �'�1 SEQ.. 55 4 0 65 7 4.No load should be applied to any component until after all bracing and 4.Installation of ts is the responebility 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 nonaonosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition°ruse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim orwedge i( EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. 7necessary. 0.Design haassumes adequate drainage Is provided. December 27,2018 6.This design is famished subject to the limitations set forth by 8.Plates shay be located on both faces of truss,and placed so their center TPVW/CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in Inches. MiTek USA,Ino./CornpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-269) 216 1-5=(0) 0 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-129) 68 WEBS: 2x9 DF STAND 3-9=( -65) 0 LOADING TC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+IL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"00. DON. 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: 0.0" 11.B" I 0'- 0.0" -16/ 162V -63/ 190H 5.50" 0.26 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) 3'- 9.8" -167/ 311V 0/ OH 1.50" 0.90 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.5" -116/ 259V 0/ OH 1.50" 0.32 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:1.5.2,3 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC IC OND. 2: Design checked for net(-7 psf) uplift at 29 "cc so ing� -7 VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/290 MAX LL DEFL = -0.002" @ 8'- 10.3" Allowed = 0.065" MAX TL CREEP DEFL = -0.003" @ 8'- 10.3" Allowed - 0.098" MAX TC PANEL LL DEFL - 0.008" @ 1'- 9.2" Allowed = 0.261" 12 MAX TC PANEL TL DEFL - 0.007" @ 1'- 9.2" Allowed = 0.391" / 8.00 177 MAX HORIZ. LL DEFL = -0.003" @ 7'- 9.8" MAX HORIZ. TL DEFL - -0.003" @ 7'- 9.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, o Truss designed for wind loads in the plane of the truss only. 0 7 M-3x6 o N, m iill 0 O/- 1 5►� -7 ��eck p PROF ,, 3-10-06 4-11-12 ��` oGINEF9 /O29 ,..89200PE JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - BJ3 4P,00:! f�" Scale: 0.4939 WARNINGS: GENERAL NOTES, unless otherwise noted: oAe 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is tor an individual OREGON SIC/ Truss: BJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper �G /` 2.2x4 compression web bracing must be Installed where shown e, incorporation of component is the responsibility of the building designer. /O q{�. 14 ^O 3.Additional temporary bracing to insure stability during mnstructlon 2.Design assumes the top and bottom chards to be laterally braced et / ? is the res bik f the erector.Additionalpermanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by ponsi yo gcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 111 DATE: 12/26/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a e �RIO, SE K5 5 4 0 65 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. ��e Q•- 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 loads be applied to any component. and are for"dry centltion''of use. 5.CompuTrushasnemMrcloverantlaswmesnoresponsibllityforPe 6.Design assumes full bearing at all supports shown.Shim or wedge i/ EXPIRES: 12-31-2019 mcess ay. I,� rr�� ..11 pp fabrication,handling,shipment and lnstallaon of components. 7.Design assumes adequate drainage Is provided. December 27,20 1 8 6.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 TPIANTCA in SCSI,copies of which will be famished upon request. lines coincide with Joint center lines. 9.Digits indicate sin of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E ID.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-9=(0) 0 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-59) 93 WEBS: 2x9 IF 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"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 POE 0'- 0.0" -59/ 316V -25/ 84H 5.50" 0.51 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 2.9" -49/ 35V 0/ OH 1.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -58/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING•J, ts:2 3 9 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP L2,1,1),._2: Design checked for net(-7 psf) uplift at 24 "Or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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'- 0.0" Allowed = 0.012" MAX BC PANEL LL DEFL = 0.000" @ 1'- 0.1" Allowed = 0.054" 1-03-10 MAX BC PANEL TL DEFL = 0.000" @ 1'- 0.1" Allowed = 0.072" T T MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.7" Allowed - 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 2.9" 12.00 r MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (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-3x4 0 0 0 O m O f ��0 PROFFs 1-00 y 2-00 y mac' NGIN�F9 s/02 89200PE 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - BSJ1 Scale: 0.7331 -a4011".• oldiPP • WARNINGS: GENERAL NOTES, unless otherwise noted: O et 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 G' Truss: BSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper �I /I (V 2 2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. 1/...", _[7�} 20� ��, 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at O�_7 y A S the responsibility of the erector.Additional permanent bracing of Y sc.and at 10'o.c.respectively unless braced throughout their length by 1`Y continuous sheathing such as plywoodmeed sheathing(TC)and/or drywell(BC). /: ` DATE: 12/26/2018 the overall structure is the responsibility of the building designer. 3.2v impact bridging or lateral bracing required where shown t a `R R 1 L - S E Q.: K5 5 4 0 6 5 9 4.No load should be applied to any component until after all bracing end 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes wawa are to be used in anon-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are or"dry wndklon''of guse. " 6.CompuTrus has no control over and assumes no responsibility for the A Design assumes NII bearing at all supports shown.shim or wedge if EXPIRES: 12-31-2019 necisnary, fabrication,handling,shipment and installation of components. .1 T.DePlates hallassbelceduoneoth fete Is truss,provided. December 27,20 18 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 TPIANlCA in B151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 3-10-8 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X4 KDDF#15BTR TOP CHORD LL = 25psf 2X6 KDDF#1&BTR TOP CHORD DL = lOpsf TOTAL LOAD = 35psf • • • • 12 6.66 •• M-5x8 ® ' M-3x6— PROVIDE SUPPORT @ 48" O.C. AND AT END 7-03-05 M-3x6-• ✓ M-3x8 111/1111 • ��ED PR°FFss cey 1-10-12 4-09-09 J v.9 89200PE JOB NAME : RT AREA 4 LOTS 82—'.86 RH FRENCH 5X STEP — BR1 Scale: 0.6009 �i► • _ WARNINGS: GENERALNOTES, unlessotheiwise noted: Q 1.Builder and erection contractor should be advised of all General Notes 1.This deign Is based only upon the parameters shown and is for an individual OREGON C4, Truss: BR1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. A 1' 3.Additional temporary bracing to insut9 stability during construction 2.Design assumes the top and bottom chords braced be laterally braced at GAO •/ 14 20 �� Is the responsibility of the erector.Ad tionalpermanent bracingof c o.c.and at ee2 o.c.rsuch a ply unless throughout their length by `Y (1 ponsi tyQQ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �J DATE: 12/27/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required Where shown++ R R L` SEQ.: K5 5 4 0 6 6 0 4.No arelcom leteled th and at no a should any loadsuntil after I bracing than d 5.Installation signtassumes truassethe s are to bebulsseeof in a ncr.corrosme environment, a e p ygreaterand are for condition" use. TRANS I D: LINK design mads be applied to any component Design assumes on e a supports 9e i 8.CompuTrus has no control over and assumes no responsibility for the 6.Dfull bearing t all as shown.Shim or wed f EXPIRES: 12-31-2019 necessary. l p fabrication,handling.shipment and intonation of components. 7.Design assumes adequate drainage Is provided. December Z7,Z�I(J 6.This design is furnished sublet to tha limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPPN?CA In BCSI,copies of which vtll be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate M inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z to.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-833) 197 6- 7=(-315) 288 6- 1=(-873) 217 8- 4=(-230) 169 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-695) 347 7- 8=(-224) 619 1- 7=( -81) 534 4- 9=(-314) 185 WEBS: 2x4 KDDF STAND 3- 9=(-608) 280 8- 9=(-154) 485 7- 2=( -94) 138 9- 5=(-132) 631 LOADING 4- 5=(-621) 199 9-10=( -72) 94 2- 8=(-342) 248 5-10=(-878) 239 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSI 3- 8=(-276) 506 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x9 where shown; Jts'1-2,4-5,7,9 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -143/ 919V -309/ 331H 5.50" 1.47 KDDF ( 625) ** For hanger specs. - See approved plans 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. O . 2 --i.n c.- ked f. net -7 .sf uplift at 24ting VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 9-08-10 10-08-06 MAX LL DEFL = 0.016" @ 9'- 10.4" Allowed = 0.975" T -f 7 MAX TC PANEL TL DEFL = 0.045" @ 2'- 5.1" Allowed = 0.692" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-07-01 4-01-09 5-05-07 5-02-15 T MAX HORIZ. LL DEFL = 0.006" @ 20'- 3.2" 12 12 MAX HORIZ. TL DEFL = 0.009" @ 20'- 3.2" 12.00 r M-5x6 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, 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. as 0 / / &VVh / o en4 \ ' oe O O i iiiiiikkbh \ N O C, gaMMMEIMMMIMMEIraMMMMMMIIMIMI.MMMMOIMMMMaa=====MMME111 6* 7 1 8 9 **10 M-1.5x3 M-3x8 M-3x6(5) M-1.5x3 1 b y y 5-03-09 41 -06-13 5-07-03 4-11-07 <c90 P R Oress 4 00 6-05 S�5 NGINE9 /, 20-05 ,. 89200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - C1 ;digilik/.0.-. Scale: 0.2276 CUPP WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 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 -gOREGON t � Truss: Cl and warnings before construction commences. building component.Applicability f ponen pp M o design parameters and proper G 2.2e4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. �k 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at �O y 4 �O �� Is the responsibility of the erector.Additional permanent bracing of T o.c.and at IO'o.c.respectively unless braced throughout their length by 1 DATE: 12/26/2018 the overall structure lathe responsibility of building deal continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /C pansi p o g gner. 3.In Impact bridging or lateral bracing required where shown.* /�R R 10- SEQ.. 55 4 0 6 61 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 s.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID. LINK design loads be applied to any component. and aremr°tlrycontlitmn cruse. 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 lubrication,handling,shipment and Installation of components. necessary' 7.Design bassumes adequate drainage lo ptruvided. ss, December 27,2018 6.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center TPINJI-CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-00 GIRDER SUPPORTING 8-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-1744) 284 7- 8=(-314) 399 7- 1=(-2047) 296 10- 4-( -69) 886 2x6 KDDF #1&BTR T2 2- 3=(-1772) 370 8- 9=(-312) 1198 1- 8-( -129) 1298 4-11=(-1351) 216 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-1211) 298 9-10=(-253) 1360 8- 2=( -276) 108 5-11=( -94) 349 WEBS: 2x4 KDDF STAND; LL - 25 PSF Ground Snow (Pg) 4- 5=( -618) 207 10-11=(-253) 1360 2- 9=( -155) 187 11- 6=( -226) 1600 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=( -901) 242 11-12-) -90) 132 9- 3=( -184) 920 6-12=(-2175) 318 BC UNIF LL( 75.0)+DL( 80.0)- 155.0 PLF 0'- 0.0" TO 20'- 5.0" V 9- 4=( -275) 96 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -316/ 2257V -222/ 2888 5.50" 3.68 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 5.0" -327/ 2297V 0/ OH 5.50" 3.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. eesi•n c - ked for net)-7psfl 1'ft at 24 " c spat' i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.039" @ 12'- 2.5" Allowed = 0.975" MAX TL DEFL = -0.072" @ 12'- 2.5" Allowed = 1.300" • • • SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-11-11 10-OS-10 2-11-11 T '' MAX HORIZ. LL DEFL = 0.009" @ 20'- 2.3" 3-08-01 3-03-10 5-02-13 5-04-04 2-10-04 MAX HORIZ. TL DEFL = 0.016" @ 20'- 2.3" T T T T T T 12 12 Design conforms to main windforce-resisting 12.00 M-4x6 M-4x6 77]12.00 system and components and cladding criteria. M-3x8 Wind: 140 mph, h=23.6ft, TCD1,=6.0,BCDL=6.0, ASCE 7-10, 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 av M- �� 5x6 in the plane of the truss only. M-3x4 / 1 AI M 0 I 0 0 , M-3x8 ,o,, . ..................... , 0 i N A O 1 r� m 1>_��®-BBftb��t 91 1 N - - 7 s - ** 8 9 10 11 ** 12 M-5x6+ -3x4+ M-5x6(S) M-5x8+ M-5x8+ M-1.5x4 -M-4x4 =3x4+ M-3x8 M-7x10+ M-5x10+ M-3x4+ M-5x8 M-1.5x4 M-3x4+ M-3x6 M-3x4+ M-7x12+ M-7x10+ M-3x4+ M-3x4+ I i- I > I y 3-04-09 3-03-15 5-06 5-06 2-08-08 V PROF OF 14-00 k 6-05 y ��ca��GINIIE�C�% 20-05 '��. ..89200PE y. 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - CH1 Scale: 0.2208 Me /� j WARNINGS: GENERAL NOTES, unless otherwise noted: V/ Cr 1.Builder and erection contractor should be edoised of all General Notes 1.This design N based only upon the parameters sheen and isores individual -9G "�OREGON oto Truss' CH1 end Warnings before constructionmminences. building component.Applicability of design parameters and proper t, • 2.2x4 compression web bracing must be installed where shown a. Incorporation of component is the responsibility of the building designer. jI 2- 3. 3.Additional temporary bracing 10 insurestability during censlrvction 2.Design assumes the top and bottom chards to be laterally braced at /O • ''4, - �A� A the res billof the erector.Additionalpermanent bracingf T e.c.and at 10'o.c.respectively unless braced throughout their length by [_ ponsi ty o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/27/2018 the overall structure is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown*• PRO- L- 4.No load should be applied to any coe orient until after all bracing and 4.Installation of cuss Is the responsibility of the respective contactor. SEQ.: KS540662 nt. fasteners are complete and at no time should any loads greater than 5.Design assumes trussesarebbeusedinanonaorroslveenvironme and are for"dry condition'of use. design loads be applied to any component. TRANS ID: LINK S.CompuTrushas nocontrol over and a sanesnoresponsbil ybrthe S.Design assumes fug bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 ce ry. 1 p fabrication,handling,shipment to the lallatien of components. 7.Design assumes adequate drainage is provided. December 27,20 1 V 6.This design Is furnished subject to the!Imitations set forth by e.Plates shall be located on btruss,laces of ss,and placed so their center TP WJ1CA in BCSI,copies of which wIll be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate stie of plate in inches. MiTek USA,Inc./CompuTrus Soltvrafe 7.6.8(1L)-Z t9.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2-(-B01) 245 8- 9=(-328) 262 8- 1=(-883) 273 11- 6-(-113) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-728) 394 9-10=(-339) 612 1- 9=(-108) 552 6-12=(-384) 218 WEBS: 2x9 KDDF STAND 3- 5=(-469) 349 10-11=1-185) 472 9- 2=(-153) 137 12- 7=(-204) 638 LOADING 4- 5=( 0) 0 11-12=(-194) 440 2-10=(-256) 218 7-13=(-885) 311 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-626) 342 12-13=( -72) 94 10- 3=(-190) 254 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-568) 210 10- 5=(-131) 115 TOTAL LOAD - 45.0 PSF 5-11=( -60) 189 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 2D PSF LIMITED STORAGE 0'- 0.0" -143/ 919V -282/ 307H 5.50" 1.47 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-3x4 where shown; Jts:1-2,6-7,9,11-12 ** For hanger specs. - See approved plans 'COND. 2: Design checked for net)-7 psf) uplift at 24 "oc spacing. 0-03-14 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 pr MAX LL DEFL = 0.015" @ 10'- 10.6" Allowed = 0.975" 8-11-12 1-10 9-07-04 MAX TL DEFL = -0.024" @ 10'- 10.6" Allowed = 1.300" 5 .5 1 T SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-05-12 4-04-04 1-11-12 4-10-08 4-04-14 I I I T T T T MAX HORIZ. LL DEFL=-0.008" @ 20'- 3.2" MAX HORIZ. TL DEFL = 0.009" @ 20'- 3.2" 12 12 12.00 M-4x6 M-5x6 8,00 3 Design conforms to main windforce-resisting 40It system and components and cladding criteria. Wind: 140 mph, h=24.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 o lf o .j. N 0 N 1 s m m , 8** 13 9 10 11 12 **M-1.5x3 M-3x8 M-3x6(S) M-1.5x3 y )" ,J y b y 4-02-04 4-06 2-08-13 4-10-08 4-01-06 ��,� p PR0 Fss J‘ 14-00 6-05 y N O 20-05 �S G E9 /2 89200PE• r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - CH2 Scale: 0.2219 •411111.O • �, • WARNINGS: GENERAL NOTES, unless otherarse noted: Cr 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 -y� OREGON Ix tti Truss: CH2 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.Zs4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. �� 20 ��,` 3.Addkional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced et �04 ) y Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by �j 1`4 continuous Sheathing such as pywood sheathing(TC)and/or drywall(BC). A DATE: 12/26/2018 the overall structure is the responsibility of the building designer. 3.It Impact bridging or lateral bracing required where shown•• C `�� SEQ.: K5 5 4 0 6 63 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary 7.Design haemmeaadedon drainageisptrsss,e. December 27,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces o(truss,and placed so their center TPIAMCA In SCSI,copies of which will be(mashed upon request. lines coincide with joint center lines. B.Diggs indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1900(MiTek) • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X9 KDDF #1&BTR TOP CHORD LL = 25psf TOP CHORD DL = 1Ops f TOTAL LOAD = 35psf M-5x8— PROVIDE SUPPORT • 2-04-12 M-3x6+ 12 8.49 M-3x6+ M-3x6— M-3x6 M-3x6— M-5x8+ M-3x9+ 1 ti 1 M -3x4+ sl <,R0 PROp �G?�5 �NGIN�F9 /O?' 1-07-02 11-03-07 ;92 OP �r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP — CR1 , Scale: 0.9279 e WARNINGS: :I GENERAL NOTES, unless otherwise noted: ti 1.Builder and erection contractor shoulgbeadvised ofall General Notes 1.This design is based only upon the parameters shown and is for an individual "�OREGON O, .,ii Truss: CR1 and Warnings before construction commences. building component Applicability of design parameters and proper ,a Incorporation of component is the responsibility of the building designer, 9y 20 �� 2.Dt4compression web brecingmust binstalled where shown.. 2.Design assumes the top and bottom chords tobelateallybrecetlat /O ♦/ 14 .G 3.Additional temporary bracing to insur lability during constructionT o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibllky of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/27/2018 the overall structure Is the responsibility of the building designer. 3.2<Impact bridging or lateral bracing required where shown a a ' R R`�\- 4.Na load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1 SEQ.: KS 5 4 O 6 6 4 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 loads be applied m any component. and eneaossume condition"gaae poo wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.Design full bearing t°°supports shown.Shim or f EXPIRES: 12-31-2019 slaty. l.� .1 fabrication,handling,shipment and inetallation of components. T.Design assumes adequate drainage is provided. December 27,2 Ip O S.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 TPI/WTCA in BCSI,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 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 9-08-00 GIRDER SUPPORTING 36-06-00 1- 2=(-5136) 894 1- 7=(-1224) 3684 7- 2=( -77D) 4582 BC: 2x6 KDDF #1613711 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2160) 364 7- 8=(-1294) 8002 7- 3=(-5708) 1006 WEBS: 2x4 KDDF #1&BTR; 3- 4=(-9992) 1662 8- 9=(-1250) 7734 3- 8=( -442) 3040 2x4 DF STAND A LOADING 4- 5=(-2284) 384 9- 6=(-1188) 3804 8- 4=( -462) 3212 LL = 25 PSF Ground Snow (Pg) 5- 6=(-5446) 944 4- 9=(-5290) 938 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 9- 5=( -BOB) 4880 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 12.5)+DL( 5.0)- 17.5 PLF 1'- 0.0" TO 8'- 8.0" L BC UNIF LL( 0.0)+DL( 15.0)- 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 431.2)+DL( 345.0)- 776.2 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC UON. FOR 0'- 0.0" -750/ 4230V -2000/ 2000H 5.50" 6.77 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -750/ 4230V -2000/ 2000H 5.50" 6.77 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. /-- BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 sp fl u. ift , 24 "0 s•ac' ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Attach 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 nails staggered: MAX LL DEFL = -0.067" @ 4'- 8.2" Allowed - 0.438" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL DEFL = -0.119" @ 4'- 8.2" Allowed = 0.583" 6" oc in 2 row(s) throughout 2x6 bottom chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.015" @ 0'- 5.5" MAX HORIZ. TL DEFL - -0.025" @ 0'- 5.5" 0-11-11 7_0B_10 0-11-11 ICOND. 3: 2000.00 LBS SEISMIC LOAD. 1 0-11-11 2-06-06 2-07-13 2-06-06 0-11-11 f T f f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 12.00 712.00 Wind: 140 mph, h=21.1ft, 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-4x6 M-5x6 M-4x8 M-4x8 i,,,..- s_ ,,_, - ,,---,, , , - - , , o 0 0 __i_i ,, 1„_. 1>C 7 g a 9 6 --' M-7x8 M-4x8 M-7x8 M-7x6 M-7x6 I I ) 0-10-04 3-10 4-01-08 0-10-04 y 9-08 <,i1/4E11:1PRQFess • Gt 89200PE s44/ r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - DH1 . `1 '4°°541.- • Scale: 0.4999 4r• ,• WARNINGS: GENERALNOTES, unlessothemasenoted: Q Truss: DH1 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 -n OREGON 14 and Wamings before construction commences. building component.Applicability of design parameters and proper A- 2.254 compression web bracing must be installed where shown e, incorporation of component is the responsibility of the building designer. �f V� ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at IO '7 y 14 , AO\ �� Is the responsibility of the erector.Additional permanent bracing o! 2 0.c.and at 10'o.c.respectively unless braced throughout their length by b DATE: 12/27/2018 the overall structure Is the responsibility f the building desi continuous sheathing such as plywood sheathing(TC)ant/or tlrywall(BC). puna Try o g goer. 3.2K Impact bridging or lateral bracing required where shown. C R R 1 L\- SEQ.: K55 4 0 6 65 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.DompuTr d has no control over and assumes no responsibility fo the 6.Design assumes lull bearing at rill supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components, necessary. 7.Design shall assumes adequate drainage to ptrussed. December 27,2018 6.This design is famished subject to the limitations set forth by e.Plates shall be located on both laces of Truss,and placed co their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.9)1L)-E 10.For basic connector plate design values see E55-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 2-3=(-159) 86 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-51) 132 WEBS: 2x9 KDDF STAND 3-4=(-61) 61 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD - 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-10-14 1-10-140'- 0.0" -24/ 244V -35/ 104H 1.50" 0.39 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 0'- 11.2" 0/ 9V 0/ OH 1.50" 0.01 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 11.7" -43/ 70V 0/ OH 1.50" 0.11 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:2,5 4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LQva. 2: Des'•: checked net -7 •. u.lift - 29 "oc sragix -1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" T T MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.004" @ 1'- 1.8" Allowed = 0.042" MAX TL DEFL - -0.004" @ 1'- 1.8" Allowed - 0.057" MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.3" Allowed = 0.108" MAX TC PANEL TL DEFL = 0.001" @ 0'- 7.5" Allowed - 0.162" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.003" @ 1'- 10.9" MAX HORIZ. TL DEFL - 0.003" @ 1'- 10.9" 12.00 S 12 I I //M-4x4 It Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.3ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, 4 ,-4 (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c4 cp I rd m 0 2M 5O M-3x4 1-00 1-00 0-1111 „CEO PRO c.;.•� N-' N E<c'9 /Q2. _ 1,.. ..89200PE r JOB NAME : RT AREA 4 LOTS 82 -86 RH FRENCH 5X STEP - DJ1 �� /r Scale: 0.6997 WARNINGS: GENERAL NOTES, unlessotherwise noted: V/ 4r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual yG "1 OREGON t �4/ Truss: DJ1 and Warnings before construction commences. building component.Applicabiley of design parameters and proper J\ 2.2e4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �I 2 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chards to be lalerelly braced at /O f 1 4 y (-°�� Is the responsibility of the erector.Additionalpermanent bracing f c o.c.and at 1 G'o.c.respectively unless braced throughout their length by pans N g o continuous sheathing such as plywood sheathing(TC)and/or drywak(BC). �• DATE: 12/27/2018 the overall structure Is the responsibility of the building designer. 3.Di Impact bridging Sr lateral bracing required where shown++ R R ILA- SEQ.: LA- S E K5 5 4 0 6 6 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. 4• fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are to be used in a noncortosNe environment, TRANS ID' LINK design loads be applied to any component. and are for"dry nondaion"of we. B.CompuTrushas nocontrol over and assumesnoresponsibility for the e 6.Design assumes hill bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 cessary. rr�� .I p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 27 rG0 8 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 TPI/WICA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7,6.9(1L)-E t5.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(0) 0 2-3=(-330) 85 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -80) 238 WEBS: 2x4 KDDF STAND 3-9=(-367) 112 LOADING 4-5=(-169) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 1-10-14 1-10-14 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 193V -52/ 200H 1.50" 0.31 KDDF ( 625) OVERHANGS: 12.0" 24.0" 0'- 11.2" 0/ 9V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1'- 11.7" -326/ 403V 0/ OH 1.50" 0.52 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [PROVIDE FULL BEARING;Jts:2,6,9 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 I T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 -7 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.012" @ 1'- 1.8" Allowed = 0.042" 12 MAX TL DEFL = 0.013" @ 1'- 1.8" Allowed = 0.057" MAX LL DEFL = -0.039" @ 3'- 11.7" Allowed = 0.200" 12.00 7 MAX TL DEFL = -0.047" @ 3'- 11.7" Allowed = 0.267" MAX TC PANEL LL DEFL = -0.000" @ 0'- 6.9" Allowed = 0.108" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.8" Allowed= 0.162" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.006" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 1'- 10.9" 4 , Design conforms to main windforce-resisting 0 system and components and cladding criteria. I //M-4x4 i Wind: 140 mph, h=21.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 m (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. 10g11° ,o f 0 ./- 2�6 M-3x4 J I 2 ) 1-00 1-00 2-11-11 ��,WD PR Op?, 0.0 fie, tiNGINEF9 X22 89200PE pr JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - DJ2 ., �,� Scale: 0.5403 WARNINGS( GENERAL NOTES, unless otherwise noted: Q 4- 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual yG 4!OREGON R �4/ Truss: DJ2 and Warnings before constmIXion commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mus be installed where shown a. Design ration of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O 9)1 1^ ' �� is the responsibility of the erecter.Additional permanent bracing of 2o.c.and at IC/o.c.respectively unless braced throughout their length by 'Ys w 1 DATE: 12/27/2018 the overall structure Is the responsibility of the buildingdeal continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ///�� {/Vs Ponsi t designer. 3.2t Impact bridging or lateral bracing required where shown 4 a fi R'L.N., SEQ.: 5 5 4 0 6 6 7 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 busses are to be used In a non< re ersNe environment. TRANS ID• LINK design mads be applied to any component andarem "dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fuA bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary' fabrication,handling,shipment and installation of components. 7. s all be lc ted one bothifageiotrusls December 27,2018 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 TPIIWFCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.9(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 1-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"oc 2X4 KDDF #1&BTR TOP CHORD LL = 25psf 2X6 KDDF#1&BTR TOP CHORD DL = 1Ops f TOTAL LOAD = 35psf 12 6.99 '.. M-3x6 gi PROVIDE SUPPORT @ 46" O.C. AND AT END 1000 5-04-05 • „, �eQ,..p PROFFss 1-08-09 ,''. 1-05 �� ONGIN' 9EF9 /O• 2 :92r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - DR1 400Scale: 0.7999 — WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should,be advised of all General Notes 1.This design Is based only upon the parameter:shown and is for an individual TG ”,OREGON tx Truss: DR1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compressionweb bracingmust be Installed where shown+. incorporation of component is the responsibility of the building designer. 2.Designthe topd bottom chords to be laterallybraced at /Q '9r 1 LI' 20 3.Additional temporary bracing to Insureatability during construction assumesen is the responsibility of the erector.AM:Oland!permanent bracing of 7 o.c.and at f 0'o.c.such asvefy unless braced throughout their length by f �L pons ty41� gcontinuous sheathing such plywood sheathing(TC)and/or drywatl(BC). AA `rp DATE: 12/27/2018 the overall structure Is the responsibil4y of the building designer. 3.Zit Impact bridging or lateral bracing required where shown++ \R SEQ.: K5540668 4.Noload should beapplied toany componentuntil after atbracing and 4.Installation oftruss isthe ereespo sibillity ydrtIn anoncorespectivecontractor. environment, fasteners are complete and at no timeshould any loads5. greater thenDesign assumes design loads De applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.6.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necefabrication,handling,shipmentcomponents. scary. aothelimiaionsfetf8.Plates eladequate othfageiotprovided. December27,20186.This design is furnished subject to the limitations set forth by e. shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z to.For basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/C 1.00 IC: 2x4 KDDF #1&BTR 9-08-00 GIRDER SUPPORTING 36-06-00 1- 2=(-5136) 894 1- 7=(-1224) 3684 7- 2-( -770) 4582 BC: 2x6 KDDF#1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3=(-2160) 364 7- 8=(-1294) 8002 7- 3=(-5708) 1006 WEBS: 2x4 KDDF #1&BTR; 3- 4=(-9492) 1662 8- 9-(-1250) 7734 3- 8=( -442) 3040 2x4 DF STAND A LOADING 4- 5=(-2284) 384 9- 6-(-1188) 3804 8- 4=( -462) 3212 LL - 25 PSF Ground Snow (Pg) 5- 6=(-5446) 944 4- 9=(-5290) 938 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 9- 5-( -818) 4880 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 12.5)+DL( 5.0)- 17.5 PLF 1'- 0.0" TO 8'- B.O. L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC UNIF LL( 431.2)+DL( 345.0)= 776.2 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC DON. FOR 0'- 0.0" -750/ 4230V -2000/ 2000H 5.50" 6.77 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -750/ 4230V -2000/ 2000H 5.50" 6.77 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 nails staggered: MAX LL DEFL = -0.067" @ 4'- 8.2" Allowed - 0.438" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL DEFL = -0.119" @ 4'- 8.2" Allowed = 0.583" 6" oc in 2 row(s) throughout 2x6 bottom chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.015" @ 0'- 5.5" MAX HORIZ. TL DEFL = -8.025" @ 0'- 5.5" 0-11-11 7-08-10 0-11-11 FOND. 3: 2000.00 LBS SEISMIC LOAD. 0-11-11 2-06-06 2-07-13 2-06-06 0-11-11 T fi T ' . f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 12.00 1--- N12.00 Wind: 140 mph, h=21.lft, 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 in the plane of the truss only. M-4x6 M-5x6 M-4x8 M-4x8 40* 3__ 4 \\ co o + + I co OI I - - 2, N N 21) - - I o 0 1>-i 7 8 9 .C6 _oI M-7x8 M-4x8 M-7x8 M-7x6 M-7x6 I f I ), )' 0-10-04 3-10 4-01-08 0-10-04 Q A y 9-08 y .(�`'cO PROpk- ��` �NGINE�c9 ci%?i 89200PE 9 JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - EH1 . 'A �N�• Scale: 0.4999 r • • . WARNINGS: GENERAL NOTES, unlessotherwise noted: O 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 , ,OREGON �4/ Truss: EH1 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2v4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �k 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be IateralN braced et A no �� is the res bib permanent g o 7 o.c.and at i0'o.c.respectively unless braced throughout their length by 4 (� ponsi ly of the erector.Additional tbrecin f continuous sheathing such as plywood shealhing(Tc)antl/or drywall(BC). /� a DATE: 12/27/2018 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ �/� �� SEQ.:. 55 4 0 6 6 9 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 roads greater than 5.Design assumes busses are to be used in a non-cormsiva environment, TRANS ID• LINK design loads be applied to any component and are for dtycondition"oruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at allsupports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. �y 6.This design is furnished subject to the limitations set forlhb T.Platesgn aftbelctedneofageisprussed. December 27,2018 Y 8.Plates c incl be with on both faces of truss,and placed so their center TPWJ�DA in BCSI,copies of which will be furnished upon request. Imes coincide with Joln[center Imes. 9.Digits Indicate sue of plate in Inches. MiTek USA,Ino./CompuTrus Software 07,6.9(1L)-E IS.For bask connector plate design values see ESR-1311,ESR-1588(MiTek) ',, This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR �i LOAD DURATION INCREASE = 1.15 1-2=) 0) 84 2-5-(0) 0 2-3=(-159) 86 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-51) 132 WEBS: 2x9 KDDF STAND 3-4=(-61) 61 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-10-19 1-10-14 0'- 0.0" -24/ 299V -35/ 104H 1.50" 0.39 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) CO- 11.2" 0/ 9V 0/ OH 1.50" 0.01 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 11.7" -43/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I_ [CO [PROVIDE FULL BEARTNG;Jts:2,5,4 I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [GOND. 2: Design checked for net(-7 p ) uplift at 24 "00 spacing. l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1' T MAX TL DEFL = -0.003" @ -I'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.009" @ 1'- 1.8" Allowed = 0.042" 12 MAX TL DEFL = -0.004" @ 1'- 1.8" Allowed = 0.057" 12.00 17 MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.3" Allowed = 0.108" MAX TC PANEL TL DELL = 0.001" @ 0'- 7.5" Allowed = 0.162" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.003" @ 1'- 10.9" ,, MAX HORIZ. TL DEFL = 0.003" @ 1'- 10.9" <1,1-4x40 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4110° .-1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, co Truss designed for wind loads o 1 in the plane of the truss only. cv coo 111 O 111111 1 O/- -/ 2a 5a M-3x4 • 1-00 1-00 0-11-11 /f, GINE4\ 9 89200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - EJ1 Scale: 0.6497 .. 161110 WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual G ,�OREGON �W Truss: EJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper pression we g mu corporation of component is the responslbiliy of the building designer. ryw 2.2x4 cora b bracing s[be.installed where shown+. 2.Design assumes the Op end bottom chords to be laterally braced at /O ` 1 A 2O ��' 3.Additional temporary bracing to insure stabiliy during construction 2•o.c.and at ID'sc.respectively unlace braced throughout their length by "F e i IA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/27/2018 the overall structure is Be responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A. R �\- SEK554O670 4.No load should be applied to any component until after ag 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.Des gn assumes trusses are to be used In a noncorros a environment, TRANS ID: LINK design mads be applied m any component. and g^swmes condition"of e.supports lie 5.CompuTrus has no central over and assumes no responsibility for the 6.Design necessary. bearing or EXPIRES: fabrication,handling,shipment and installation of components. 7.Design assumes adequate is provided. December 27,2 18 6.This design Is furnished subject m the limitations set forth by B.Plates shall be locatedd on on both faces of truss,and placed so their center TPINJTCA in BCSI,copies of which cell be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,IDC./CompuTrus Software+7.6.9(1L}E ID.For basic connector plate design values see ESR-1371,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 84 2-6-(0) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -80) 238 ( ) 0 2-3=(-330) 85 WEBS: 2x4 KDDF STAND LOADING 3-4=(-367) 112 4-5=(-169) 0 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 POE TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LETINS: 1-10-14 1-10-14 Q LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE Ground Snow (Pg) 0'- 0.0" -24/ 193V -52/ 200H 1.50" 0.31 KDDF ( 625) OVERHANGS: 12.0" 24.0" 0'- 11.2" 0/ 9V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1'- 11.7" -326/ 403V 0/ OH 1.50" 0.52 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP PROVIDE FUL BFARING•Jts:2 6.4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I,COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-11-11 ,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.012" @ 1'- 1.8" Allowed - 0.042" 12 • MAX TL DEFL = 0.013" @ 1'- 1.8" Allowed = 0.057" MAX LL DEFL - -0.039" @ 3'- 11.7" Allowed = 0.200" 12.00 MAX TL DEFL = -0.047" @ 3'- 11.7" Allowed = 0.267" MAX TC PANEL LL DEFL - -0.000" @ 0'- 6.9" Allowed = 0.108" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.8" Allowed = 0.162" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.006" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 1'- 10.9" 4 ,-I Design conforms to main windforce-resisting ///,,, system and components and cladding criteria. <R4-4x9 of Wind: 140 mph, h=21.3ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, 3 c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ® load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 111/Co 0 o Milli of20 K6 M-3x4 )' I > y 1-00 1-00 2-11-11 ��cEO PROpe.0 ��5 INGINE�c9 /O 2 89200PE 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - EJ2 `41. •O Scale: 0.5403 WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contractor should be advised of all General Notes 1.This deAgnisbased only upon the parameters shown and is for anIndividual yG 4,OREGON L1/ Truss: EJ2 and Warnings before construction commences. building component.Applicability g componen PP dY of design parameters and proper A. 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building assigner. 1^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et /< 9 j. 14, 4a 20'� P,.. Is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10'o.c.respectNety unless braced throughout their length by DATE: 12/27/2018 the overall structure is the res Ibll /tha builain continuous sheathing such as plywood sheathing(TC)and/or tlrywall(oo( pons dy o g deli gner. 3.2x Impact bridging or lateral bracing required where shown++ /-R F3 1 0` 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective ` Y' 5EQ.: K5540671 fasteners are complete and at no time should anyloads pann rypeeve oeno-aaar. Pgreater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied m any component. and are fordry condition.or use. 5.CompuTrud has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 7.Pltesshalgn assumes aded on bothfacesage o protnsised. December 27,2018 6.This design isfumishetl subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center TPINW1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. m uTrus Software+7,6.9 1L-E 8.Digits indicate she of plate in Inches. MiTek USA,Inc./Co P ( ) f S.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 1-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X9 KDDF #1&BTR TOP CHORD LL = 25psf 2X6 KDDF #1&BTR TOP CHORD DL = 1Ops f TOTAL LOAD = 35psf • 12 8.49 • M-3x6 M-3x8 4000 gl • PROVIDE SUPPORT @ 96" O.C. AND AT END 4411. 5-04-05 o w 0 o • SU * y J, ��Q,ED PROF�� 1-08-09 1-05 ,S` �NGINE9 <3 =9200P r JOB NAME : RT AREA 4 LOTS 8286 RH FRENCH 5X STEP — ER1 Scale: 0.7994 -/ �� WARNINGS: • GENERAL NOTES, unless otherwise noted: Cr 1.Builder and erection contractor should he advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual L 4 1 OREGON t �'ce, Truss: ER1 and Warnings before construdbncominences. building component.Applicability of design parameters and proper pression we g mu Incorporation of component is the responsibility of the building designer. 2.204 compression b bracing must be where shown+. �O Y 14 20 3.Additional temporary bracing to insure ptabilky during construction 2.Design assumes the top and bottom chords to be laterally braced at ^w is the responsibility of the erector.Additionalpermanent bracing of 7 o.c.and at 10'o.c.respedi ply unless braced throughout their length by V ponsi tygcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/27/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ FR R"� SEK5540672 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. 4• 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 loads be applied to any component. and g":gimes°"d"'°" g use. p� wedge S CompuTrus has no control over and manes no responsibility for the S.Desi full bearing t all supports shown.Shim or wed if EXPIRES: 12-31-2019 necessary. I p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. D@C21llbP.r 27r2�18 6.This design Is furnished subject to the limitation set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate In Inches. MiTek USA,Int./CompuTfus Software 6.2.3(1L)-Z 10.For basic connector plate design values see EBR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 MONO HIP SETBACK 4-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 19-01-00 GIRDER SUPPORTING 20-05-00 FROM 8-03-00 TO 19-00-00 1- 2=( 0) 84 2-10=( -766) 3260 10- 3=( -699) 3278 14- 7=( -662) 3096 BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-5008) 1108 10-12=(-1390) 6122 10- 4=(-4324) 990 15- 7-( -192) 1554 WEBS: 2x4 KDDF STAND; 3- 4=(-3260) 774 11-13-( -40) 168 4-12-) -480) 2896 7-16=(-5628) 1302 2x6 KDDF#2 A LOADING 4- 5-(-6240) 1448 13-14=(-1228) 5510 11-12=( -420) 2480 16- 8=( -166) 112 LL = 25 PSE Ground Snow (Pg) 5- 6-(-5468) 1296 14-15-) -804) 3492 12-13=(-1176) 5276 TC LATERAL SUPPORT <= 12"00. CON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT 0= 12"01. UON. TC UNIF LL( 75.0)+DL( 30.0)= 105.0 PLF 4'- 0.0" TO 19'- 1.0" V 6- 8-(-5-70) 1288 15-16-) -800) 3492 12- 5=( -578) 2518 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 1.0" V 7- 8-( -70) 68 16-17-) 0) 0 13- 5=( -382) 206 BC UNIF LL( 230.2)+DL( 184.2)= 414.4 PLF 8'- 3.0" TO 19'- 0.0" V 8- 9=( 0) 0 13- 6=(-1518) 384 NOTE: 2x4 BRACING AT 29"OC UON. FOR 6-14=(-1322) 396 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 40.0)= 140.0 LBS @ 4'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 2297.0 LBS @ 7'- 4.5" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -885/ 4059V -101/ 175H 5.50" 6.49 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 0.0" -1241/ 5395V 0/ OH 5.50" 8.63 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR GORSE.LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. Attach 2 ply with 3"x.131 DIA GUN ^ , nails staggered: NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 )0( 9" oc in 1 row(s) throughout 2x4 top chords, PROJECT ENGINEER MUST APPROVE ADEQUACY PROIR TO FABRICATION OF TRUSS. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = 0.059•' @ 7'- 5.8" Allowed = 0.904" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL DEFL = -0.111" @ 7'- 5.6" Allowed 1.206" 0-02-12 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 1f MAX TL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.011" 3-11-11 6-00-05 1-10-02 7-02-19 SEASONED LUMBER IN DRY SERVICE CONDITIONS f T T f T 3-11-11 3-03-05 2-05-08 2-01-10 3-06-15 3-05-03 MAX Hoalz. LL DEFL = -0.015" @ 16'- 6.5" T 1908 T f f T fMAX HORIZ. TL DEFL = 0.030" @ 16'- B.s" 12 12 12.00 ''776.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-9x6 3 M-3x12 M-7x8 Wind: 140 mph, h=21.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ® M-5X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x8 M-1.5x3 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-5x16 OFF lir! 111o m r o ' Miammotam.---"1.1144 Id , , co 1 2 Y 10 r o M-3x8 w 1z m i� rj, = iut ll O N 1 , 11 13 14 15 18 M-5x12 M-7x8 M-3x6 M-1.5x3 M-9x8 MSHS-10x18+ y y2297# y t y l • 3-10-09 3-07-08 2-09-08 2-03-06 3-03-07 3-03-07 b ,4- 19-00 0-01 �R`5) PROFFs 1-00 7-03 11-10 �� NGINES, 4-%y 9 19-01 89200PE 9 JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - FH1 !:-"r:: Scale: 0.2193 WARNINGS: GENERAL NOTES, unless otherwise noted: O tt 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 �� Truss: FH1 end Wamings before construction commences. building component.Applicability of design parameters and proper A 2.2v4 compression web bracing must be installed where shown+, incerporetmn of component Is the responsibility of the building designer. N 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords be laterally braced at � 9 j/ ,I 4 a 2..N �� Is the responsibility of the erector.Additional permanent bracing et 7 o.c.and at 10'o.c.respectively asivey unless braced throughout their length by {' DATE• 12/26/2018 the overall structure is the responsibility continuous sheathing such plywood required ng(TC)and/or drywall(BC). A • pone p ofNe building designer. 3.In Impactotrbridging or lateral bracing where shown++ • Fi�'t..\- SEQ.: � SEQ.: K5 5 4 0 67 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID: LINK deNgn loads be applied to any component. and are for"dry condition"of use. S.CompuTms has no contra,over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. Decesnary. .I 7.Design drainage is trussetl. December 27,2018 6.This design is furnished subject m the limitations set forth by B.Plates shell be located on both faces of truss,end placed so their center TPI/NTCA in Blot,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e 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-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2X4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(-1) 2 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 57 WEBS: 2x6 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 BOG 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 POP 0'- 0.0" -16/ 247V -36/ 1049 5.50" 0.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 10.9" -81/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:2,3 9 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. .e01 • s .r t ,-. • r - .. ..• ' ._ 'ft BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFT, = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" T MAX LL DEFT, = 0.000" @ 0'- 0.0" Allowed = 0.053" MAX TC PANEL LL DEFL = 0.008" @ 1'- 1.5" Allowed = 0.130" 12 MAX TC PANEL TL DEFL = 0.007" @ 1'- 1.5" Allowed = 0.196" MAX BC PANEL TL DEFL = -0.001" @ 1'- 11.9" Allowed = 0.172" 12.00 7 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HOOIZ. LL DEFL = -0.000" @ 1'- 10.9" -/ MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting Isystem and components and cladding criteria. Wind: 190 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-I load duration factor=1.6, o Truss designed for wind loads • m in the plane of the truss only. 0 N • l0 • O I 01/0111, co I 111111111 O / 4X4 • • y y 1-00 3-06 '\(,�E0 PR°Fes., y,`ca ‹NGI N E`c9 /029 89200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - FJ1 - Scale: 0.6468 --- WARNINGS: GENERAL NOTES, unless otherwise noted: 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 41 OREGON lei Truss: FJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure,stebllity during construction Z.Design assumes the top and bottom chords to be laterally braced at LSO l' 14 2Q '-/- is the responsibility f the erector.Adtl tonal td bracing f T o.c.and at 10'o.c.respectively unless braced throughout their length by ponsi tttyo h permane ge continuous sheathing such as plywood sheathing(TC)and/or dnywall(BC). Os DATE• 12/27/2018 the overall structure is theresponsibilily of the building designer. 3.1,Impact bridging or lateral bracing required where shown++ .R R'L\- SE K5 5 4 0 6 7 4 4.No load should be applied to any com1onent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q• fasteners are complete and at no time 6hould any loads greater than 5.Design assumes trusses era to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any compol:ent. and Design assumare for es condition"of use. 5.CompuTrus has no control over and a¢sumes no responsibllfty for the B.Deed full bearing al all supports shown.Shim or wedge If EXPIRES: 12-31-2019 ssery. II, .1 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 27,20 18 6.This design is fumished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed Be their center TPIIWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate In inches. MiTek USA,Inc./CompuTfus Software+7,6.9(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTak) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 75 2-5=(-2) 2 WEBS: 2x6 KDDF STAND 2-3=(-150) 91 LOADING 3-9=( -40) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 5.7" -25/ 288V -63/ 176H 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 52V 0/ OH 5.50" 0.08 KDDF ( 625) 3'- 6.0" -117/ 165V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL SEARING:Jts:2,5,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing, j VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 12 MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.047" 3 MAX TL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.063" 12.00 MAX TC PANEL LL DEFL - 0.036" @ 1'- 11.8" Allowed = 0.274" MAX TC PANEL TL DEFL = 0.032" @ 1'- 11.8" Allowed = 0.412" III SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. ,-1 0o Wind: 190 mph, h-22.6ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a' load duration factor-l.6, Truss designed for wind loads in the plane of the truss only. kg 0 co 0000 o M1 o- -/ 5� M-3x8 y i y 1-00 3-06 0-05-11 �e?0 PROP 6,_ c6. oGINE -4? % 4 =92 OP 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - FJ2 ' Scale: 0.5631 WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 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 ",OREGON L,, Truss: FJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ` t 2.Hr4 compression web bracing must be installed where shown�. Incorporation of component is the responsibility of the building designer. 44* 2-C)'‘ "i'3.Additional temporary bracing to Insure during 2.Design assumes braced �O '9y 14 ii,L 9 stability g conslmedon IP is the responsibility of the erector.Additional permanent bracing of 7o.c.and at 70'o.c.respectively unless braced throughout their length by a DATE: 12/26/2018 he overall structure is the responsibility of building tlesi continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). ponsi dy o g goer. 3.e'k Impact bridging or lateral bracing required +where shown . /.e SEQ.:. 55 4 0 67 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of thee respective contractor. R 5.Design assumes trusses are to be used In a noncorrosive environment, fasteners are complete and at no time should any loads greater than TRANS ID: LINK design loads beapplied roany oomponent. and are for"dry condition"of use. 5.CampuTrushas nocontrol over and assumes noresponsibility for the 6.Dessiignassumesfullbearingatallsupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. ne ssary. I,� r� .1 p 7.Plates shall assumes adequate drainage c Is ptruss, d. en December 27,20 1 O 6.This design CSIfurnished subject w i h the limitations set forth B.Piec mail be located on both faces of truss,and placed so their center TPIAN/CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.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-1968(Mack) • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS • TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #148TR • LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-2) 2 BC: 2x4 KDDF #1&BTR SPACED 29.0" C.C. 2-3=(-293) 290 WEBS: 2x6 KDDF STAND 3-9=( -81) 47 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"01. 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" -17/ 273V -95/ 236H 5.50" 0.99 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 46V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 5.2" -179/ 280V 0/ OH 1.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -47/ 70V- 0/ OH 1.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �� Q__�� UND. 2: Design checked for net 1-7 psf) uplift at 24 "og s ac' -/ VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 1000/i V MAX TC PANEL LL DEFL - 0.016" @ 1'- 5.7" Allowed - 0.274" MAX TC PANEL TL DEFL = 0.014" @ 1'- 5.7" Allowed = 0.412" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL - -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads oa o in the plane of the truss only. ua • • 0Iiii co o II M-3x8 • • y �� ° PROp e,. 1-00 3-06 • 2-05-11 ��N. 4NGINE"49 /qt. • 89200PE r JOB NAME : RT AREA 4 LOTS 82- 86 RH FRENCH 5X STEP - FJ3 4.Scale: 0.9953 • A WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should he advised of all General Notes i.This design is based only upon the parameters shown and is for an individual OREGON 1V� Truss: FJ3 and Warnings before construction commences. budding component.Applicability of design parameters and proper 1 2.2c4 compression web bracing musthe"linatalled where shown*. incorporation of component N the responsibility of the building designer. �I 2 ` .y`,, 2.Design assumes the top and bottom chorda to be laterally braced at GAO �• y 4 (iO�(�{ 3.Additional temporary bating to Insure Mobility during construction T o.c.and at 1 P o.c.respectively unless braced throughout their length by a [- istheresponsibiGtyof the erector.Addl�lonal permanent bracing of continuous sheathing such as plywood sheathingiTC)and/ordrywall(BC). DATE: 12/26/2018 the overall structure is the responsibIt of the building designer. 3.Cr Impact bodging or lateral bracing required where shown 4* $R R't aA- SE K5 5 4 0 6 7 6 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respectfe contractor. Q• 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, design mads be applied m any component. and are for"dry condition'of use. TRANS ID: LINK 6.cdgnloashasnaaomrolaverandonenmeanorospanalbilarrorthe 8.Design assumes full bearing at all supponsshown.Shimorwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. gcary, smen prhby 7.pltsshallbel adequate drainage io truss,an December 27,2018 ded. 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 TPIANICA In BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate she of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-165) 151 4-5- (- ) BC: 2x4 KDDF #1&STR SPACED 24.0" D.C. 2-3=( -15) 7 (-269) 253 1-5- 216 102 WEBS: 2x4 KDDF STAND (-218) 245 5-2=(-175) 162 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 45.0 PSF 0'- 0.0" -24/ 194V -108/ 152H 5.50" 0.31 KDDF ( 625) ** For hanger specs. - See approved plans 3'- 10.5" -96/ 226V 0/ OH 5.50" 0.36 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) II__ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL k: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/290, TL=1/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.027" @ 1'- 8.7" Allowed - 0.239" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.029" @ 1'- 8.7" Allowed = 0.359" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.0" 3-06-12 0-03-12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.0" T T T 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. el M-3x9 0.11111.1.1111.1.111111.1111. 0 / o 10 ml, rn 0 0 0 N I1® 11111111111111111111114 M-1.5x3 M-3x4 PR 310os Co'<01% GNEFFs6/ ��a- � F9 p2 89200PE 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - FJ4 7'4...:; Scale: 0.9711 WARNINGS: GENERAL NOTES, unless otherwise noted: O tr 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 p ,�OREGON Truss: FJ4 and Warnings before consbuctlon commences. building component.Applicability of design parameters and 2.204 conweb bracing incorporationfcom tis the res p�oma pgmpar9ner. G pression g must be Installed where shown+. o component responsibility f the building designer. A 3.Additional tem bracing to Insure stabil during 2.Design assumes the top and bottom chards to be lateral braced at �O I 14 2. �� parary g dy g construction T o.c.and at 10'o.c.respectIveN unless braced throughout their length by b is the responsibility of the erector.Additional permanent bracing of continuous sheathingh as plywood sheathing(TC)C a Q DATE: 12/26/2018 the overall structure is the responsibility of the building designer. suc pywoo g(T)and/or drywall(BC). `J 3.z.Impaa bridging orth lateral esponbracing required where shown.+ FR R i�� S E Q.: K5 5 4 0 6 7 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. ►7 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design hada be applied to any component. and are for dry mndn on of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary, fabrication,handling.shipment and installation of components. 7.Dates shall assumes loacated drainageth Is provided.,an December 27,2018 6.This design is furnished subject to the Ilmdations set forth by B.Plates shell Beblocated on both Noes of truss,and placed so their center TPI/WTCA In BIBS copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L(-E to.For basic connector plate design values see ESR-1311,EOR-1988(MITek) • This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 1-2=( -4) 129 5-6-(-274) 260 5-2=(-403) 166 • BC: 2x4 KDDF #1bBTR SPACED 24.0" O.C. 2-3=(-171) 150 2-6=(-222) 246 WEBS: 2x4 KDDF STAND 3-9=( -15) 7 6-3=(-173) 171 LOADING TC LATERAL SUPPORT <= 12"OC. DON. 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 BAG REQUIRED BRG AREA TOTAL LOAD = 95.D PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" 0'- 0.0" -34/ 440V -114/ 172H 5.50" 0.70 KDOF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -98/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL II-- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. k;OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed - 0.150" MAX TL DEFL = -0.010" @ -1'- 6.0" Allowed - 0.200" �'. MAX TC PANEL LL DEFL = 0.026" @ 2'- 0.4" Allowed = 0.249" 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 MAX HORIZ. LL DEFL = -0.001" @ 3'- 6.5" 12 MAX HORIZ. TL DEFL - -0.001" @ 3'- 6.5" 8.00 V' M-1.5x3 4 3 Design conforms to main windforce-resisting system and components and cladding criteria. 1 Wind: 140 mph, h=21.3ft, 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. ro o M-3x9 ',I 1 2, o o i 61...i.mmi6rem' 111%-ltinEA 5 i M-1.5x3 M-3x4 I p p r y 1-06 y 4-00 y '`"�� r nOreV►� �� NGIN�FR /��L • 89200PE 9< • JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - FJ5 Scale: 0.5016 '` 10. •• • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.Thh design is based only upon the parameters shown and R for an individual OREGON Lt,, Truss: FJ5 and Warnings beforemnstrudbn commences. building component.Applicability of design parameters and proper 44J ^ 2.2c4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of Me building designer. GAO `i91� 14 2.°'‘ o �" 3.Additional temporary bracing to insure Stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at i L' Is the res Ibi of erector.Additional t bracing f 2'o.c.and at ler o.c.respectively unless braced throughout their length by pons Gtyo permanen go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/26/2018 the overall structure Is the responsibility of Me building designer. 3.2i Impact bridging of lateral bracing required where shown++ ��R`L` SE K5 5 4 0 67 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. l 4•: 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 loads be applied to any component. and are for conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. ,l p fabrication,handling,shipment and installation of components. 7.Design assumes adequate both Is provided. December 27,2 1 8 6.This design is fumished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed m their center TPA°IICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 3-6-0 FROM END WALL CHORDS: LOAD DURATION INCREASE: 1.15 • TRUSSES SPACED AT 24"cc 2X9 KDDF #16BTR 2X6 KDDF #1&BTR TOP CHORD LL 25psf I TOP CHORD DL = l0psf TOTAL LOAD = 35psf 12 8.49 M-5x8 PROVIDE SUPPORT @ 46" O.C. AND AT END M-3x6— 7-00-13 M-3x6— 10. M-3x8 0 m o • ��`E0 PROFFs y y s 1-08-09 4-11-06 �5 �NGINEF9 /O 2 89200PE 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - FR1 ;41010/� Scale: 0.4949 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr Truss FRl 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 y 4OREGON [t,, and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2v4 compression web bracing must be installed where snows+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top antl bottom chords to be laterally braced at � 11' 1 I AO\ �� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ler o.c.respectively unless braced throughout their length by [�, DATE: 12/27/2018 ithe s the rsperall structure is Ne naponstoSyofthe bulldln tlesi continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). { g designer. 3.2K Impact bridging or lateral bracing required where shown++ �ii R 1 LL 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilityf the res ctoe contractor. SEQ.: KS 5 4 0 6 7 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are te m a non rrosNe environment, TRANS ID: LINK design loads be applied to any component. and are for tlry ondnld�of use. 8.ComPUTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. necessary. 7.Design ahesumelcatedao both age eso provitrussetl. December 27,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be s adequate on both Faces of truss,and placed so their center TPIAATCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA.Inc./Com uTrus Software 6.2.3 1L-Z 9.Digits indicate size of plate In inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -1) 75 2-4-(-2) 3 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-64) 53 WEBS: 2x6 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 BAG 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" -23/ 239V -35/ 102H 5.50" 0.38 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" 0/ 31V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -38/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2.4.3 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacin . BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed - 0.100" 1-11-11 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" 'I MAX TC PANEL LL DEFL = -0.004" @ 1'- 0.6" Allowed - 0.130" MAX TC PANEL TL DEFL = -0.005" @ 1'- 0.6" Allowed = 0.196" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 F77 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. A Wind: 140 mph, h=20.3ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 oo 0 0 o X 4l>C -M-4x4 )' y ), 1-00 2-00 414� �NGINE'19 k. 4c'?29 z92,10' r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - FSJ1 Scale: 0.6468 -' 'I • WARNINGS: GENERAL NOTES, unless otherwise noted: ,„ I.Builder and erection contractor should De advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual OREGON to Truss: FSJ1 and Warnings before conawdloncomtnences. building component.Applicability of design parameters and proper 1\ /I''''''7 2.2s4 compression web bracing must beinstalled where shown t. incorporation of component is the responsibility of the building designer. L n 3.Additional temporary bracing to insure Stability during construction 2.Design assumes the top and bottom chords to be laterally braced at G/6 �• 1 4,' IC)�A+ Is the responsibility of to i.insure stability t bracing f T o.c.and at 10'o.c.respectively unless braced throughout Shelf length by [_ pons Ilya permanen ngo continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/27/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t t $R R'L� SE K5540680 4.No load should be applied to any compbnent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q•: fasteners are complete and at no time Should any mads greater than 8.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design mads be applied to any comporjent. and are for"dry h.dI be of use. S.CompuTms has no control over and aSsumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 27,218 S.This design Is furnished subject to the Ilmftatlons set forth by B.Plates shell be located on both faces of truss,end placed so their center TPIANTCA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,IDC./CornpuTtus Software+7,6.9(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" IICOND. 2: Design_cheeled for net —7 •sf u•lift at 24 "oc s•acin•. TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 GOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x6 KDDF#16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2x4 KDDF #15BTR A LOADING Design conforms tone main d windforce—resistingladding LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD= 10.0 PSF Wind: 140 mph, h=23.9ft, TCDL=6.0,BC DL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 POE' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL — 25 PSF Ground Snow (Pg) load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x4 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads vertical members (uon). REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. in the plane of the truss only. 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 DON. 6-03-03 5-09-13 12 8.00 M-1.50 i M-3x6 N A m N m N N —M-4x4 o� ril H 4- co A- s� M-1.5x3 M-3x6 y y y 6-01-07 5-11-09 � D PR Ore > 1-06 J' 12-01 1, (/ 5'‘ NGINE. x0:0 0 Qt 89200PE 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP — FWA Scale: 0.3038 WARNINGS: GENERAL NOTES, unlessatherwtse noted: O 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 p 4,,OREGON O, fit(/ Truss: FWA and Warnings before construction commences. building component.Applicability f design parameters and ponen pp h o gn payoff proper 2.2v4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility be the building ra designer. bracingstability during 2.Designndatt sthetoppeotnemmessbracedthrough braced �O 9y 14 2° Pa 3.Additional temporaryto Insure tludnby fe; is the responsibility of the erector.Additional permanent bracing of Y ax.and at 1 d o.c.rsuch as ely unless throughout their length by DATE: 12/26/2018 is the rroll structure isms responsibility fthe buildingdesigner. continuous sheathing such as plywood here)and/orerywall(BC). ^A pons ity a g 3.24 Impact bridging or lateral bracing required where shown++ R R 1 0' S E Q.: K5 5 4 0 6 81 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any componentand are for ayconanlon°or use. 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes NII bearing at allsupports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment ponen necessary. pmentand the imationofcom components. 7.Designassumes adequate dbodrainage isprovided. December 27,2 18 6.This design is furnished subject to te limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TPIIW/CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 1 L-E B.Digits indicate sae of plate in inches. P ( ) 1D.For basic connector plate design values see ESR-1311,ESR-105e(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 5.0" 1COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 LOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND; I Design conforms to main windforce—resisting 2x4 KDDF #1&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. UON. DL ON BOTTOM CHORD = 10.0 PSF• Wind: 190 mph, h-26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-1D, BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, • LL= 25 PSE' Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x4 or equal non—structural Truss designed for wind loads )u vertical members on). 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. Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous I complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. j 7-01-01 13-03-15 T T T 7-01-01 6-07-06 6-08-09 12 12 8.00 IIM-4x4 a y.00 4.0" 2 f' 4 1.. i M-7x8M-3x6 +E / M-7x6 No • —/ A #+ + ° ' +E A «, •• M + O til o / P II�_4x4 IM-4x4 M-5x6(5) ��, p PROpe y y y 5 619 v,GIN44 //O b 7-01-01 6-09-02 6-06-13 , �� 9 20-05 '..,• 89200PE r JOB NAME : RT AREA 4 LOTS 821-86 RH FRENCH 5X STEP — FWB Scale: 0.1699 �� 61OPP : IWARNINGS: GENERAL NOTES, unless other ise noted: 1.Builder and erection contractor should advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 7,4 OREGON t, 1� Truss: FWB and Warnings before construction corn ences. building component.Applicability of design parameters and proper 2.2v4 compression web bracing must bel installed where shown+. incorporation of component is the responsibility of the building designer. �I n �� 3.Additional temporary bracing to insure'6tability during construction 2.Designassumesthe lop and bottom chords to be laterally braced at / / 14 `O^ Is the res oneiblR f the erector.Adtl�tional 1 bracing f 7 0..and at 10.o.c.respectNeN unless braced throughout their length by V p tyo ''I� permanen go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` v DATE: 12/27/2018 the overall structure is theraaponsibill�of the building designer. 3.2+Impact bridging or lateral bracing required where shown++ f' R 10- SEQ.: `,- 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. S EQ.: K5 5 4 0 6 8 2 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, of TRANS ID: LINK design loads be applied to any component. and are or"dry conditionuse. S.CompuTrus has no control over and assumes no responsibility for the 6.Deesign assumes full bearing at all supports shown.Shim or wedge if EXPI RES: 12-31-2019 ce ry. ll� p fabrication,handling,shipment and inlallatlon of components. 7.Design assumes adequate drainage is provided. December 27�20�8 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center TPI/W7CA in BCSI,copies of which all be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E ID.For basic connector plate design values see ESR-1311,ESR-198E(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" OND. : Desi., checke• or net —7 •sf •lift a 4 "oc pacing. TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 K:OND3. 150 00 PLO SEISMI AD. BC: 2x4 KDDF #15BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND NOTE:Design assumes moisture content does LOADING not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSI' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF Design conforms to main windforce—resisting TOTAL LOAD = 95.0 PSF system and components and cladding criteria. M-1.5x9 or equal at non—structural LL = 25 PSF Ground Snow (Pg) Wind: 190 mph, h=21.3ft, .0,BCDL=6.0, ASCE 7-10, vertical members (uon). (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration factor=l.6, Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. End Verticals) are exposed to wind, Refer to CompuTrus gable end detail for Truss designed for wind loads BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP in the plane of the truss only. complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span DON. I 3-08-04 0-03-12 12 8.50 V' M-1.5x3 -, P m M-3x4 0 0 0 rn iiiiiih,40,4411m 0 I , I ,__, . ii;;m 7O f_ ...... _,. 5 6 7 M-1.5x3 M-3x4 Ep PROF J‘ 1-06 4-00 ��O GINE$;9�/0 9210P 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP — FWC Scale: 0.5083 ,_ • WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual p "7 OREGON �14 Truss: FWC and Wamings before construction commences. building component.Applicability of design parameters end 2.254 compression webbtecin incorporation fcem tis the responsibility gocerG pression g must be installed where shown+. pore on o component ponsibil' of the building designer. �f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords be laterally braced at �O _7' y 4 a noy, is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et 10.o.c.respectively unless braced throughout their length by 1 continuous sheathing such as plywood sheathing(TC)andlor drywali(BI). DATE: 12/27/2018 the overall structure is the responsibility of the building designer. 3.at Impact bridging or lateral bracing required where shown++ FIR'L\- SEQ.: K5540683 4.No load should be applied to any component unit after ag bracing and 4.Installation ottruss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for e y conditionor 6.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary.fabrication,handling,shipment and installation of components. p 7.Platersgn eDbeaadedoneothifaceio ptrusided. s.an December 27,2018 6.This design is famished subject to the limitations set forth by 8.Plates shag be located on both feces of truss,and placed so their center TPIM?CA in BCSI,copies of which sill be furnished upon request. lines coincide with joint center lines. 0.Digits indicate size of plate in inches. Muck USA,InniCompuTrus Software+7,6.9(1L)-E 10.For basic connector plate design values see ESR-131I.ESR-1988(MiTek) • • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 38 2-5=(0) 0 2-3=(-190) 94 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 139 WEBS: 2x9 KDDF STAND 3-9=(-29) 17 • • LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF SC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-02-09 1-02-090•- 0,0•• -35/ 237V -7/ 42H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 8.2" 0/ 17V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 9.0" 0.0" 1'- 11.0" -21/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. •'OVIDE ._ BEARING- ts:2.5,4 i AND BOTTBOTTOMRCHORDD CLIVEKED FLLOADSOR PACTSF LNON-CONCCURRENTLY.IVE LOAD. TOP OND, 2: Design checked for net(-5 psf) uplift at 24 "oc sootin - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.050" MAX TL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.067" 1-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.3" 12 MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.3" 6.00 1-7 • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. -3x4 o o o �/ 0 M 2 NEW NEELII5 •M-3x6 • 1 ,L y )' ,Q;ED PR Oren, 0-09 1-11 061 • ��\c� �. G-' `9 /O�9 89200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - G1 .�/ Scale: 0.6690 WARNINGS: GENERAL NOTES, unless otherwise noted: CC 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 9 4 OREGON �4/ Truss: G1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. �O 9li no� � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterely braced at r 1 4 , is the responsibility of erector.Additional t bracing f 2 o.c.and al tG o.c.respectively unless braced throughout their length by ponsi ty o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(sC). A 1 DATE: 12/26/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or th erel bracing required where shown•t a• s l R II�^- SD' K5 5 4 0 6 8 4 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. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonaorrosNe environment, TRANS ID• LINK design loads be applied to any component and are or ary hdl ben of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Dessiign assumes full bearing at afl supports shown.Shim or wedge If EXPIRES: 12-31-2019 miry. p fabrication,handling,shipment and inetallatlon of components. 7.Design assumes adequate drainage is provided. December 27,20IV 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 TPVWICA in BCOI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E IO.For basic connector plate design values see ESR-1311,EOR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 3B 2-5-(0) 0 2-3=(-188) 81 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-86) 191 WEBS: 2x9 KDDF STAND 3-4=(-25) 18 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-09-03 1-04-03 0'- 0.0" -34/ 237V -7/ 43H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 9.0" 0.0" 1'- 11.7" -22/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROV aE FULL s.'RING.Jt-:2,5.4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Desi•n checked for net -5 .sf u•lift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL - -0.001" @ 0'- -9.0" Allowed - 0.100" MAX TC PANEL LL DEFL - -0.001" @ 0'- 11.8" Allowed - 0.084" MAX TC PANEL TL DEFL = -0.001" @ 0'- 11.8" Allowed = 0.125" 1-11-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.002" @ 1'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 0 0 ti o� � 0 2 5 M-3x6 I i J‘ o 09 y 2-0o y \��E� PROF�Ss �5 �NGINE<c9 <O 2 89200PE Zki 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - G2 ;dallr/��; Scale: 0.6773 WARNINGS: GENERAL NOTES, unless otherwise noted: Q rr 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 yL "1,OREGON pi Truss: G2 and Wamings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �} 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom chortle to be laterally braced at �O -7 Y y 4 a V\ �C is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectNety unless braced throughout their length by 1 (� DATE: 12/26/2018 is thethe responsibility labuaure Is the responsibility nal permanent desi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ponsi dyo g designer. 3.2x Impact bridging or lateral bracing required where shown++ � �` 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility f the res y SEQ.: KS 5 4 0 6 8 5 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 be applied to any component. and are for"dry condition"ause. 5.CompuTrus has no control over and assumes no responsibility for the O.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. necesnary. 7.Design assumes be on both drainageistroslsed. December 27,2018 0.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center TPIMWTCA In BCSI,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 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-00-00 HIP SETBACK 2-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR • • 10-00-00 GIRDER SUPPORTING 3-06-00 1- 2=(-977) 223 1- 6=(-1398) 1798 6- 2=(-204) 679 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-542) 109 6- 7-) -832) 1331 6- 3-(-691) 575 WEBS: 2x9 KDDF STAND; 3- 4=(-542) 109 7- 5=(-1398) 1798 3- 7=(-691) 575 2x9 DF STAND A LOADING 4- 5=(-977) 223 7- 4=(-209) 679 LL = 25 PSE Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL) 50.D)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 2'- 0.0" V BC LATERAL SUPPORT <= 12"OC. NON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 2'- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 8'- 0.0" TO 10'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -155/ 795V -2000/ 2000H 5.50" 1.27 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR BC UNIF LZ) 1B.B)+DL( 15.0)- 33.8 PLF 0'- 0.0" TO 10'- 0.0" V 10'- 0.0" -155/ 795V -2000/ 2000H 5.50" 1.27 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TCICONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 2'- 0.0" I TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 8'- 0.0" ICOND. 2: Desi• .-.ked for net -7 . u•lift atpacitc. g 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 LL DEFL = -0.010" @ 5'- 0.0" Allowed = 0.454" MAX TL DEFL = -0.016" @ 5'- 0.0" Allowed = 0.606" 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 = -0.008" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.010" @ 0'- 5.5" • 1-11-116-00-10 1-11-11 OND. 3: 2000.00 LBS SEISMIC LOAD. T T 1 T Design conforms to main windforce-resisting 1-11-11 3-00-05 • 3-00-05 1-11-11 system and componentsandcladding criteria. 123.30# 123.30# 12 Wind: 140 mph, h=20.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 F7 12.00 load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 • M-4x6 ; 3x4 MMEMMEMMEME41 -M-4x4 -M-9x9 /-o pit ME OG I oo � M-3x9 M-3x4 1 • • • • 1-10-09 6-03-08 1-10-04 k 10-00 / �6 c.O PR Oren, �• �\ Util c� �NGINEE9 /��9 89200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - GH1 ��' Scale: 0.9479 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 et 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 I �tti Truss: GH 1 and warnings before construction commences. building component.Applicability of design parameters end proper 2.2s4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ryw 1' 3.Additional temporary bracing to insure stability during construct Z.Design assumes the tap and bottom chords to be laterally braced at /O I 1 v1 2. S�" Is the responsibility of the erector.Atltlilionalpermanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by Y' �s�'s sponsi tygcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a \/V1 DATE: 12/26/2018 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ `R R`L� S E K5 5 4 0 68 6 4.No load should be applied to any component until after ell bracing and 5.Installation of trusstrussehe s are to sie usyd ity of the a no n-corrosive sp o�eVconnraconr. 4• fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK design loads be applied to any component. and gnassume are for"dry�ntlition''og at supports wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.Dee mil bearing tall as da ehawn.Shim or w�tl f EXPIRES: 12-31-2019 scary. 1 p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 27,2 18 6.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 TPWVTCA in BCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&STA LOAD DURATION INCREASE = 1.15 1-2-( -1) 75 2-4=(-2) 3 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 53 WEBS: 2x6 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"01. 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 45.0 PSF 0'- 0.0" -23/ 239V -35/ 1026 5.50" 0.38 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" 0/ 31V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -30/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF ISC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2.9 3 I. 2: Desi.n check-. ,et -7 .sf u.l'ft , . s.acin.. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed - 0.100" 1-11-11 ,� MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.004" @ 1'- 0.6" Allowed - 0.130" MAX TC PANEL TL DEFL = -0.005" @ 1'- 0.6" Allowed - 0.196" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. A Wind: 140 mph, h=20.3ft, 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. 0 m 0 N O 111111111111 o s 9► -/ M-9x9 )' y J' 1-00 2-00 �� .:...N. ..-.-,9 N�F'9 /a =9200P r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - GJ1 Scale: 0.6468 ' j" WARNINGS: GENERAL NOTES, unless otherwise noted: Q cr I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4% "/OREGON 0, �G' Truss: GJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.ar4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4/OREGON 20 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O _7 l' is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectWely unless braced throughout their length by 14 s ,a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NV DATE: 12/27/2018 the overall structure is the responsibility of the building designer. 3.29 Impact bridging or lateral bracing required where shown++ fi°RIO- SEQ.: 4.No load should be applied to any component until after aft bracing and 4.Installation of boss is the responsibility of the respective contractor. K5 5 4 0 68 7 as eners are complete and at no time should any loads greater then 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 hrl be 'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. .I p 7.Mates assumes adequatbath face to ptresis, December 27,201(7 8.This design is furnished subject to the Ilmkations set forth by B.Plates shall be located on both faces of truss,and placed so their center TRI/WI-CA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. B.Diggs Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.9)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-9=(-8) 10 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-128) 97 WEBS: 2x6 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 = 95.0 PSF 0'- 0.0" -39/ 276V -64/ 165H 5.50" 0.94 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" -19/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 POE'Ground Snow (Pg) 3'- 11.7" -81/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I�_'_' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOVIDE FULL BEARING;Jts:2,9,3 .ala - a-. or a . . ..T_Bet1-7 p . ' . ._ e. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" 3 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.006" @ 0'- 9.0" Allowed = 0.057" MAX BC PANEL TL DEFL = 0.005" @ 0'- 9.0" Allowed = 0.076" 12 / SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" • • Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 190 mph, h=21.3ft, 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 t in the plane of the truss only. • C- o 0 /11711=V11.1111 y y I y 1-00 2-00 1-11-11 ,04.1) PROFFs� ,c�` 0GINEF9 i,„ 8 200PE JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - GJ2 ,� Scale: 0.5631 WARNINGS: GENERAL NOTES, unless otherwise noted: 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 p OREGON Truss: GJ2 and Warnings before construction comthences. building component.Applicability of design parameters and proper 2.2z4 cold b bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. G wo'‘ '� pression we g mu 2.Design assumes the top and bottom chords to be laterally braced at / 14, 2. 3.Additional temporary bracing to Insure*ability during construction 7 o.c.antl at 10'o.c.respectively unless braced throughout their length by OR_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'y DATE: 12/27/2018 the overall structure is the responsibility)of the building designer. 3.2s Impact bridging or lateral bracing required where shown 4.No load should be applied to any compOnant until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. •■ SEQ.: KS 5 4 0 6 8 8 fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are m be used in a non-corrosive environment, design loads be applied 10 any component and are for"dry condition"of use. TRANS I D: LINK 5.CompuT us has no on fol over antl assumes no responsibility for the S.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2Q19 fabrication,handling,shipment and Installation of components. necessary. 7.Design assumeslb adequateoboth face is truss, provided. December 27,2018 6.This tlesign Is furnished subject to the limitations set forth by e.Plates shall be)opted on both faces of truss,antl placed so their center TPIM?CA In BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In inches. Milek USA,Inc./CompuTrus Software+7,6.9)1L)-E 10.For basic connector plate design values see ES12-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 2-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X4 KDDF #1&BTR TOP CHORD LL = 25psf 2X6 KDDF #1&BTR TOP CHORD DL = 1Ops f TOTAL LOAD = 35psf • • j • 1 • 12 %/ 8.49 7 M-5x8 ./ PROVIDE SUPPORT @ 48" O.C. AND AT END M-3x6 4-02-03 M-3x8 o /WA 0 1 o • ), y �t�Ep PRpFFss 1-08-09 2-09-15 ��5 OA 4%9 /O -4--- ,,,,M./ ;9200P JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - GR1 _le� Scale: 0.7262 / 6� WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection wM2Morshould beadvised ofall General Notes 1.This design isbased onlyupon the parameters shown and isfor anindividual y ,OREGON D,-Al'to Truss: GR1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. G �f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O A'1Y 1 4' 2S3\ � is the responsibility of the erector.Add'Rional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by / DATE: 12/27/2018 ithe s the r tall structure is the res bit' of the permanent n desi continuous sheathing such as plywood sheathing(TC)ohoand/or erywall(BC). ///�� ponsi lty g designer. 3.2x Impact hedging or lateral bracing required where shown++ /�R R 10- SEQ.: K5 5 4 0 68 9 4.No load should be applied to any component until after all bracing and 4.Installation&truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment end Installation of components. 7. rce haaumelca adequate drainage Is ptrussed. December 27,2018 6.This design is DSD, subject to the limitations set forth B.Plates shall be located on both laws of truss,and placed so their center TPIM/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MiTek USA,Ino./CornpuTrus Software 6.2.3(11_)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01700 GIRDER SUPPORTING 13-06-00 FROM 4-00-00 TO 12-01-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2393) 343 1-6=(-381) 1785 6-2=( -146) 1144 BC: 2x6 ROOF #1&BTR 2-3=(-1303) 230 6-7=(-378) 1760 2-7=( -953) 211 WEBS: 2x9 KDDF STAND; LOADING 3-4=( -199) 226 7-8=(-224) 959 7-3=( -278) 1794 2x4 OF STAND A; LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 0 3-8-(-1710) 349 2x9 KDDF #1&BTR B TC UNIF LL) 50.0)+DL( 20.0)= 70.0 ALF 0'- 0.0" TO 12'- 1.0" V 8-4=( -208) 171 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 0.0" V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 135.0)= 278.8 PLF 9'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 754.0 LBS @ 3'- 0.0" 0'- 0.0" -261/ 1814V -151/ 309H 5.50" 2.90 KDDF ( 625) 12'- 1.0" -387/ 2119V 0/ OH 5.50" 3.39 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Full height blocking is required at right bearing Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. will have 1.5" max. nail penetration. I 11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 29 " c spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.022" @ 4'- 0.1" Allowed = 0.558" MAX TL DEFL = -0.052" @ 4'- 0.1" Allowed = 0.744" 4-01-14 3-10-03 3-10-03 0-02-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' '( T T T MAX HORIZ. LL DEFL = -0.007" @ 11'- 8.5" 12 MAX HORIZ. TL DEFL = 0.013" @ 11'- 8.5" 8.00 V M-1.5x3 Design conforms to main n windforce-resisting system and componentsand cladding criteria. Wind: 190 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-3x6, Truss designed for wind loads a in the plane of the truss only. 40 N O \ 13 O M-3x6 m • 1 = A L it oJh q _!_ o� of 11 6 d, 7 rn *+ 8 M-8x10 M-3x8 M-7x6 M-7x6 y 1759#y y (c$0 PROppss 4-00-02 3-08-07 4-04-07 12-01 �� NGINEF9 /O29 89200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - HGIRD Scale: 0.3069 /�/ WARNINGS: GENERAL NOTES, unless otherwise noted: ci et 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 Truss: HGIRD and Warnings before constructbncomnences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. L ^ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords braced to b°laterally braced at G'0 4• ''4 •GO l is the res Ibili f the erector.Add'oval M bm5n f 7 o.c.and at 1 O a.c.respectively unless throughout their length by -r pons N o permane g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` DATE: 1 2/2 6/2 0 1 8 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ eR R 1�~ 4.No load should be applied to any comd nent until after all bracing and 4.Installation of truss is the responsibility of the respe cthe contractor. SEQ.: KS 5 4 0 6 9 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non.corrosrue environment, TRANS I D: LINK design loads be applied to any component. and till assume condition-9 ese,supports tie 5.CompuTrus has no control over and a9sumes no responsibility for the 6.Design full bearing,°°ea rte ahawn.Shim or f EXPIRES: 12-31-2019 awry. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. DP.CEIT tier 27 r20 p o 6.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/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. D.Digits indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 38 2-5-(0) 0 2-3=(-183) 45 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3-(-60) 149 WEBS: 2x4 KDDF STAND 3-4-(-19) 18 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LETINS: 1-07-01 1-07-01 0'- 0.0" -32/ 241V -7/ 43H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -26/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) OVERHANGS: 9.0" 0.0" 2'- 4.0" 0/ 21V 0/ OH 5.50" 0.03 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:2.4,5 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP II__ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 1-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f I MAX LL DEFL - 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" 12 MAX TC PANEL LL DEFL = -0.001" @ 1'- 0.0" Allowed = 0.100" 6.00 MAX TC PANEL TL DEFL = -0.001" @ 0'- 11.4" Allowed = 0.149" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (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 1 r 0 ti co 011/41011111. o1111 2MICEIN MEMEN5 M-3x6 ), I b 0-09 2-04 ,�5 �NGINE<c,9 /O ;9200P sr JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - HJ1 -. � Scale: 0.6770 - .-' 4 1110 WARNINGS: GENERAL NOTES, unless othenose noted: O Cr 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 y 4 OREGON <C/ , Truss: HJ1 and Wamings before construction commences. building component.Applicability of design parameters and properL L 2.2x4 compression web bracing must be installed where shown it. incorporation of component is the responsibility of the building designer. "//' ±` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �O f Y 14 �O is the responalbllHy of the erector.Additional permanent bracing o! 2'o.c.and at f0 a.c.respectively unless braced throughout their length by DATE: 12/26/2018 is thethe responsibility structure of responsibility nal per building designer. continuous sheathing such as plywood sbeammg(TD)andmr drywall(BC). pons) ity'o g 9 3.In Impact bridging or lateral bracing required where shown++ /�R R O\ SEQ.: K5 5 4 0 6 91 4.No load should be applian to any component until after all bracing and 4.Installation of truss Is the responsibility of Me respective contractor. \ 1 1� fasteners are complete ad at no time 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 aro for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 1 -31-2019 mcossarfabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center December 27,201 O TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs 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) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 4#16BTR • LOAD DURATION INCREASE = 1.15 1-2-( 0) 38 2-5-(0) 0 2-3-(-172) 30 • BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3-(-55) 159 WEBS: 2x9 KDDF STAND 3-4-(-22) 29 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -32/ 241V -8/ 97H 5.50" 0.39 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 1.3" 0/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 9.0" 0.0" 2'- 4.0" -27/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2.5.9 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-04 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed - 0.075" MAX TL DEFL - -0.001" @ 0'- -9.0" Allowed - 0.100" MAX LL DEFL = 0.002" @ 1'- 8.9" Allowed = 0.071" 12 MAX TL DEFL = -0.002" @ 1'- 8.4" Allowed = 0.099" 6.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.001" @ 2'- 3.2" MAX HORIZ. TL DEFL - 0.001" @ 2'- 3.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9-2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3/ load duration factor=l.6, Truss designed for wind loads I' in the plane of the truss only. 0 o "ii/Eljg 0 f 2 �5 -/ M-3x6 • k ), )' 0-09 2-04 �,, PROFFss • ,c,..; �NGINFF9 /429 ;9200P r JOB NAME : RT AREA 4 LOTS 8286 RH FRENCH 5X STEP - HJ249j� Scale: 0.6642 - �� WARNINGS: , GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be erNised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual yL 4,OREGON �4/ Truss: HJ2 and Warnings before construction comMences. building component.Applicability of design parameters and proper compression we g mu incorporation of component is the responsibility of the building designer. `' 2.° ��2.244 cam b bracing must be Installed where shown+. 2.p sign assumes the top and bottom chords to be laterally braced at /O / i1 •L 3.is the responsibility temporary bracing to insure Stability during construction7 o.c.and at 1 P o.c.rsuch as ey unless braced throughout their length by Y is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/26/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ eft R`L� S E K5 5 4 0 6 9 2 4.No load should be applied to any component until after all bracing and 44.. allation of truss its the ar e to si used fIthem stoctioe e contractor.rment, 4• fasteners are complete and at no time should any loads greater thanDesign assumes design leads be applied to any componbnt and are for'dry condition'of use, TRANS ID: LINK 5.CampuTrushas nocontrol over and assumes norespansbil ybrme 6.Design assumes Ng bearing at all supports Shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipmentcomponents. necessary. aotlhe limitations corn T.Patesssumelceduoneoth face Is truss. December 27,2018 6.This design is furnished subject to the Ilmiladons set forth by g,plates shall be located on both faces of truss,and placed so(heir center TPI/VTCA in SCSI,copies of which MI be furnished upon request. lines coincide writ)joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ino,/OompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( -20) 38 2-5=(0) 0 2-3=(-208) 197 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-131) 131 WEBS: 2x9 KDDF STAND 3-4=( -91) 36 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-02-05 1-02-05 0'- 0.0" -44/ 252V -5/ 34H 5.50" 0.40 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 1.3" 0/ 11V 0/ OH 5.50" 0.02 HOOF ( 625) OVERHANGS: 9.0" 0.0" 1'- 4.0" -66/ 22V 0/ OH 1.50" 0.03 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVIDE 07J L.BEARING;Jts,;_ 5 9 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP II� AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONO. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.____J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-04 MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed - 0.100" MAX TC PANEL LL DEFL = -0.000" @ 0'- 6.9" Allowed - 0.068" 2 MAX TC PANEL TL DEFL = -0.000" @ 0'- 6.9" Allowed - 0.103" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 MAX HORIZ. LL DEFL = 0.002" @ 1'- 3.2" MAX HORIZ. TL DEFL = 0.002" @ 1'- 3.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads M-3x4 -. in the plane of the truss only. o ti col Aliggl.. o o 0 f 2 NEWIN �5 1 -3x6 1 1 J‘ )' y ,00 PRpFFo,� 0-09 1-04 �� NGINF9 /�2 89200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - HJ3 , ` � � Scale: 0.7632 WARNINGS: GENERAL NOTES, unless otherwise noted: IPCC 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 Truss: HJ3 and Warnings before conatmctloncommences. building coinonent.A Applicability of design parameters "y� , OREGON /, incorporationpfcom DD tis the res gnpoe gaper goer. 2.244 compression web bracing must be installed where shown+. a component responsibility of the building designer. 2�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O Y 1^a is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 16 o.c.respectively unless braced throughout their length by `Y ,x DATE: 12/26/2018 the overall sauCureis, responsibility of deal continuous sheathing such as plywoodaheathing(TC)and/ordrywan(BC). {/V1 ponsi ty o g designer. 3.2z Impact bridging or lateral bracing required where shown++ RIO- SEQ.: IO- SEQ.: K55 4 0 693 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. filen 1 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 loads be applied to any component. and are or"dry condition.of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing atallsuppossshown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components, 7.necessary. Designshllb assumes adequateondrainage is provided. December 27,2018 B.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 I TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate Mae of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS ',i CORNER GIRDER SETBACK 2-9-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X9 KDDF #1&BTR TOP CHORD LL = 25psf 2X6 HOOF #1&BTR TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 9.24 M-5x8- / / ' = M-3x6 / / M-3x8 / / I i 0 j o / % \x/ EPR ROFFss/eNNEsR © 2y y G 1-08-09 3-02-14 kJ :92 OP 9r JOB NAME : RT AREA 4 LOTS 82I 8 6 RH FRENCH 5X STEP — HR1 Sale: 1.2028 -! WARNINGS: GENERAL NOTES, unless otherwise noted: C3 Ct. I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "rr 41 OREGON �4/ Truss: HR1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be.installed where shown+. incorporation of component is the responsibility of the building designer. ryw 1' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O •( 1 A 20 �+ Is the responsibility of the erector.Additional t bracing of T c.c.and at 10'o.c.respectively unless braced throughout their length by Y `Z pons typermanen gcontinuous sheathing such as pNwood sheathing(TC)and/or drywall(BC). `/ DATE: 12/27/2018 the ovefal structure is the responsibility of the building designer. 3.2K Impact bridging or lateral bracing required where shown++ FR RIO, 4.No load should be applied b any component until after at bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: KS 5 4 0 6 9 4 fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D: LINK design mads be applied to any component. and g^asfor sumes condition"g use.supports wedge 5.CompuTrus has no control over and assumes no responsibility for the fi.Deed full beano tall su ns shovm.Shim or wed if EXPIRES: 12-31-2019 awry. 1s,,, .I p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December @�27,ZO 1 0 S.This design is famished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. . 9.Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 6.2.3(1L)-Z t0.For basic connector plate design values see ESR-1311,ES12-1980(WiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 1-4-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X9 RODE #1&BTR TOP CHORD LL = 25psf 2X6 KDDF #1&BTR TOP CHORD DL = lOpsf TOTAL LOAD = 35psf 12 9.29 M-3x6- M-3x6- 00111 d • o ___-__--- ‘1, • ��Ep PROFFss y y �� NG�NFF9 /%2 1-08-09 1-09-19 89200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP — HR2 Scale: 1.2822 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 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 4OREGON �w Truss: HR2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2 2x4 compression web bracing must be Installed where shown 5. incorporation of component is the responsibility of the budding designer. v ` 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �O '''//' 1 A 2-O *p.. is the responsibility of the erector.Additional permanent bracing of c c.c.and at 10 o.c.respectively unless braced throughout their length by 1`Y ,a 1 DATE: 12/27/2018 the overall structure is the responsibility theerma n designer. 2 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R) pons ity ofg 3.In Impact bridging or lateral bracing required where shown++ `�` SEQ.. 55 4 0 695 4.No load should be applied to any component un61 after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 �+ fasteners are complete and at no time should any loads greater titan 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry conditionoraae. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. 7.necessary. Design hllb assumes adequate drainage is ptrusts,d. an December 27,2018 6.This design Is furnished subject to the limdabons set forth by 8.Plates shall be located on both faces of Wss,and placed so their center TPbW1'CA in SCSI,copies of which will be fumished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./COmpuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTA • LOAD DURATION INCREASE = 1.15 1-2=(-514) 259 5-6=(-429) 435 5-1=(-879) 331 3-7=(-213) 198 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-569) 307 6-7=(-158) 551 1-6=(-172) 605 7-4=(-124) 649 WEBS: 2x4 KDDF STAND; 3-4=(-6(37) 180 7-8-( -73) 95 6-2=(-123) 189 4-8=(-865) 250 2x4 KDDF#1&BTR A LOADING 6-3=(-404) 261 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -143/ 1004V -434/ 351H 5.50" 1.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) ** For hanger specs. - See approved plans • BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "or spavin . THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSE. 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 I I MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.2" 7-01-01 6-07-06 6-06-09 MAX HORIZ. TL DEFL = 0.007" @ 20'- 3.2" 12 12 IIM-4x4 Design conforms to main windforce-resisting 8.00 18.00 system and components and cladding criteria. 4.0" 2 ,f--,( Wind: 140 mph, h=26.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 1B (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 1 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 / porIM-3x9 M-3x4 0 .4 A co 0 m 0 a f l'''± y m 1s! a ± 5** 6 7 **8 M-1.5x3 M-3x8 0.25" M-1.5x3 M-5x6(5) KaGINE4,9 Q,ED PROFFss7-01-01 6-09-02 y 6-06-13 /�2944 20-05 't200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - I'S Scale: 0.1918 ,�� • WARNINGS: GENERAL NOTES, unless otherwise noted: O Q~ 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 to Truss: Ii S and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be Installed where shown 0. incorporation of component is the responsibility of the building designer. 2S)1‘ �� 3.Additional temporary bracing to Insure Stability during construction 2.Design assumes the[op and bottom chords to be laterally braced at 2. Is the responsibility of the erector.Additionalpermanent bracing of 2 c.c.and at 10'o.c.respectively unless braced throughout their length by /O 4fr 14a O/� sponsi tygcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p DATE: 12/26/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� L' 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. •••111 SEQ.: K5 5 4 0 6 9 6 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and arefor assumes dry condition"gene.supports wedge r 5.CompuTrus has no control ever and assumes no responsibility for the 6.Design mil bearing t all as rte shown.Shim or watl f EXPIRES: 12-31-2019 necessary. I.� r� ,I p fabrication,handling,shipment and installation of components. 7.Design assumes adequatedrainageIs provided. December 27,2 18 6.This design is furnished subject to the limitations set forth by I.Plates shall be located on both feces of truss,and placed so their center TPIAAVCA in 0101,copies of which'Mahe furnished upon request. lines coincide with joint center lines. 0.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 EOR-1371,ESR-1985(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 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 2-10=(-269) 1843 2- 3=(-2337) 270 6-19=1 -19) 441 SC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=1 -322) 211 10-12=(-272) 1841 10- 3=( 0) 268 14- 7=1 -417) 151 WEBS: 2x4 KDDF STAND; 3- 4=1-2004) 395 11-13=1 -3) 19 3-12-1 -271) 94 7-15=( 0) 297 2x6 KDDF #2 A LOADING 9- 5=(-2041) 576 13-14=(-230) 1459 4-12-) -485) 289 7- 8-(-2229) 226 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSI' 5- 6-(-1460) 941 14-15=(-277) 1790 11-12-) 0) 98 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-1896) 902 15- 8=1-275) 1792 12-13=( -163) 1125 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF 7- 8-) -435) 279 12- 5=( -296) 1075 8- 9=( 0) 99 13- 5=1 -159) 668 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 13- 6=1 -779) 261 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HONE 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" -259/ 1895V -329/ 331H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -259/ 1895V 0/ OH 5.50" 2.95 KDDF ( 625) OND. 2: Design checked for net1-7 sf1 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 = 0.091" @ 11'- 3.5" Allowed = 1.809" 17-06-15 19-05-01 MAX TL DEFL = -0.150" @ 11'- 3.5" Allowed = 2.906" T f f MAX LL DEFL - -0.011" @ 38'- 6.0" Allowed = 0.150" 5-07-06 5-09-02 6-00-11 5-08-14 6-10-01 6-11-13 MAX TL DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" T T SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 II 8.00M-6x6 8.00 MAX HORIZ. LL DEFL = -0.097" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.079" @ 36'- 6.5" 6.0" 5 9' IN% : t:: esin conforms to main windforce-resisting M-5x6(5) M-5x6(S) ysand components and cladding criteria. Wind: h, h=26.9ft, TCDL=6,0,BCDL=6.0, ASCE 7-10, 0.25" .25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, •" Truss designed for wind loads O= g in the plane of the truss only. M-3x12 ✓#,, r +-z 7M-3x12 ,M-1.5x3 o i o i 2 l012 Ia7 o M-3x8 M-1.5x3 a es X.11 o I 11 13 19 15 M-1.5x3 M-3x8 0.25" M-1.5x3 M-3x81 I o M-5x8 M-5x6(5) J° y y y ;v PROrex, y 5-07-06 5-09-02 y 6-02-07 5-10-10 6-08-05 6-10-01 y y `c, ENGIN e i 1-06, 11-02-12 25-09-04 ,, -06 �� 2 $ 200PE 9 37-00 V JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - I2 Scale: 0.1982 �� IIIIIIIIIf WARNINGS: GENERAL NOTES, unless otherwise noted: in Cr 1Builder and erection contractor should be advised of all General Notes 1.This design is based only upon theparameters shown and isfor anindividual 'pct ,/OREGON t, 4,/ . Truss: I2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.294 compression web bracing must be installed where shown e. incorporation of component is the responsibility of the building designer. y S.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be throughouty braced at �� qY 1 20� �� Is the responsibility of the erector.Additionalbracing of2 c.c.and at 10'o.c.respectively unless braced their length by 4 Le DATE: 12 26/2018 ponsi ypermanent continuous sheathinghas d aired in Tcand/ortl11'1F:119 a / the overall structure is the responsibility of the baldingor such Arwood sheathing(TC) rywall(BC). pry component designer. 4.In Impact bridging is lateral bracing required the where shown t a R R i L.L 4.Na load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the res dive contractor. SEQ.: KS 5 4 0 6 9 7 fastenersare complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and aro for"dry condition"Ouse. 5.CompuTrus has no control over and assumes no responabilily for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 7.Design ha h b assumes adequate drainage is truss. Decem be r 27,2018 6.This design is fumishetl subject to the limitations set forth by B.Plates shall be located on both hoes of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint center Ones. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC 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=( -248) 219 1- 8=(-254) 1747 1- 2=(-2059) 279 11- 9=( -154) 655 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1942) 903 8-10=)-256) 1795 8- 2=) 0) 262 11- 5=( -760) 256 WEBS: 2x9 KDDF STAND; 3- 4=(-1981) 585 9-11=( -3) 19 2-10-) -223) 106 5-12=( -29) 917 2x6 KDDF #2 A LOADING 9- 5=(-1429) 939 11-12=(-229) 1418 3-10-) -486) 291 12- 6=( -379) 161 LL( 25.0)+OL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1894) 909 12-13=(-269) 1707 9-10-( 0) 98 6-13=( 0) 291 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -341) 286 13- 7=(-262) 1709 10-11=) -159) 1086 6- 7=(-1968) 298 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF 10- 9=( -300) 1036 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1693V -299/ 302H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 36`- 6.0" -255/ 1692V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. • ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.085" @ 11'- 0.5" Allowed = 1.779" MAX TL DEFL = -0.190" @ 11'- 0.5" Allowed = 2.372" SEASONED LUMBER IN DRY SERVICE CONDITIONS 17-03-15 19-02-01 T MAX HORIZ. LL DEFL = -0.045" @ 36'- 0.5" ( '� MAX HORIZ. TL DEFL = 0.074" @ 36'- 0.5" 5-04-06 5-09-02 6-00-11 5-08-14 6-10-01 6-08-13 T T '( T A 'r T Design conforms to main windforce-resisting I 12 12 )system and componentsand cladding criteria. 8.00 11,1-6x67C18.00 6.0" Wind: 140 mph, h=26.4ft, TCDL=6.D,BCDL=6.0, ASCE 7-10, 4 ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '111\ load duration factor=1.6, Truss designed for wind loads • 3.8 M-5x6(S) in the plane of the truss only. M-5x6(5) 0.25" 0.25" M-3x12 / M-3x12 • +p M-1.5x3 � +b/ i -1.5x3 r A / o / A 0 �', B ' [a)y r 0 1*+ B 1 lD o M-3x12 M-1.5x3 0 a -`e . BE 7 '°M-1.5x3 M-3x8 0.25"I 9 11 12 13 ** t M-1.5x3 M-3x12o M-5x8 M-5x6(S) ;`5.,.D p ROFFs S' 5-04-06 5-09-02 6-02-07 5-10-10 6-08-05 6-07-01 y y vNGINFF /A 10-11-12 25-06-04 ,v vpy 36-06 89200PE C ' JOB NAME : RT AREA 4 LOTS 82186 RH FRENCH 5X STEP - 13 .411. •/ Scale: 0.1572 WARNINGS: GENERAL NOTES, unless otherwise noted: In 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual OREGON <C/� Truss: I3 and Warnings before construction conpmances. building component.Applicability of design parameters and proper l /` 2.204 compression web bracing must ba Installed where shown+. incorporation of component Is the responsibility of the building designer. {/ (] 3.Additional temporary bracing to insure)stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced al G/O 4• 1 4,a - ��# Is the responsibility of the erector.Adtll'ionel 1 bracing of T oz.and at 1 D'00.rs;oh a ly unless braced throughout Meir length by pons Hypermanen gcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/26/2018 the overall structure Is the responslbll of the building designer. 3.Sc Impact bridging or lateral bracing required where shown++ `R R'L\_ SE K5 5 4 0 6 9 8 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. Q. fasteners are complete and at no time Should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. TRANS ID: LINK design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the e 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 cery. I p fabrication,handling,shipment and ingtallaeon of components. 7.Design assumes adequate drainage Is provided. December 27,2 1 0 6.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/WTCA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in Cches. MiTek USA,Inn./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-198e(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 DF 2400E LOAD DURATION INCREASE = 1.15 b=2-__1_;._15°.°0 PLF SEISMIC_LOAD. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. 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 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD - 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, M-1.5x4 or equal at non-structural 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. Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for complete BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP p specifications. Note:Trussbears design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 17-06-15 19-05-01 8-05-04 9-01-11 6-05-02 6-05-02 6-06-14 T I T 1' T I 12 8.00 IIM-4x4 12 8.00 4.0" 4 fz' 1. �� M-5x8(5) 0.25" MSHS-7x10(5) 0.25" •+e NI i �M-8x8 + M-4x6 M-1.5x3 0 r 9 10 1 12...............a ....03....W.�.�..............W ........7�. ...,B o M-4x8 n0.25" M-3x6 M-1.5x3 O M-5x6 M-5x8(S) MSHS-7x10 P ��,� ROpee, ), J, > I 1 r fl 8-01-12 9-05-03 6-08-10 6-03-06 6-05-02 Gj tNAGINE�cR /0A- 1-06 37-00 ..b. v 89200PE 9 JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - IFW ;�/�r Scale: 0.1962 WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 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 Truss: IFW and Warnings before construction commences. building component.Applicability or design parameters and proper �G (� 2.2a4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. L� �O� ��a\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al /O -7 fr 1 A is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respeas ply unless braced throughout their length by `Y w DATE: 12/27/2018 the overall structure is the responsibility of building continuous sheathing such as plywoodfired sheathing(TC)and/or drywan(BC). /� NV pons ity o g designer. 3.De Impact bridging or lateral bracing required where shown++ fiR t L\, S E Q.: K5 5 4 0 6 9 9 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 mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design nada be applied to any component. and are for"dry condition"of use. TRANS ID: LINK s.Deal full at 5.CompuTrus has no control over and assumes no responsibility for the Design sesames g a supports shown.Wan or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design latessassumes oaedon drainage is provided. December 27,2018 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 TPINVTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=(-973) 311 8- 9=(-905) 501 8- 1=(-868) 468 11- 7=(-209) 694 BC: 2x9 KDDF #1&13TR SPACED 29.0" D.C. 2- 3=( 0) 0 9-10=(-172) 959 1- 9=(-308) 615 7-12=(-872) 334 WEBS: 2x9 KDDF STAND; 2- 5=(-927) 393 10-11=(-219) 527 9- 2=( -81) 107 2x9 KDDF #156TH A LOADING 4- 5=) 0) 0 11-12-) -73) 95 9- 5=(-369) 290 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-570) 904 5-10-(-145) 360 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-663) 290 10- 6=(-335) 290 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 6-11=(-297) 214 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -193/ 973V -918/ 335H 5.50" 1.56 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 5.0" -193/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) 0-04-01 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC ** For hanger specs. - See approved plans BOND. 2: Design checked for net(-7 osf) uplift at 24 "oc spacing. 0-09-05 I T VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 6-11-01 0-04-01 13-01-15 MAX LL DEFL = 0.020" @ 8'- 3.9" Allowed = 0.975" f T f ' MAX TC PANEL TL DEFL = 0.057" @ 3'- 2.1" Allowed = 0.653" 6-01-12 0-09-05 6-03-09 6-01-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.006" @ 20'- 3.2" 12 12 MAX HORIZ. TL DEFL = 0.007" @ 20'- 3.2" 8.00 V' M-4x6 • •:'M-6x6 a e.0o Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 190 mph, h=26.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. M-3x4 M-3x4 ,1 A 0+ + co m 0 1 m 0 a F 1, r�I 1 ial 1 8 9 10 11 + 12 M-1.5x3 M-3x8 0.'5" M-3x4 M-1.5x3 • • M-5x6(5) �9 cO PRO1 y y �5 , GINE . ' 6-00 2-03-15 6-03-09 5-09-09 �. .0. J.' 20-05 y 't 89200PE• 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - IH1 / .- Scale: 0.2105 •r WARNINGS: GENERAL NOTES, unless otherwise noted: Q • t.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter:shown and is for an individual pG 4 1 OREGON �4/ Truss: I H 1 and Warnings before conahuctlon comn`enoos. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be ihstalkd where shown+. Incorporation of component is the responsibility of the building designer. / 11' ,Lp'� �� 2.Design assumes the top and bottom chords to be laterally braced at d •L 3.Additional temporary bracing to Insure dlity during construction T c.c.and at 1 O o.c.respectgey unless braced throughout their length by T f ^�/.a is the responsibility of the erector.Add:t el permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V DATE: 12/27/2018 the overall structure is the responsibility of the building designer. 3.Zit Impact bridging or lateral bracing required where shown++ �� 4.No load should be applied to any compgnent until after at bracing and 4.Installation of truss is the responsibility of the respedlve contractor. SEQ.: KS 5 4 0 7 0 0 as enera are complete and at no ume should any Issas greater trap 5.Design assumes trusses are to be used In a noncorrosive environment, and TRANS I D: LINK design loads be applied to any component. S.Design for"drycondition" uleb arm f at ail supports grown.scorn or wedge it 5.CompuTrus has no control over and assumes no responsibility for the mgaasamea g a cacao g EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry pu jn prthe 8.oeti s halll b eadequate drainage is provided. December 27,2018 6.This design is furnished subject to the limitations set forth by 8.plates shah be located on both faces of truss,and placed so their center TPIANfCA in BCSI,copies of which will'be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate 50e of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E no.For basic connector plate design values see ESR-7311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" TC: 2x4 KDDF #158TA IBC2015 MAX MEMBER FORCES 31 126/C4-7.00 BC: 2x4 KDDF #161375 LOAD DUSPAIED I24R0ASE = 1.15 2-3=( 34)) 133 6-7=(--61)) 232 2-6=(-530)( 126 4-7=(-276) 171 SPACED 29.0" O.C. 2-3=(-239) 118 6-7=( -61) 82 2-6=( 0) 203 WEBS: 2x9 KDDF STAND 3-9=(-191) 89 6-3=(-116) 114 LOADING 6-4=(-147) 188 TC LATERAL SUPPORT 24"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0'• -54/ 518V -105/ 140H 5.50'• 0.83 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -50/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc sci_rigi OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 13P5F LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed 0.100" ** For hanger specs. - See approved plans MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.014" @ 2'- 0.0" Allowed = 0.422" 1-11-11 5-03-05 MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.232" T f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.3" 12.00 MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" M-4x6 3 Design conforms to main windforce-resisting M-3x4 system and components and cladding criteria. 44011.. Wind: 140 mph, h=Elft, TCDL=6.O,BCDL=6.0, ASCE 7-10, - MEI (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 / in the plane of the truss only. I ® o o M M I 1)6in) iti Mil i 0MM 6 M-1.5x3 M-3x8 M-1.5x3 I I 1-08-08 5-06-08 k 1-00 7-03 ��e,ED PROre6, (�5 0GINF9 % 44/ ¢' ..•89200PE p{' JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - Jl Scale: 0.4989 /� WARNINGS: GENERAL NOTES, unless otherwise noted: RN /r 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an individual -7 40 OREGON Truss: Jl and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.�t4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. � ' 20‘ Q�/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to bei laterally braced at �O is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 11:7 o.c.respectively unless braced throughout their length by 14a DATE: 12/26/2018 the overall structure is the responsibility ofthe buildingtlesi continuous sheathing such as plywooduireding(TC)and/or tlrywall(BC). pons M goer. 3.2t Impact bridging or lateral bracing required where shown ea Me� �\ SEQ.: K5540701 4.No load should be applied to any component until after ati brac:ng and 4.Installation oftruss isthe responsibility of the respectNecontractor. N 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 mads be applied to any component. and are or dry ontlnmn'or use. 5.CompuTmahas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing atall supports show,Shim orwedge ir EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. Design7. assumes adequate dface is provided. 6.This design is tarnished subject to the limitations set forth by 8,Plates es shall be located bothth faces of truss,and placed so their center December 27,2018 TPIM?CA in SCSI,copies of which will l be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 1t.-E S.Digits indicate she of plate in Inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1586(MITek) • I This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7-(-211) 233 6-2=(-531) 166 BC: 2x9 KDDF #1G13TR SPACED 24.0" O.C. 2-3=(-234) 139 7-8=( -60) 81 2-7=( 0) 196 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 7-3=(-116) 129 LOADING 3-5=(-147) 111 7-5=(-169) 213 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 202 BC LATERAL SUPPORT <= 12"00. DON. 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 24•'00 DON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -77/ 518V -106/ 141H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -59/ 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. OVERHANGS: 12.0" 0.0" OND. : Design checked for nett-7 psf) upliftspec, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ! AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed - 0.100" ** For hanger specs. - See approved plans 1 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" MAX TL DEFL - -0.014" @ 2'- 0.0" Allowed = 0.422" 3-11-11 303-05 MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.232" C- f SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-10-04 2-01-07 3 03-05 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 Design conforms to main windforce-resisting T f system and components and cladding criteria. 12 Wind: 140 mph, h=22ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.007 • (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 �r M-3x9 2 0 p E alilliVao mrn 0 , ' Gm... iimiimaiI 6ai7 7 ** B -/ M-1.5x3 ! M-1.5x3 M-3x8 J, y y CEO PROFF 1-08-08 5-06-08 s 1-00 7-03 GV�`�\ �NG'NEF9 s c /oi9 p'4 92 OP r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - J2 Sale, 0.3616 WARNINGS: GENERAL NOTES, unless otherwise noted: Cr 1.Builder end erection contractor should e advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 9 "�OREGON b �44 Truss: J2 and Warnings before construction com ones. building component.Applicability of design parameters and proper • 2.234 compression web bracing must be Installed where shown*. incorporation of component is the responsibility of the building designer. �O *.t4' 1� 2•C)'‘ O �� 3.Additional temporary bracing to insure lability during construction 2.Design assumes the top end bottom chobreds o be throughoutty braced at r 1 4 L� T o.c.and at 10'o.c.respectively unless braced their length by is the responsibility of the erector.Add Iona!permanent bracing or continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /A DATE: 12/26/2018 the overall structure is the responsibil' of the building designer. 3.2v Impact bridging or lateral bracing required where shown** `Fi R'0- SE KS 5 4 0 7 0 2 4.No load should be applied to any com nent until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4.• fasteners are complete and at no time hould 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 condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 cessary p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 27,2 10 6.This design is furnished subject m the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in BCSI,copies of which 0.111 be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sea of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x9 KDDF#1&HTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-199) 233 6-2=(-531) 166 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-234) 149 7-8=( -58) 79 2-7= 0) 195 WEBS: 2x9 KDDF STAND ( 3-4=( 0) 0 7-3=(-116) 138 LOADING 3-5=(-151) 123 7-5=(-159) 224 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 258 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -99/ 518V -106/ 141H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -106/ 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- I_ OVERHANGS: 12.0" 0.0" ICOND 2- Design h cited f etf-7 f1 u 1'ft at 29 .cspacing BOTTOM CHORD CHECKED FOR 109SF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" M-1.5x4 or equal at non-structural vertical members (uon). MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.017" @ 2'- 0.0" Allowed = 0.317" ** For hanger specs. - See approved plans MAX TL DEFL = 0.015" @ 2'- 0.0" Allowed = 0.422" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-11-11 1-03-05 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" I MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 1-10-04 3-10-09 1-06-08 1' T T I Design conforms to main windforce-resisting system and components and cladding criteria. 2-00 f fWind: 140 mph, h=23ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 12.00 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ll M-4x6 M-3x4 M-3x9 ®� 1 Mo o ti 1 M _ m AI f -, 6�a * 8 M-1.5x3 M-1.5x3 M-3x8 J‘ y �.C'' ' PRpFFss J, yl-08-08 5-06-08 ,I‘ �� NGINE. /OA- 1-00 7-03 �� /� vp 89200PE �' JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - J3 , ` Scale: 0.2904 hIlle WARNINGS: GENERAL NOTES, unless otherwise noted: SCC 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 9G ",OREGON �� Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and pro 2.2x4 compressionweb ince responsibility g proper we g must be Installed where shown+, incorporation of component Is the rasponsibil of the building designer. y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O Y 1 a 20 �� Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 12/27/2018 the overall structure is the responsibility f the building desi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � ponsi ty o g gner. 3.2x Impact bridging or lateral bracing required where shown++ �` SEQ.: K5540703 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.d Ag load has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. necessary' .Design assumes adequate drainage cesopresls,an December 27,2018 6.This design is furnished subject to the limkatlons set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIANlCA in BM,copies of which will be furnished upon request. lines coincide with joint center lines. C.Digks Indicate ewe 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-1986(MiTek) • This design prepared from computer input by 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&BTRLOAD DURATION INCREASE = 1.15 1- 2-( 0) 89 2- 7-(-279) 390 2- 3=(-507) 280 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3-( -45) 222 8- 9-(-185) 269 8- 7-( 0) 30 WEBS: 2x4 KDDF #1&BTR; 3- 4=(-407) 270 7- 4=( 0) 63 2x9 KDDF STAND A; LOADING 4- 5=(-382) 351 9- 9=(-269) 189 2x6 KDDF #2 B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-115) 14 9- 5=(-349) 366 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 0-00-00 0'- 0.0" -51/ 998V -185/ 398H 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.0" -217/ 959V 0/ OH 5.50" 0.79 KDDF ( 625) OVERHANGS: 12.0" 8.7" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I- ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spg-__I ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 1-07 2-04 114-00-11 MAX LL DEFL = 0.038" @ 1'- 3.8" Allowed - 0.317" T f f • f MAX TL DEFL - 0.038" @ 1'- 3.8" Allowed = 0.422" • MAX LL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.072" " MAX TL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.097" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 MAX HORIZ. LL DEFL = 0.093" @ 6'- 9.5" MAX BORIZ. TL DEFL = 0.102" @ 6'- 9.5" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 V Wind: 140 mph, h=24.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x6 End vertical(s) are exposed to wind, Truss designed for wind loads r14\ - in the plane of the truss only. 0 es +0 1 m M-3x9 • o A- 0 _. Z�_� MMEMMOIMON • O M M-3x9 I o M-3x9 M'mmmo��9 8 ee 9 M-3x6 M-4x6 ��EO PROF�� 3-09-04 3-00-04 0-05-08 y y C?�, �NGINEF9 QO2 1-00 y 3-07-08 4-04-03 , , 44 7-03 • 0-08-11 �' :92210" 9I 1• JOB NAME : RT AREA 4 LOTS 82486 RH FRENCH 5X STEP - J4 Scale: 0.2936 (' ' WARNINGS: GENERAL NOTES, unless otherwise noted: O "'V t.Builder and erection contractor should t$e advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON Truss: J4 and Wammgs before construction commences. building component.Applicability of design parameters and proper r4.1. 4), 2. ...,,i,..�� 2.5r4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.AddSional temporary bracing to insure stability during construction 2.Design assumes the top end bollom chords to be laterally braced at 4 ^a� is the responsibility f the erector.Additional t bracingf 7 o.c.and at IC,a.c.respectively unless braced throughout their length by •s Y pons ty o permanent o continuous sheathing such as plywood hate)and/or drywall(6C). I f �� DATE: 12/27/2018 the overall structure Is the responsibility of the building designer. 3.N Impact bridging or lateral bracing required where shown Co S E K5 5 4 0 7 0 4 4.No load should be applied to any component until after all bracing and 5.4.Installation of truss its the respco be used Inility of a nonp aloe e a environment, 4• fasteners are complete and at no time should any loads greater thanDesign assumesare TRANS ID: LINK design leads be applied to any component and linesare dry condaiao or use. 5.CompuTushas nocontrol over and assumes noresponsibility krthe 6.Deessisumesfullberingatallsupportsshown.ShimorwedgeIf EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 27 2� 8 6.This design is furnished subject to the limitations set forth by 6.Plates shag be located on both faces&truss.and placed so their center TPINJrCA In SCSI,copies of which w111 be furnished upon request. lines coincide with joint center Ones. 9.Digits indicate size of plata in inches. MiTek USA.Inc./CornpuTrus Software+7,6.9(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 7=(-263) 371 2- 3=(-586) 418 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -38) 223 8- 9=(-175) 251 8- 7=( 0) 30 WEBS: 2x4 KDDF #1&BTR; 3- 4=(-477) 393 7- 4=( 0) 63 2x4 RUDE STAND A; LOADING 4- 5=(-452) 474 4- 9=(-271) 201 2x4 RIDE STUD B; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -95) 70 9- 5=(-462) 357 2x6 KDDF #2 C DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF TC LATERAL SUPPORT c= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 1= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -46/ 452V -216/ 377H 5.50" 0.72 KDDF ( 625) LETINS: 2-00-00 0-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 9.5" -223/ 518V 0/ OH 5.50" 0.83 RODE ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 9.9" -72/ 93V 0/ OH 3.21" 0.15 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2.9.6 'GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1-07 2-04 5-10-15 'r '( ' ' VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 i MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" y MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" A MAX LL DEFL = -0.045" @ 1'- 3.8" Allowed = 0.317" MAX TL DEFL = -0.045" @ 1'- 3.8" Allowed = 0.422" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.106" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.116" @ 6'- 9.5" M-1.5x3 s 12 7 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 Wind: 140 mph, h=25.5ft, 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, M-3x6 Truss designed for wind loads O7 in the plane of the truss only. 0 d I - M-3x4 w o - o _ Li(1�98 2 o M-3x4 , n 0 M-3x4 M tam� _ -/ 8 9 M-3x6 M-4x6 I y ) J 3-09-04y 3-00-04 0-05-08 �(�EO PROFFss 1-00 3-07-08 6-02-0I )' cr'J ONGINE`c9 /(22 C4 7-03 2-06-15 9 ' 89200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - J5 ---4.<611 -• Scale: 0.2516 • WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cc- 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 ',G OREGON Ix 40 Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and propert 2.a4 compression web bracing must be installed where shown e. incorporation of component is the responsibility of the building designer. ��`' 20 �- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'O / A 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 Y a w DATE: 12/27/2018 the overall structure Is the responsibility of the building dart continuous sheathing such as plywood sheathing(TC)rerho and/or tlrywan(BC). NV ponsi ityg gner. 3.a Impactbridginsistheralbredngrequiredwhereshown++ FRRILL SEQ.: K5 5 4 0 7 0 5 4.Na 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 6.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK &kinloads beapplied toany component and are for"dry condition"oruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. .Designlaeshaslbeloadequate bedrainage io trussded., December 27,2018 B.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center TPIAN1CA in 5151,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./CornpuTrus Software+7,6.9(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR ' LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 7=(-262) 388 2- 3=(-575) 284 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -46) 219 8- 9=(-173) 267 B- 7=( 0) 30 WEBS: 2x4 KDDF #1&BTR; 3- 4=(-467) 273 7- 4=( 0) 63 2x4 KDDF STAND A; LOADING 4- 5=(-448) 355 4- 9=(-261) 193 2x6 KDDF #2 B LL( 25.0)1DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-178) 14 9- 5=(-445) 451 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 0-00-00 0'- 0.0" -51/ 428V -190/ 370H 5.50" 0.68 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.0" -261/ 568V 0/ OH 5.50" 0.91 KDDF ( 625) OVERHANGS: 12.0" 14.9" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP BOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacin . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 1-07 2-04 4-06-15 MAX LL DEFL - 0.042" @ 1'- 3.8" Allowed = 0.317" MAX TL DEFL = 0.042" @ 1'- 3.8" Allowed = 0.422" MAX LL DEFL = -0.010" @ 8'- 5.9" Allowed = 0.124" MAX TL DEFL = -0.013" @ 8'- 5.9" Allowed = 0.166" Or SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 MAX HORIZ. LL DEFL = 0.093" @ 6'- 9.5" 5 MAX HORIZ. TL DEFL - 0.100" @ 6'- 9.5" Design conforms to main windforce-resisting 12 system and components and cladding criteria. ' 12.00 Wind: 140 mph, h=24.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, M-3x6 End vertical(s) are exposed to wind, • o Truss designed forwind loads ® in the plane of the truss only. 0 o M-3x4 3 • of g 2 N o l7 • • M-3x4 N M-3x4 iIN mai i.. ti8 �9 • M-4x6 • M-3x6 •• • • 3-09-04 3-00-04 0-05-08 �eik0 PROFec, I1-00y 3-07-08 4-10-07 y _ y e., .GNGINE�c9 /22 7-03 1-02-15 V ��• 89200PE pr JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - J6 I44;01" Scale: 0.2727 WARNINGS: GENERAL NOTES, unless otherwise noted: ti Cr I.Builder and erection contractor should 9e advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '9G ""OREGON �4,/ Truss: J6 and Warnings before construction comrhences. building component.Applicability of design parameters and proper 2.Nt4 compression web bracing must be installed where shown o. Incorporation of component is the responsibility of the building designer. �O ,9r 14 �O P� 3.Additional temporary bracing to insure Stability during construction 2.Design assumes the top and bottom chards to be laterally braced at is the responsibility of the erector.Additionalpermanent bracing of T o.c.and at 1 a'o.c.respectively unless braced throughout their length by ponsi ty g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/27/2018 the overall structure Is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown 0 e �R L� 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. ��•111 SEQ.: KS 5 4 0 7 0 6 as eners are complete and et no time should any loads greater can 5.Design assumes busses are to be used in a noncorrosive environment. and are for"dry condition"of use. TRANS I D: LINK design loads be applied 10 any component s.compuTma has no mMrol ever and aawmea no responsibility or the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. rr�y .l p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 27 r GO 18 0.This design Is furnished subject to the Ibnilations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIVJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits indicate size of plate In inches. MiTek USA,Ina./CompuTrus Software-,7.6.9(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-I 9138(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 7=(-274) 390 2- 3=(-507) 280 BC: 2x4 RODE#1&BTR SPACED 24.0" O.C. 2- 3-( -45) 222 8- 9-(-185) 269 B- 7-) 0) 30 WEBS: 2x4 KDDF #1&BTR; 3- 4=(-907) 270 7- 4=( 0) 63 2x4 KDDF STAND A; LOADING 4- 5=(-382) 351 4- 9=(-264) 189 2x6 KDDF #2 B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6-(-115) 14 9- 5-(-344) 366 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT G= 12"OC. UON. TOTAL LOAD = 45.0 PSF BC LATERAL SUPPORT G= 12"00. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 0-00-00 0'- 0.0" -51/ 448V -185/ 34BH 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.0" -217/ 459V 0/ OH 5.50" 0.74 RODE" ( 625) OVERHANGS: 12.0" 8.7" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. II ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 p50) uplift at 24 "no spec ing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-07 2-04 4-00-11 MAX LL DEFL = 0.038" @ 1'- 3.8" Allowed = 0.317" T T T T MAX TL DEFL = 0.038" @ 1'- 3.8" Allowed = 0.422" E -/ MAX LL DEFL = -0.002" @ 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 5 MAX HORIZ. LL DEFL = 0.093" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.102" @ 6'- 9.5" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 Wind: 140 mph, h=24.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads ti in the plane of the truss only. 0 \ +1 1 :5 M-3x4 3 \ ® A o F B I O 2 s N O (h • M-3x4 M-3x4 ou. aim 1 m Zi1 ~ 8 ** 9 M-3x6 M-4x6 k > ), > 3-09-04 3-00-04 0-05-08 ,�� PROpe y > > > � GINe �% 1-00 , 3-07-08 4-04-03 , SO. �� F� �� 7-03 0-08-11 �� 89200PE r' JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - J7 , ` _� Scale: 0.2936 ,411°• WARNINGS: GENERAL NOTES, unless otherwise noted: 11. 1.Bonder 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 9 4 OREGON 0„ �4, Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown e. incorporation of component is the responsibility of the building designer. �� ^� �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y V Is the responsibility f the erector.Additional B o 2'o.c.and at 17 o.c.respectively unless braced throughout their length by ponsi rya permanent bracing f continuous sheathinghas dsheathin C .04 I�a DATE: 12/27/2018 the overall structure is the responsibility of the building designer. such plywood sheathing(TC))and/a drywall(BC). 3.In Impact bridging or lateral bracing requires where shown e•a [] �\ SEQ.: K5540707 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiliyofthe respective contractor. `(7 �+ fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS ID• LINK design mads be applied to any component. and are for"dry ontldion"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beatlngatallsuppotlsshewn.Shimorwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary' 7.Design heiibassumes catedon drainage 1otprovided. ss,an December 27,2018 6.This design is furnished subjeM to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIA'WCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software B.Digits Indicate sae of plate in inches. +7.6.9 1L-E P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(Muck) 11. 11111111111111// , This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR i LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-135) 182 2-3=(-619) 474 BC: 2x9 KDDF #1&BTR , SPACED 24.0" O.C. 2-3=( -99) 200 4-6=(-500) 501 WEBS: 2x4 KDDF #1&BTR; 3-4=(-458) 915 2x6 KDDF #2 A LOADING 4-5=(-110) 19 • LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE 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) LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -52/ 459V -175/ 326H 5.50" 0.74 KDDF ( 625) 7'- 3.0" -210/ 494V 0/ OH 5.50" 0.79 KDDF ( 625) OVERHANGS: 12.0" 8.1" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. ON. • Dealer). ch- .-d for ne -7 .sf u• .t 29 "oc •acini. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-07 6-04-02 MAX LL DEFL = 0.238" @ 1'- 3.8" Allowed = 0.317" T f MAX TL DEFL = -0.294" @ 1'- 3.8" Allowed - 0.922" 5 1 MAX LL DEFL = -0.001" @ 7'- 11.1" Allowed = 0.068" MAX TL DEFL = -0.002" @ 7'- 11.1" Allowed = 0.090" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-3x6 MAX HORIZ. LL DEFL = 0.001" @ 6'- 11.2" ® MAX HORIZ. TL DEFL = 0.002" @ 6'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 12.00 7 Wind: 140 mph, h=24.5ft, TCCL=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. co 0 0 oo • • M-3x4 3 • A mIMIA In o ® - 0 M-3x4 M-1.5x3 L L > 5��0 PR Ore s 1-00 7-03 0-08-02 �N �'iNGINEF9/02 89200PE pr JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - J8 -0 Scale: 0.3586 WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder and erection contractor should be advised of all General Notes 1.This tle&gn is based only upon the parameters shown and is for an individual ",'OREGON Q, �14 Truss: J8 I and Warnings before construction commences. building component.Applicability of design parameters and proper 2.Dr4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. �O 1� ) 3.Additional temporary bracing to insure Stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 9 14 V �� is the responsibility of the erector.Additional M foredoof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ponsi ty permanent g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `` DATE: 12/27/2018 the overall structure Is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown s+ `R R`LY SEK5540708 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 S.Design assumes trusses are to be used in a nonrorroslve environment, TRANS ID: LINK design loads be applied to any component. and are br"drycond'Rion arose. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment components. ry .l sm00ttc the limitaonosetf7.Platesaall be lc ed onnath drainagecio truslsed. Decem ber 27,2018 6.This design is furnished subject to limitations set forth by e.Plates shall be located both lacesofirvss,and placed so their center TPI/W1CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate s¢e of plate in inches. Nick USA,Inc./CompuTrus Software+7.6.9(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1986(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 89 2-5=(0) 0 2-3=(-325) 206 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -69) 196 WEBS: 2x6 KDDF #2 3-9=(-209) 177 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -34/ 490V -95/ 238H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -202/ 238V 0/ OH 1.50" 0.38 [(DDT ( 625) OVERHANGS: 12.0" 0.0" 7'- 3.0" 0/ 135V 0/ OH 5.50" 0.22 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. PROV PE FULL BEA; G•Jts:2 ' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I - COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 5-11-11 T 1' VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ' -/ MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.175" @ 1'- 3.8" Allowed = 0.270" / MAX TL DEFL = -0.169" @ 1'- 3.8" Allowed = 0.359" D MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.041" MAX TL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.055" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.167" @ 5'- 10.9" 12.00 7 MAX HORIZ. TL DEFL = 0.161" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=6.D,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-1.6, co Truss designed for wind loads o in the plane of the truss only. M-3x4 3 Ill0 m 0 2 ��5 M-3x9 1-00 y 7-03 �``�D PROFecss 'so. �NGINEF9 /d%'2 89200PE 9 JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - J9 ��•.• Scale: 0.4425 WARNINGS: GENERAL NOTES, unlessotherwise noted: fCr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual 9G 4 OREGON �4/ Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.9t4 compression web bracing must be installed where shown.t. incorporation of component is the responsibility of the building designer.9th �} 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced al 'O -7 y 1 A `40 �� is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by 'f a w DATE: 12/27/2018 the overall structure Is the responsibility of the buildingdeal continuous sheathing such as plywood required sheathing(TC)and/or erywall(BC). {/V1 ponsi Itydesigner. 3.Is Impact bridging or lateral bracing where shown+a [�O �` SEQ.: K5 5 4 0 7 0 9 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. (-�r� �+ I fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonaorrosNe environment, TRANS ID: LINK design loads be applied to any component. and are for rn condkion''of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabricates,handling.shipment and Installation of components, necessary. 7.Design hallassumes adequate beth drainage to provided. and December 27,2018 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 TPIA'V1CA in 5181,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.9(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #158TR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-216) 109 4-2=(-309) 69 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=(-162) 322 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 45.0 PSF 0'- 0.0" -18/ 329V -83/ 148H 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.5" -125/ 86V 0/ OH 5.50" 0.14 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 !PRQVIDE FULL BEARING;Jts:9,5.3 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I�� K;OND. 2• Design checked for net -7 . u. i_t at 24 "cc s.-.' g._____! BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed - 0.137" T '( MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.9" Allowed - 0.206" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.003" @ 1'- 10.9" 12.00 MAX HORIZ. TL DEFL = -0.003" @ 1'- 10.9" ll -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, 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. M-3x4 • 4111 of H M 0 vi Il m Mil 41110-=1,31 /.5 M-1.5x3 M-1.5x3 ��vEO PROFFss r„5 �NGINE`c9 /02 1-00 2-00 .w 89200PE 9r JOB NAME : RT AREA 4 LOTS 82--86 RH FRENCH 5X STEP - SJ1 ,.rte/j Scale: 0.6161 WARNINGS: GENERAL NOTES, unless othemise noted: t.Builder and erection contractor should he advised of all General Notes i.Tha design Is based only upon the parameters shown and is loran Individual OREGON V� Truss: SJ1 and Warnings before construction com ences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be nstelled where shown a. incorporation of component is the responsibility of the building designer. �� . '2%‘O� �� G 3.Additional temporary bracing to Insure Willy during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Addi anal permanent blaring of continuous o.c.and at tIC,e.c.respectively unless braced throughout their length by sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/27/2018 the overall structure Is the responsible of the building designer. 3.2a Impact bridging or lateral bracing required where shown 0 e R R t 1 S E K5 5 4 0 710 4.No load should be applied to any com hent until alter all bracing and 4.Installation of truss is the are to responsibilityof aenr non-corrosive respective contractor. environment, 1-1 sr Q• fasteners are complete and at no lime amd any loads greeter than Design assumes use design loads be applied to any componFnL and are for"thy condition"of use. TRANS ID: LINK 5 CompuTrushasnocontrsloerantlasaumesnoresponsbilgyorme S.Design asumesfull bearing atMIsupports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. necessary. I.� .tp Prhey 7.Designassumesadequate drainage lo truss, December 27,2018 fi.This design is furnished subject to the ljnilations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/W1'CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. Mick USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.for basic connector plate design values see ESR-1311,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3`- 8.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-9=(-203) 160 3-1=(-321) 205 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 1-4=(-283) 360 • LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -52/ 213V -105/ 156H 5.50" 0.39 KDDF ( 625) TOTAL LOAD = 95.0 PSF 1'- 6.8" -175/ 128V 0/ OH 5.50" 0.21 KDDF ( 625) 3'- 8.7" -87/ 141V 0/ OH 1.50" 0.23 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:3,4,2 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 lOP5F 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" 12 MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.3" Allowed = 0.062" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.006" @ 3'- 7.9" /� MAX HORIZ. TL DEFL = -0.006" @ 3'- 7.9" ® Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22ft, 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. i 0 M-3x4 im rn oI N 0 N m m .2_ 3► �y 1-1.5x3 M-1.5x3 I y 1-09 y 1-11-11 y ��acp PR ftss ��5 �NGINE�c9 /q2 ;9200P 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - SJ2 Scale: 0.9792 �� WARNINGS: GENERAL NOTES, unless otherwise noted: Q CC 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, 4 OREGON t„, to Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2v4 compression web bracing must be installed where shown«. Incorporation of component is the responsibility of the building designer. .f � ��/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateraIN braced at <O '7 Y 1 4 a `413\`413\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 DATE: 12/26/2016 the overall structure is the responsibility of the building designer. continuousleebridging g such as acing requd ired where show,) Or tlrywall(B C). Iii - 3.2v Impact britlgi s or lateral bracing required the shown«♦ 1�\ SEQ.:. 55 4 0 711 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. i 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 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 8.Design assumes full bearing at ell supports shown.Stile or wedge if EXPIRES: 12-31-2019 necesnary" fabrication,handling,shipment and Installation of components. q 7.Designsshall b assumes adequate drainagethfaces is provided. an December 27,20 1 8 6.This design n CSiI. esbof wtotheli be shet forth r 8.Piec incilee khjoin on both laces of buss,and placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide wkh joint center lines. 9.Digits indicate sire of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) • • • • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONSTRUSS SPAN 3'- 8.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR I LOAD DURATION INCREASE - 1.15 1-2=(-341) 136 4-5-(-293) 160 9-1=(-647) 212 BC: 2x4 KDDF #1&BTR I SPACED 29.0" O.C. 2-3=(-169) 0 1-5=(-283) 518 WEBS: 2x9 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= 95.0 PSF 0'- 0.0" -117/ 496V -123/ 255H 5.50" 0.79 KDDF ( 625) OVERHANGS: 0.0" 24.0" 1'- 6.8" -311/ 153V 0/ OH 5.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 8.7" -308/ 437V 0/ IO--H__ 1.50" 0.56 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �KOVIDF FUI,1, REARING:.Tts:4.5.2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'GOND. 2: Desi n c - ed for n- -7 .sf ._ '. at 24 "•Ose ng BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.042" MAX LL DEFL = -0.039" @ 5'- 8.7" Allowed = 0.200" MAX TL DEFL = -0.047" @ 5'- 8.7" Allowed - 0.267" MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.3" Allowed - 0.062" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.012" @ 3'- 7.9" 12.00 7 MAX HORIZ. TL DEFL = -0.012" @ 3'- 7.9" • NOTE:Design assumes moisture content does • not exceed 19'5 satetime of manufacture. Design conforms to main windforce-resisting a system and components and cladding criteria. Wind: 140 mph, h=23ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, ,-1 Truss designed for wind loads o in the plane of the truss only. r M-4x6 m 0 N oII:, • N irialMall -/ ,_M-1.5x3 4 M-1.5x3 y y ��D PR OFFS 1-09 3-11-11 er�� NGINFF9 6'/0 89200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - SJ3 ....10/.."45,----e------- Scale: 0.3928 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should pe advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual O OREGON 4/ Truss: SJ3 and Warnings before mm mdbn ora ences. building component.Applicability design pa omelets and proper L 2.2c4 compressionweb bracing must beInatalled where shown.. incorporation of component is the responsibility of the building designer. '0° �y 14 20 3.Additional temporary bracing to insure Rlabflity during construction 2.Design assumes the top and bottom chords to be laterally braced at / 2, A is me responsibility f the erector.Adtldional 1 brach ( Y o.c.and et 10'o.c.respectively unless braced throughout their length by (]��^ p ityo permanent go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OJ DATE: 12/27/2018 the overall structure Is the responsibility of the building designer. 3.n Impact bridging or lateral bracing required where shown 0• FR RIO- SEQ.: ILL SE K5 5 4 0 712 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. Q. fasteners are complete and at no time should any bads greater than 6.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. S.CompuTrushas nocontrol over and assumes naresponsibility for the e.Design assumes full bearing at all supports shown.shim or wedge if EXPIRES: 12-31-2019 fabrication,handling.shipment and Installation of components. scary p prthe 7.Platessall be locaed adequate drainage to tross,an December 27,2018 6.This design Is furnished subject to the limitations set forth by 8.Plates shall blocated on both faces of truss,and placed so their center TPINVTCA In 5181.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software+7,6.9(1L)-E 10.For basic connector plate design values see ESR-1311,ES112-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=( -88) 110 6- 7=(-480) 3104 1- 0=( -76) 186 4- 8=(-188) 182 2x6 KDDF #1&13TR T2 2- 3=(-436) 426 7- 8=(-480) 3104 6- 2=( -188) 180 8- 5=( -76) 186 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-436) 426 6- 3=(-4218) 606 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -88) 110 7- 3=( -698) 4394 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 3- 8=(-9218) 604 TC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 950.0)+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 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -755/ 4771V -1450/ 1450H 5.50" 7.63 KDDF ( 625) NOTE: 2x4 BRACING AT 24"00 UON. FOR 9'- 8.0" -755/ 4771V -1450/ 14509 5.50" 7.63 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I�� AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. L:OND 2• Desig h- ked for r- -7 ssf ift at 2• "•c 5.001.. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 Attach 2 ply with 3"x.131 DIA GUN MAX LL DE FL = -0.024" @ 4'- 10.0" Allowed = 0.437" nails staggered:[)1 MAX TL CREEP DE FL = -0.054" @ 4'- 10.0" Allowed 0.583" 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. LL DEFL = 0.007" @ 9`- 2.7" 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = 0.011" @ 9'- 2.7" 9" oc in 1 row(s) throughout 2x4 webs. .0k1 3: 15. 00 PLF S MIC LOAD. 0-11-11 7-08-10 0-11-11 Design conforms to main windforce-resisting '( '.1 system and components and cladding criteria. 0-11-11 3-10-05 3-10-05 0-11-11 Wind: 140 mph, h=28.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, T I T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 12.00 F7 N12.00 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 M-4x6 M-4x8 M-1.5x3 41111111ML11111 ,41k, M-1.5x3 i m m 0 0 ti n / m Gli 11 1 , C1.p, M-8x8 M-4x8 --M-8x8 4-10 4-10 y �(`"�D PIIOFC�s t y �5 NtxINE�cA /% 9-08 ��' v 2 ° 89200PE 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - XH1 ..,Jr�� Scale: 0.3353 ��•••• WARNINGS: GENERAL NOTES, unless otherwise noted: O [�" 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 -yG 4 OREGON tx <t` Truss: XH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords be laterally braced at �Q 9r 14 2.°\ 0 �� ofpermanent bracing of Doz.and at 10'ob.respectively unless braced throughout their length by `Y w is the responsibility Me erector.Additional continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � s NV DATE: 12/27/2018 the overau structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown a a 1C p p �� SEQ.• 55 4 0 713 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. ri fl • fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK I design loads be applied to any component. and are for"dry condition"of use. • 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and Installation of components. 7.Design esassumes adequate othfageio truss, December 27,2018 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both laces of truss,and placed so their center TPIW1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #161815 LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-250) 138 4-2=(-1297) 741 • BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=( -797) 1445 WEBS: 2x9 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 PSF 0'- 0.0" -920/ 882V -151/ 227H 12.00" 1.41 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.2" -940/ 522V 0/ OH 12.00" 0.89 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 C'OND - D 'n h cit d f t!-7 1 oc spacino. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 12.00 MAX HORIZ. LL DEFL = -0.097" @ 1'- 10.9" -F MAX HORIZ. TL DEFL = -0.099" @ 1'- 10.9" NOTE:Design assumes moisture content does r not exceed 19, at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. /./M-4x9 �'I Wind: 140 mph, h=29.3ft, TCOL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M N O •, • , rn 1111111111 q 5 M-1.5x3 -3x4 ��Ep PRQp 1 1 i. J, �� NGIN EF9 /0�9 1-00 1-00 0-11-11 89200PE r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - XJ1 -►AP,,��• Scale: 0.5186 WARNINGS: GENERAL NOTES, unless otherwise noted: 1:1 Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and 6for anindividual OREGON tx 4(/ Truss: XJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mus!be installed where shown+. incorporation of component is the responsibility of Me building designer. �/ ��{� ^ON �� 3.Additional temporary bracing to Insure lability during construction 2.Design assumes the top and bottom chords to be laterally braced at / 14 •G v. is Na responsibility of the erector.Atltli oralpermanent bracing t T o.c.and et 10'o.c.respectively unless braced throughout their length by f sponsi itygo continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/27/2018 the overall structure isthe responsibil of the building designer. 3.2x Impact Ridging or lateral Freeing required where shown++ 11/ 1:i RIO- 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. SEQ.: KS rJ 4 0 714 fasteners are complete and at no time Should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment, design bads be applies to any component. and are for-dry condition'of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility forthe 6.Design assumes hill bearing at all supports shown.Shim or wedge EXPIRES: 12-31-2019 fabrication,handing,shipmentcomponents. necessary. g, tc the imitations sstf7.Pltlgnaswbeadequate on elo truss. December 27,2018 6.This design is furnished subject to the llmila8ons set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIANICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.9(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) -6) 133 4-5= (- ) BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3- (-249) 204 2-5= 1219 1149 WEBS: 2x4 KDDF STAND (-146) 106 2-5=(-1216) 1486 LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORS 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" -612/ 1369V -183/ 306H 12.00" 2.19 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.0" -1408/ 704V 0/ OH 12.00" 1.13 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 11.7" -103/ 147V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL POND. D h r•.ked for net(-7 psf) uplift at 24 "OS spacing_, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: 1,1=1/240, TL=L/180 BOTTOM CHORD CHECKED FOR SEP5F LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.0D2" @ -1'- 0.0" Allowed = 0.133" -/ MAX HORIZ. LL DEFL = -0.111" @ 3'- 10.9" /II/ MAX HORIZ. TL DEFL = -0.113" @ 3'- 10.9" 1NOTE:Design assumes moisture content does not exceed I9'- at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=30.3ft, 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. M- cti rn 0 m I 1111 7- 4I 5 -/ M-1.5x4 M-3x4 J, ��EV PRQpe 1-00 1-00 2-11-11 tca0NGIN4F,9 "9/0, '492110_" 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - XJ2 �j_ • Scale: 0.3973 �I WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss: XJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Isfor anindividual 9 "„OREGON tag Q/ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.Ht4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 2�� Q`�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O 4r 1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at1(1o.c.respectively unless braced throughout their length by a DATE: 12/27/2018 the overall structure is the responsibility ofthe buildingcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ^A ponsi ity designer. 3.In Impact bridging or lateral bracing required where shown++ \ 'R' R 11- SEQ.: K5 5 4 0 715 4.No load should be applied to any component until eller all bracing and 4.Installation of Miss Is the responsibility of the respective contractor. r fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied toany component. and are or"dry condition"oruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. necessary. 7.Hates hallassbesadedaoneoromae ispresided. s,an December 27,2018 6.This design Is furnished subject[o the limkatlons set fanh by 8.Pietas shall be loptetl an both laces of truss,antl placed so their center TPVWTCA in 5151,copies of which will be furnished upon request. Ines coincide with joint center lines. 1L-E 9.Digits indicate sae of plate In inches. MiTek USA,Inc./CompuTrus Software+7,6.9 ( ) 13.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) Pacific Lumber and Truss—BC • This design prepared from computer input by LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 1-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 29"oc TC: 2X9 KDDF #1&BTR WEBS: 2x9 KDDF STAND TOP CHORD LL = 25psf TOP CHORD DL = lOpsf TOTAL LOAD = 35psf • 12 I 8.99 1,6-3x 6+ —3x6+ f /.' PROVIDE SUPPORT @ 48" O.C. AND AT END • i 5-04-05 i i 111 M-3x9+ M-3 4+ • • • • NI—;W4+ Jr • •<<-'Ep PR°per, • �NGtNEF19 �(2 1-05-12 1-05 44 z92 r JOB NAME : RT AREA 4 LOTS 82 86 RH FRENCH 5X STEP - XRScale: 0.5577- • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should e advised of all General Notes 1.mm detegn is based oniy upon the peretneters shown ends toranindhodual 1. ".,OREGON Truss: XR and Warnings before construction co ences. building component.Applicabllty of design parameters and proper 2.254 compression web bracing must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. 9 2�� 3.Additional temporary bracing to insure tablldy during construction 2.Design assumes the top and bottom chords to be laterally braced at /O Y 1 4,a is the res bIAof the erector.Add ionelpermanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their length by ponsi ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/26/2018 Me overall structure Is the responsibil of the building designer. 3.24 Impact bridging or lateral bracing required where shown s o M 'R R SE K5 5 4 0 716 4.No load should be applied to any corn ottani until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4•• fasteners are complete and at no timeI ould any loads greater than 6.Design assumes Susses are to be used in a noncorrosive environment, "dry TRANS ID: LINK design mads beappkedtoany campo*enl. and are'Drmestotmmnof use. 5.CompuTrushas nocomrolover and a;sumesnoresponsibildyrorthe 6.nDeesignassuesullbearingatallsupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 essary. fabrication,handling,shipment andthe allatlon of components. 7.Design assumes adequate drainage is provided. December 27,20 q 18 6.This design is furnished subject to the limitations so set forth by B.Plates shall be located on both faces of truss,and placedtheir center TPIANICA In SCSI,copies of which oil be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9-1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=( -68) 72 6- 7=(-63 D) 4080 1- 6=( -66) 160 4- 8=(-219) 166 2x6 KDDF #1&BTR T2 2- 3=(-438) 422 7- 8=(-630) 4080 6- 2=( -214) 166 8- 5-) -66) 160 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-438) 422 6- 3=(-4848) 732 WEBS: 2x4 KDDF STAND LL - 25 PSF Ground Snow (Pg) 4- 5-( -68) 72 7- 3=( -694) 4372 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 3- 8=(-4848) 732 TC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 950.0)+DL( 380.0)= 830.0 PLF 0'- 0.0" TO 9'- 8.0" V BC LATERAL SUPPORT <= 12"01. 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 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -757/ 4568V -1450/ 1450H 5.50" 7.31 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC UON. FOR 9'- 8.0" -757/ 4568V -1450/ 14500 5.50" 7.31 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP I� AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. KI2ft o g d for f-7 o f1 unl' ONS. • D ' heck at29 c Spa g ( 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 = -0.029" @ 4'- 10.0" Allowed - 0.438" nails staggered: MAX TL CREEP DEFL = -0.065" @ 4'- 10.0" Allowed - 0.583" 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. LL DEFL = -0.009" @ 0'- 5.3" 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL - -0.014" @ 0'- 5.3" 9" oc in 1 row(s) throughout 2x4 webs. LOND. 3: 150.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. 0-11-11 7-08-10 0-11-11 T T T T Wind: 140 mph, h=29.4ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 0-11-11 3-10-05 3-10-05 0-11-11 f T f f f load duration factor=1.6, End vertical(s) are exposed to wind, 12 12 Truss designed for wind loads 12.00 12.00 in the plane of the truss only. M-4x6 M-4x6 M-5x8 M-1.5x3404 M-1.5x3 T2 ...... @� y -,( r11 �� o 0 W o m 0 s1 VIII ® � � " 1 I ® N 6�� 7 �i8 M-8x8 M-4x8 TM-8x8 J‘ 4-10 y 4-10 y �' N I % 9 os ,kr 89200PE JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - YH1 Scale: 0.3796 OAP . WARNINGS: GENERAL NOTES, unless otherwise noted: Q rt.- ,.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 -yG '/OREGON '4 Truss: YH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component k me responsibility or the building designer. Y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O -7 y,4 V\ �41 Is the responsibility of the erector.additional g ofY o.c.and at 10'on.respects ly unless braced throughout their length by 1 (� 1 pons typermanent esigne continuous sheathing such as plywood sheathing(TC)antl/ortl BC p s DATE: 12/27/2018 the overall structure Is the responsibility of the building designer. rywmul >. MFRRlo- SEQ.: 3.In Impact bridging or lateral bracing required xhere shown++ K5 5 4 0 717 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility&the respective contractor. fasteners are complete and at no time should any mads 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"or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components, necessary. T.Designsshalllassumes Cadequate drainage is provided. December 27,2018 6.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 TPIAMCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢a 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) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN l'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5-(-224) 119 4-2-(-737) 394 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 94 2-5=(-453) 892 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 PSF 0'- 0.0" -192/ 525V -116/ 197H 12.00" 0.B4 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.2" -584/ 294V 0/ OH 12.00" 0.97 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ OH 1.50" 0.10 RUDE ( 625)' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL L;.QND D he k d tf 7 psf)usli,ft t 24 "cc spm • • REQUIREMENTS OF IBC 2012 AND IRC 2012 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 CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.028" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.026" @ 1'- 10.9" 12 I 12.00 7 SII NOTE:Design assumes moisture content does not exceed 19' at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=29.9ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, ,�, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 N e o r 1 0 co N Ellin 4 5 M-1.5x3 M-1.5x3 '<<- ,R,Ep PROF6.ss y �� 0 �c�NGINF /��9 1-00 1-00 0-11-11 c89200PE r JOB NAME : RT AREA 4 LOTS 82 8 6 RH FRENCH 5X STEP - YJ1 Scale: 0.5692 -i� � WARNINGS: GENERAL NOTES, unless otherwise noted: 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 77, 21 OREGON 0, X41 Truss: YJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.D:4 compression web bracing must be'installed where shown+. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at r1 4 2,C).\ A4 3.Atldhional temporary bracing to insure!stability during construction Z s.c.and at 10'o.c.respectivey unless braced throughout their IengM by a :, Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). M ` DATE: 12/27/2018 the overall structure is the responsibility of the building designer. 3.A Impact bridging or lateral bracing required where shown•-i- 4. • �R`Ly S�' K5 5 4 0 718 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 in a non.00nosNe environment, TRANS ID• LINK design loads be applied to any component and are rotary condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 necessary. I p fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. December 27 20 1 V 6.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 TPI800CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Inn./CompuTrus Software+7.6.9(1L)-E ID.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( -6) 133 4-5=(-227) 180 4-2=(-952) 679 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-147) 106 2-5=(-753) 946 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 K= 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" -327/ 879V -148/ 277H 12.00" 1.41 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 9.8" -919/ 419V 0/ OH 12.00" 0.67 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 11.7" -105/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL If'OND. 2• De ig h k d for (-7 sen REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r'- 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 CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - -0.034" @ 3'- 10.9" MAX HORIZ. TL DEFL - -0.035" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19- at time of manufacture. 12 12.00 7 N Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-30.9ft, 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. I N 0 M-3x4 OJ 0 e o0 N I A 4 m 5 -/ M-1.5x3 M-1.5x3 .° PR ROFFsS� NGINEcs/ y y y y e;,: �/ 9O 2- 91-00 1-00 2-11-11 89200PE JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - YJ3 Scale: 0.4539 I WARNINGS: GENERAL NOTES, unless otherwise noted' 0Cr 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 yG 4"OREGON 0, �44 Truss: YJ3 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is Me responsibility of the building designer. aQ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et �O _Ail' y A 20 �� rs Me responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectivey unless braced throughout their length by 1`Y 1 DATE: 12/27/2018 thetheresoverall structure is he responsibility of building test continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). pons ity o g gner. 3.2,Impact bridging or lateral bracing required where shown•• iti'R I LA- SEQ.: K5540719 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID• LINK design loads be applied to any component. and are for dry conditionoraae. 5.CompuTrus has no control over and assumes no responsibility for Me 6.Design assumes NII bearing al all supports shown.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. necessary.7.7.Pltign ess assumes b es aEed one drainagefis provided. December 27,20 1 8 6.This design Is famished subject to the limitations set forth by B.Plates shad be located on both faces of Muss,and placed so Meir rooter TPIAMCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in Inches. I MiTek USA,Ino./CompuTrus Software+7,6.9(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 1-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 TC: 2X4 KDDF 91&BTR TRUSSES SPACED AT 24"oc WEBS: 2x4 KDDF STAND TOP CHORD LL = 25psf TOP CHORD DL = l0psf TOTAL LOAD = 35psf 12 8.49 • M-3x6' • M-3x6 • PROVIDE SUPPORT @ 48" O.C. AND AT END 5-04-05 M-3x4+ M-3x4+ Ap • • ro M-3x4+ •4 c O PRQFFss C?;c� �NGI NE`c9 y y r 1-05-12 1-05 Cr: 89200PE JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - YR Scale: 0.6465 • •421.1" WARNINGS: GENERAL NOTES, unless otherwise noted: 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 -yG ",OREGON b, Truss: YR and Warnings before construction commences. building component.Applicabilityof design parameters and proper 2.2z4 compression web bracing must be Installed where shown 4. incorporation of component is the responsibility of the building designer. / y 20'� 3.Additional temporary bracing to insure Mobility during construction 2.Design assumes the top and bottom chords to be laterally braced at O 1 •'4 .L T Is the responsibility of the erector.Addl(lonel permanent bracing of c o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or dryvall(BC). DATE: 12/26/2018 the overall structure is the responsibility of the building designer. 3.Es impact bridging Sr lateral bracing required where shown s �R R"�, SE K5540720 4.No load should be applied to any component until after all bracing and 4.Installation of trussis the he areto bs ulity syd tta non-corrosive eivenm tocontractor. ment, •■- 4• fasteners are complete and at no time Should any loads greater than Design assumes TRANS ID: LINK design loads be applied to any component. a andDlare for"dry ulltlbearinfut all supports shown.Shim or wed 1 8.CompuTrus has no control over and assumes no responsibility for the cegassamea g a ppo wedge EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. Design ry. T.Plat ssh shall lcedon drainage is provided. December 27,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center TPVW1CA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. Nick USA,Inc./CompuTrus Software 6.2.3(1L)-Z tO.For basic connector plate design values see ESR-1311,ESN-198a(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2-( -88) 100 14-15=(-233) 1120 1-14=( -122) 83 8-21=( -261) 699 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1550) 471 15-16=(-301) 1635 14- 2=(-1791) 427 21- 9=( -532) 295 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 16-18=(-301) 1635 2-15=( -7) 496 9-22=( -708) 202 LOADING 3- 5=(-1247) 443 17-19=) 0) 0 15- 3=( -156) 571 11-22=) -134) 558 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1806) 593 19-20=( -3) 15 15- 5=( -901) 261 22-12=) 0) 396 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1921) 776 20-21=(-215) 1319 16- 5=( 0) 31 12-23=(-1616) 407 TOTAL LOAD = 45.0 PSF 7- 8=(-1405) 583 21-22=(-301) 1510 5-18=( -271) 155 23-13=) -149) 100 8- 9=(-1843) 673 22-23=(-265) 1099 6-18=( -379) 272 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-1294) 482 19-19=( 0) 6B ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 18-20=( =163) 1149 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 11-12=(-1613) 494 18- 7=( -413) 1040 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -99) 118 20- 7=( -253) 713 ** For hanger THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. g specs. - See approved plans 20- B=( -792) 365 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -256/ 1643V -315/ 3195 5.50" 2.63 KDDF ( 625) 7-06-12 2-03 7-06-03 7-06-03 2-03 9-04-14 T ( f f ,( f36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) 3-02-15 1=11-0,,88( 5-00-11 3-08-13 0-05-11 4-08-15 3-09-11 0-06-02 2-07-04 3-11-02 2-03 4-02-04 bND. 2: Design checked for net -7 .sf u.lift at 24 "oc s.acin.. 1 1 1 1 1 1 1 f1 1 7-04-01 9-02-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 1 1 1 MAX LL DEFL = 0.088" @ 12'- 0.5" Allowed = 1.779" MAX TL CREEP DEFL = -0.175" @ 12'- 0.5" Allowed = 2.372" 12 12 IIM-6x6 12 121 8.00 V 8.00 R76 0„ V8.00 18.00 MAX HORIZ. LL DEFL = -0.037" @ 36'- 2.5" 7 ,,,,rMAX HORIZ. TL DEFL = 0.062" @ 36'- 2.5" Design conforms to main windforce-resisting M-3X9 system and components and cladding criteria. M-1.5X3 / Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 , M-5x12 .. /M-5x6 1 M-4x6 load duration factor=1.6, �. - End vertical(s) are exposed to wind, gplimmommar'' WE Truss designed for wind loads J. • +/,• in the plane of the truss only. M-3x6 M-3x6 M-1.5x3 +o r o ` M-1.5x3 01 3 r o N f 13 101 14** 15 16 18�' o -M-4x9 M-3x8 0 'e'e = N M-1.5x3 ,I, 17 19 20 21 22 *.23 M-5x8 M-3x8 0.25" M-3x8 -M-4x4 M-1.5x3 M-5x6(5) )' 6-10=14 2=09-02-03-D2-12 5=02-07 7-04-07 3-00=03 8-09=07 y .��'�E� PROPFss I 10-11-12 k 25=06-09 >- ��5 �tNGINEF9 /0� 11-11-12 1-00 24-06-09 36-06 y e",„!!! =9200P v JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - Z1 �' � Scale: 0.1472 / �r WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss Z1 1.Builder and erection contmIXorshould beadvised ofall General Notes 1.This design is based only upon teparameters shown and isfor anindividual 7y 4OREGON l'•OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper G A. 2.294 compression web bracing must be installed where shown«. incorporation of component is the responsibility of the builtling designer. V' 3.Additional tem bracing to insure stabil' during 2 Design assumes the top and bottom unless o be lateral braced at temporary g M g construction 2'continuous and et f 0'o.c.respective plywood braced throughout their length by /O '9k 14 V is the responsibiffy of the erector.Additional permanent bracing of9 g DATE: 12/26/2018 the overall structure Is the responsibility of the building designer. 29 Imps u bridging such as bracingare aired sheathing(TC)re shown sr orywall(BC). A.� R IO- 3.In Impact bridging iors lateral required the where tMe co t a ,y� SEQ.: K5540721 4.Nolon rs are cmplete be an any timecomshouldonent anyuntil after eater mog nd 4.Designtasion ufles trisles responsibilitytbeud In aeon.ccrroslue environment.fasteners are complete and at no time any loads greater then 5.Design assumes trusses are to be used In anon<orrosWe environment, TRANS ID• LINK design loads be applied to any component. and are for dry condition"of dee. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary' 7.Pesign lates all belcaedaoneoth face is provided. December 27,2018 6.This design is furnished subject to the limitations set forth by S.plates shall be is adequate on both faces of buss,and placed so their center TPIANTCA in BIS),copies of which will be furnished upon request. lines coincide watt joint center lines. S.Digits indicate size of plate in Inches. MiTek USA,lno./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -88) 102 14-15=(-177) 1135 1-14=( -122) 88 8-21=( -543) 731 BC: 2x4 KDDF #158TR 'i, SPACED 24.0" O.C. 2- 3=(-1550) 641 15-16=(-288) 1657 14- 2=(-1791) 630 21-10-) -575) 564 WEBS: 2x4 KDDF STAND 3- 4=(-1247) 574 16-18=(-2B9) 1657 2-15=( -94) 495 10-22-) -707) 154 LOADING 3- 5=( 0) 0 17-19-) 0) 0 15- 3=( -219) 571 11-22-) -207) 563 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-1806) 839 19-20-( -3) 16 15- 4=( -901) 404 22-12-) 0) 390 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1921) 1027 20-21=(-215) 1319 16- 4=( 0) 31 12-23=(-1816) 725 TOTAL LOAD = 45.0 PSF 7- 8=(-1405) 791 21-22=(-383) 1510 4-1B=( -301) 225 23-13-( -178) 205 • 8-10=(-1855) 1056 22-23-(-450) 1099 6-18=( -381) 280 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=( 0) 0 19-18-) 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1313) 791 18-20-) -163) 1153 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1613) 843 18- 7=( -487) 1067 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-) -115) 160 20- 7=) -445) 735 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 8=( -765) 549 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) cc For hanger specs. - See approved plans19-02-01 0'- 0.0" -256/ 1643V -387/ 335H 5.50" 2.63 KDDF ( 625) 17-03-15 36'- 6.0" -356/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) 3-02-15,( 0-08-07 ,( 5-02-07 �3-03-19 2-10-07 4-08-15 3-09-11 2-05-10 1-10-13 3-09-06 0-015 4-00-08 'GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09-01 MAX LL DEFL = 0.107" 0 24'- 10.1" Allowed = 1.779" T T MAX IL CREEP DEFL = -0.175" @ 12'- 0.5" Allowed = 2.372" 12 12 IIM-6x6 12 12 8.00 7' 8.00I1B.00 '-h3.00 MAX HORIZ. LL DEFL = -0.037" @ 36'- 2.5" i 6.0" MAX HORIZ. TL DEFL = 0.062" @ 36'- 2.5" 7 bra\ Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. M-3x4 14-5x6M-5X12 5 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, uO (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 ., M-9x6 load duration fact=or=1.6, 3 � End vertical(s) are exposed to wind, I Truss designed for wind loads in the plane of the truss only. M-3x6 124M-3x6 0 M-1.5x3 r M-1.5x3 3 I o ‘.. r-- O of OI f 14` 15 16 18a�e o M-9x4 M-3x6 o i� ,w M-1.5x3 ti 17 19 20 21 22 _ `+23 M-5x8 M-3x8 0.25" M-3x8 -M-4x4 M-1.5x3 M-5x6(S) I, I I I J I 6-10-14 2-09-02-03-�2-12 5-02-07 7-09-07 3-00-03 8-09-07 �V P R Ore .° y 25-06-04 y �`Co• NGINEF1/4'61/ g-o-....., . y 11-11-12 1-00 24-06-09 36-06 ....11 89200PE 9r JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - Z2 0,/ • Scale: 0.1472 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 Cr 1.Bufideranderecton contractor shouldbe advised stall General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON LC/ Truss: 22 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown o. incorporation of component is the responsibility of the building designer. �/ ^ 3.Additional temporary bracing to insure'.stability during construction 2.Design assumes the top and bottom chards to be throughoutaterally braced at G'0 4• 1 4 e -GO is the responsibility ofIhe erector.Additionalpermanent bracingf 2 a.and at 10.o.c.respectively unless braced their length by pons ty ''''II o continuous sheathing such as plywood sheathing(TC)and/or dryv2N(BC). DATE: 12/26/2018 the overall structure Is the responsibllft of the building designer. 3.20 Impact bridging or lateral bracing required where shown 0 s R R t-`" KS 5 4 0 7 2 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. SEQ.: fasteners are complete and at no time'should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry Design assumes of use. TRANS ID: LINK design loads be applied to any compohent. control 6.Desi full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no fabrication,handling,shipment and installation of components. .I sujn prhey 7.Matessha beel located drainagethio trusised. December 27,2018 B.This design Is furnished subject to the lim8ations set forth by e.Plates shall Iocaietl on both faces of truss,and placed so their center TFIAwrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTfus Software 7.6.8(1L)-E 1O.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TO: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( -88) 102 14-15=)-201) 1171 1-14-) -122) 88 9-21=( -561) 795 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1550) 773 15-16=(-952) 1695 14- 2=(-1791) 779 21-10=) -619) 582 WEBS: 2x9 KDDF STAND 3- 4=(-1297) 670 16-18=(-453) 1695 2-15=( -150) 998 10-22=( -712) 268 LOADING 3- 6=) 0) 0 17-19=) 0) 0 15- 3-) -287) 571 11-22=( -276) 565 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 4- 5=(-1806) 1035 19-20=( -5) 16 15- 9=) -901) 530 22-12=( 0) 392 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1921) 1300 20-21=(-349) 1328 16- 4-) -2) 31 12-23=(-1816) 863 TOTAL LOAD = 45.0 PSF 7- 9=(-1413) 996 21-22=(-532) 1510 4-18=) -296) 218 23-13=( -178) 206 9-10=(-1866) 1290 22-23=(-534) 1099 5-18=) -483) 452 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POP Ground Snow (Pg) B-11=( 0) 0 19-18=( 0) 6B ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1316) 889 18-20-) -163) 1171 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1616) 955 18- 7=) -678) 1119 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -116) 160 20- 7-) -567) 771 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 9=( -800) 696 M-1.5x4 or equal at non-structural vertical members (uon). BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans O'- 0.0" -297/ 1693V -408/ 380H 5.50" 2.63 KDDF ( 625) 17-03-15 19-02-01 36'- 6.0" -435/ 1693V 0/ OH 5.50" 2.63 KDDF ( 625) T T T 3-02-15 2-07-09 3-09-03 0-00-03 2-10-07 9-08-15 3-09-11 l'-05-10' 1-X05-0�4 3-09-03 3-08-13 ' ' 4-00-08 BOND. 2: Design checked for net(-7 Psf) uplift at 24 "oc spacing. T T T T T T T T T T T 7-04-01 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 -9' MAX LL DEFL = 0.123" @ 24'- 10.1" Allowed = 1.779" MAX TL CREEP DEFL = -0.175" @ 12'- 0.5" Allowed = 2.372" 12 12 I IM-6x6 12 12 8.00 r=7 8.00 � 6 D„ 8.00 "[8.00 MAX HORIZ. LL DEFL = 0.037" @ 36'- 2.5" 7 ,(-7,- A � MAX HORIZ. TL DEFL = 0.069" @ 36'- 2.5" via 9M-3x4 M-1.5x3 \ Design conforms to main windforce-resisting M-5x12 / N -5x6 system and components and cladding criteria. .4400 Wind: 140 mph, h=15ft, TCDL=6.O,BCDL=6. , ASCE All.,,,,.. ...,, (All Heights), Enclosed, Cat.2, p. , MDir),M-4x6 M-4x6 load duration factor=1.6,End vertical(s) are exposed to wind, s Truss designed for windloads+�' in the plane of the truss only. M-3x6 M-3x6 a' • z 0 rnM-1.5x3NM-1.5x3 oI 30 ,A Nf L MI014** 15 16 18-M-4x9 M-3x8 No k - _ ,=, M-1.5x3 ,11 17LI- t8 20 M-3x8 0.25"2 1 22 *z3 M-3x8 -M-4x4 M-1.5x3 M-5x6(S) I I ), I I I ). I y 6-10-19 2-09-Q2-03-D2-12 5-02-07 7-04-07 3-00-03 8-09-07 y ,,c01/4 10-11-12 PROFEss 10-11-12 y 25-06-09 c� GINE / 11-11-12 1-00 24-06-04 ,50 �� 19 oy 36-06 '`92eO� pC- JOB NAME : RT AREA 4 LOTS 82-86 RH FRENCH 5X STEP - Z3 Scale: 0.1972 '� �- • WARNINGS: GENERAL NOTES, unless otherwise noted: O [t. 1.Builder and erection oonlractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual - OREGON ,. Truss: Z3 and Wamings before construction commences. building component.Applicability of design parameters and proper / 2.at4 compression web bating must be installed where shown+. Incorporation&component is the responsibility of the building designer. �/' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the pop end bottom chords to be laterally braved at �O 9Y y^ �O� �� Is the responsibility of the erector.Additional permanent bracing of s o.c.and at 10'o.c.respectively unless braced throughout their length by /11641:111.1 Y ,S DATE: 12/26/2018 the overall structure Is the responsibility of the building continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). {/V1 ponsi M g designer. 3.a<Impact bridging or lateral bracing required where shown++ [4�'1. SEQ. : K5540723 4.No load should be applied to any component until&tusk bracing and 4.Installation of truss lathe responsibility of the respective contractor. (1 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 bads be applied to any component. and are for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. necessary. T.Plates s assumes b el cated on drainage ces o provided. an December 27,2018 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPVW1CA In SCSI,copies of which will be furnished upon request. lines coincide wkh Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS • TRUSS SPAN 37'- 0.0" COND. 2: Desig .- ked for net —7 • •lift at 29 "o •acing. TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 I0.0ND. 3: 150.00 PLF SEISMIC LOAD. 1 BC: 2x4 DF 2900FSPACED 29.0" O.C. WEBS: 2x9 KDDF STAND Design conforms to main windforce—resisting LOADING system and components and cladding criteria. 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 Wind: 190 mph, h=33.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, NOTE: 2x9 BRACING AT 24"OC UON. FOR , LL = 25 PSF Ground Snow (Pg) End vertical(s) are 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 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous M-1.5x9 or equal at non—structural AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. vertical members (uon)• Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for complete specifications. 16-09-07 1-07 18-07-09 T 1 1 T 8-00-07 7-08-15 1-00-01 1-00-01 5-09-15 5-08-03 6-01-07 T T T T1-07 T T T T T I I 1212 8.00 V M-4x6 5 6 M-6x6 16.00 / • M18HS-7x8(S) M-3x6 0.25" s / . N M-5x8(5) \ \ 0.25" +8 +E I +g M-4x8 +E e \ �� M-4x8 M \,\ / rl „,,,,,,,,,,,,,,,,,,�,,,�,.,,,,,,, ,,,,,,,,..,.,,,,,,.0.2545 ,- ® ,...,,, ,,,,,,,,,,,,,,,,,,, 9 �,., ,�.., ,,,�_�,� ',,,,,,,,,,,,,,,..,,,,,,.,M-3x8.,,,,,,„,,,,,,,,,,,.,,,,,,,,,,,,,,,,� �� E0 pR pF 12 13 18 M-5x6 M-3x8 M-3x8 M-5x6(5) C��C... NGINEF061 si0 M 5x6 7-08-15 7-10-11 4-00-06 5-09-15 5-08-03 5-09-15 it 89 200 P E -or,. 1-06 I 37-00 1-1• JOB NAME : RT AREA 4 LOTS 82--86 RH FRENCH 5X STEP - ZFW � ' Scale: 0.1857 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual OREGON k f Truss: ZFW and Wamings before construction commences. building component.Appllwbilhy of design parameters and proper Ay incorporation of component k the responsibility of the building designer. G 2.2a4 compression web bracing must be.installed where shown+. 2.Desi the to d bottom chords to be lateral braced at /O 91' 1 A 2O 3.Additional temporary bracing to Insure stability during construction Design assumes p an ty 4 a� is the responsibility of the erector.Atldl onel permanent bracing of 2'o.c.and et 10'os.respectively unless braced throughout their length by a V ponsi ty permane g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/27/2018 the overall structure is the responsibil�of the building designer. 3.9t Impact bridging or lateral bracing required where shown e e en R 11..\''' SE K5540724 4.No load should be applied to any comdonent until after all bracing and 4.4. allation oftrus isthhe e ar e si ility asedf to nescomlve oe anttra torrent, 1� 4•: fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK design loads be applied to a9 componem, and areassumes condition” foli be n'9ase.supports gel 5.CompuTrus has no control over and assumes no responsibility for the 6.Deefull bearing I all su rts shown.5him or f EXPIRES: 12-31-2019 awry. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 27t2�1 6.This design is furnished subject to the limllatlons set forth by 8.Plates shag be boated on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7317,ESR-1966(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION � /4 3 I 6 4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property ♦; _-'l Center plate on joint unless x,y P Y __ offsets are indicated. (Drawings not to scale) Damage or Personal Injury INMDimensions are in ft-in-sixteenths. 111� Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. dia onal or TOP CHORDS 9 g,is always required. See BCSI. 0-1/16" 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves 100_ 1may require bracing,or alternative Tor I _ bracing should be considered.■ O �� d3. Never eat eed the design loading shown and never U stack materials on inadequately braced trusses. F- O 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate H designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0- 1/16"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 ANSIlTPI 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 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 by text in the bracing section of the Trusses are designed for wind loads in the plane of the specified. 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 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 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. IMM reaction section indicates joint 11111/1111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. pose unacceptable to 18.Use of green or treated lumber may —� environmental,health or performance risks.Consult with Industry Standards: 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 DSB-89: Design Standard for BracinMill is not sufficient. BCSI: Building Component SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice foHandling, MiTek ANS RPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015