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Plans M3TZOI9{02U4Il4Z32SVVGOLD COAST MST2019'00 205I 14228 SW GOLD COAST mit W3T2O19-00206I 14224 SW GOLD COAST ' W5TZ0I9-003O7I14ZZO5VGOLD COAST UlJ 3T2019'00208 I 14218 SW GOLD COAST [ OFFICE COP). MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951'245-9525 Be: RTAREA4 FRENCH ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameterprovided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K5256501 thru K5256568 My license renewal date for the state of Oregon is December 31,2019. 44.1 89200PE -74. 40 OREGON\tx �.^"�`"~— '2o ^~~ October 10,2018 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 AN8|/TP|-1. Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-06-00 HIP SETBACK 1-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR 10-06-00 GIRDER SUPPORTING 4-00-00 1- 2=(-833) 339 1- 6-(-1642) 1953 2- 6=( -190) 663 BC: 2x6 KDDF #1&BTA LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3=(-598) 224 6- 7-) -639) 1777 6- 3=(-1231) 527 WEBS: 2x4 KDDF STAND 3- 4=(-598) 224 7- 8=( -639) 1777 7- 3-) 0) 215 LOADING 4- 5=(-833) 339 8- 5=)-1642) 1953 3- 8=(-1231) 527 TC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 8- 9=) -190) 663 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 1'- 0.0" V TC UNIF LL( 37.5)+DL( 15.0)= 52.5 PLF 1'- 0.0" TO 9'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 9'- 6.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0" -283/ 663V -2000/ 2000H 5.50" 1.06 KDDF ( 625) BC UNIF LL( 25.0)+DL( 20.0)- 95.0 ELF 0'- 0.0" TO 10'- 6.0" V 10'- 6.0" -283/ 663V -2000/ 2000H 5.50" 1.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.039" @ 5'- 3.0" Allowed = 0.479" MAX TL DEFL = -0.096" @ 5'- 3.0" Allowed = 0.639" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 0'- 5.5" MAX HORIZ. TL DEFL - -0.013" @ 0'- 5.5" • 1-00 8-061-00 .r ' I A ,r 'COND. 3: 2000.00 LBS SEISMIC LOAD. I 1-00 4-03 4-03 1-00 Design conforms to main windforce-resisting f f f f f system and components and cladding criteria. 12 12 ,Wind: 140 mph, h=30.3ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, 12.00 P7 N 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-5x6 2 3 4 • 4 co111 liI,ncI o L-IN O l0 1 6 7 8 7� 5 0l M-3x4 M-1.5x3 M-3x4 M-3x4 M-3x4 l y l .6 y 1-03-08 3-11-08 3-11-08 1-03-08 J: l 10-06 ��Ep PR°Fes_ ,.„....444 � 0NGINE�rR /�2� 89200PE % JOB NAME : RT AREA 4 FRENCH - AH1 Scale: 0.5161 '.. WARNINGS: GENERAL NOTES, unless otherwise noted: 13 411100 • 1.Truss: Builder and erection contractor should be advised of all General Notes 1.This design is based ony upon the parameters enown and is for an individual '9G OREGON tx �1Cr . Tru S S: AH1 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. �J �^� �6 3.Atltlbional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O ..1)' 7 y 1 A V is the responsibility of the erector.Additional permanent bracing of 2'ex.and at 10.o.c.respectivey unless braced throughout their length by Y y w DATE: 10/10/2018 the overall structure is Me responsibility t the building tles conbnuoua sheathing such as plywood sheathing(TC)and/or drywa11)61). A� {Vh p ty o g igner. 3.201mpact bridging or lateral bracing required where shown** MFii R10- SEQ.: K5 2 5 6 5 01 4.No bad should be applied to any component until alter all bracing and 4.Installation of mss is the responeroisty m the respective contractor. fasteners are complete and at na 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 I D: LINK tles beds be applied to any s.ca PaTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at act supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. rte easery. October 10,2018 7.Design assumes adequate drainage is provided. 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 TPWJrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate acts of plate in inches. NIA USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,E56-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1-2-( -34) 84 2-4=(0) 0 BC: 2x4 KDDF 4l&BTR SPACED 24.0" O.C. 2-3=(-143) 143 1 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 45.0 PSF 0'- 0.0" -163/ 5225 -19/ 70H 5.50" 0.84 KDDF ( 625) 0'- 9.2" -195/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 0.0" -118/ 27V 0/ OH 1.50" 0.04 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:2,4,3 I ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1B0 MAX LL DEFIa= 0.003" @ -1'- 0.0" Allowed - 0.100" MAX TL DEM= -0.003" @ -1'- 0.0" Allowed - 0.133" . MAX LL DEFL= 0.000" @ 0'- 5.5" Allowed = 0.004" MAX BC PANEL TL DEFL= 0.000" @ 0'- 6.4" Allowed - 0.014" SEASONED LUMBER IN DRY SERVICE CONDITIONS 011011/: -/ 12 MAX HORIZ. LL DEFL = 0.001" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" 12.00 177Design conforms to m windforce-resisting osystem.and components)and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), Lo load duration factor=1.6, �l Truss designed for wind loads '-' in the plane of the truss only. foI 1111111111 i0f ► M r /M-3x4 OF y 1 0o y 1 0o y �� PR 2 �NGINE��6'/0 4'. :9200PE ter' JOB NAME : RT AREA 4 FRENCH - AJ ��• �.. Scale: 1.1540 WARNINGS: GENERAL NOTES, unless otherwise rated: 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 7 40,OREGON b �4/ Truss: AJ and Warnings before construction commences. building component.Appliceblley of design parameters and proper 2.1x4 compression web bracing must be ingaletl where shown�. incorporation of component k the responsibility of the building designer. �f 3.Additional temporary bracing to insure staNNy during construction 2.Design assumes the top and bottom chords to be laterally braced at �O -7 Y 1^ SO 1, N the responsibility of the erector.Additional permanent bracing of Y a.c.and a1 10•o.c.respecthre5 unless braced throughout their length by Y DATE: 10/10/2018 the overall gmcture is the re Ib:b f Bebuildln designer. continuousx Imsheeting later l b acing re aired n ere s and/or tlrywell(BC). ^A sports po gn 3.Installation tiobodging or latera l the respeshe coca R1� �� SEQ.: K5 2[J 6 5 0 2 4.No a load should be appliede at any component only after greater brining and 4.Design assumes ues trusses is es are toone used in the respective coenviron •1 n Y fasteners are complete and at no time should any loads than 5.Design trusses are be in a noncorrosive environment, TRANS ID• LINK dellen wads be applied to any component. and are for condition"of use. 5.CompuTrushasnocontroloverantlassumesnoresponsibilitykrthe 6.Design ssumesNIIbearing atahsupports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling, ry edismenlao t installation of components.tT.Designeshal esaded on drainage is provided. October 10,2018 6.This design is furnished subject to the limitations ser forth by B.Plates shall be located on both faces o1 truss,and placed so(heir center TP WJ/CA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. • rir 9.Digits indicate she of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) i This designprepared from computer input by P P Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 1-0-0 FROM END WALL ISI LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"oc 2X9 KDDF #1&BTR TOP CHORD LL = 25psf TOP CHORD DL = lOpsf TOTAL LOAD = 35psf 12 8.99 M-3x6- M-3x6+ 416, # .0 0 o _ l y y 1-08-09 1-04-04 ��,i`t� PROF so. ANG W EF9 X0* � :9200PE r JOB NAME : RT AREA 4 FRENCH — AR1 Scale: 1.1305 ..— WARNINGS: GENERAL NOTES, unless otherwise noted: J'� 1.Builder and erection contractor should be adviud of all General Notes 1.This design is based only upon the parameters shown and is for an individual 74_ ""OREGON *_ �4, Truss: AR1 and Warnings before construction commences, building component.Applicability of design parameters and proper M 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. A 1' 2° .‘1..#1�� 3.Additional temporary bracing to insure stability tludng construction 2.Design assumes me top and bottom chords to be laterally braced at <0 •T 1^ ° is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'ex.recpedtuely unless braced throughout their length by Y continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). �/�`RIO- DATE: e Vf DATE: 10/10/2018 the overall structure is the responsibility of the building&signer. 3.2x Impact bridging or lateral bracing required where shown+• c H SEQ.: K525 6 5 0 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 tee 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 ro dry condition'.of use. a CompuTrus has no control over and assumes no responsibility for the 6.Design g assumes full bearing at all supports shown.Shim or wedge N EXPIRES: 12-31-2019 fabrication,handling,shipment end installation of components. Design b assumes adequate tobocdrainage is truss, d. October 10,2018 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(heir center TPIINRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate siee of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z t0.For basic connector Mate design values see ES12-1311,E5R-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 9-07-08 TO 15-05-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-9656) 702 7- 8=(-2089) 2559 7- 1=(-4856) 696 10- 4=( -938) 2892 BC: 2x8 KDDF #1&BTA 2- 3=(-3660) 638 8- 9=( -632) 3986 1- 8=( -414) 3519 9-11=(-5102) 758 WEBS: 2x4 KDDF STAND; LOADING 3- 9-(-2268) 988 9-10=(-1052) 3612 8- 2=( -222) 1710 11- 5=) -192) 69 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 9- 5-) -358) 358 10-11-1-1052) 3612 2- 9-(-1589) 280 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 5- 6-( -16) 16 3- 9=( -388) 2999 TC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL) 0.0)+DLI 20.0)- 20.0 PLF 0'- 0.0" TO 9'- 7.5" V 9- 9=( -868) 1798 BC LATERAL SUPPORT <= 12"OC. DON. BC SNIP LL) 236.5)+DL1 209.2)- 995.6 PLF 9'- 7.5" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA J,- ( 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/ 9953V -2319/ 2319H 5.50" 7.92 KDDF ( 625) nails staggered: 15'- 5.5" -1069/ 6792V -2319/ 2319H 5.50" 10.87 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Full height blocking is required at right bearing ))(e 9" oc in 2 row(s) throughout 2x8 bottom chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. • 9" oc in 2 row(s) throughout 2x6 webs, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. • 9" oc in 1 row(s) throughout 2x9 webs. • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.025" @ 10'- 10.9" Allowed - 0.727" • NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. MAX TL DEFL = -0.058" @ 10'- 10.9" Allowed = 0.969" • PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR SEASONED LUMBER IN DRY SERVICE CONDITIONS TO FABRICATION OF TRUSS. MAX HORIZ. LL DEFL = -0.008" @ 0'- 2.7" MAX HORIZ. TL DEFL = -0.013" @ 0'- 2.7" 6-09-14 8-07-10 1' 1' 1' ICOND. 3: 150.00 PLF SEISMIC LOAD. 3-09-04 3-00-10 4-01 4-03-14 0-02-12 Design conforms to main windforce-resisting f T 1' 1' '1'T system and components and cladding criteria. 12 M-5x6 M-4x8 M-1.5x3 Wind: 190 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 P7 3 9 56 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,"I �_ load duration factor=l.6, u� c End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 z M i ua 1 co • M-3x8 • A l nl` 11l :a. 1 111 ® �. to Y Oo 111 /� 7•-• 8 9 10 ''11 M-3x4 M-6x10 M-3x8 M-3x10 M-4x10 4:?,t1) PROF�s• • +2353# )+ co' GINE y , y � R /O 3-05-12 3-05-14 3-11-04 4-06-10 � 1 ' 9)' .) � 89200PE 1 15-05-08 • JOB NAME : RT AREA 4 FRENCH - BGIRD Scale: 0.2812 �� . 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 yy OREGON 0' 44&Truss: BGIRD and Wamings before construction commences. building component.Applicability of design parameters and proper Z 2x4 compression web bracing must Be installed where shown.. incorporation of component tomo responsibility of the bedding designer. 20\ �4 3.Additional temporary bracing to insure stability luting construction 2.Design assumes me top and bodom chords to be laterally braced at �O 9 Y • is the responsibility of the erector.Additional permanent bracing of T o.alaond at 1 O o.c.respectively unless braced throughout their length by 14 DATE: 10/10/2018 the overall structure is the responsibility f the building designer. cortin us sheathing such as plywood aired sheathing(TC)s andlor drywell(BC). � n R II�� P N o 9 9 3.2r Impact bodging or lateral bracing required where shown�� SEQ.: K5 2 5 6 5 0 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. fasteners am 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'oruse. 5.CompuTms has no control over and assumes no responsibility tor the 8.Design sg assumes Poll bearing at all supports shown.Shim Or wedge d EXPIRES: 12-31-2019 fabrication,handling,shipment end installation of components. ` .a pp ].Pesign lates assumes adequate drainage is truss,,d. October 1 0,20 1 V 6.This design is Nmished subject to the limitations set forth by 8.Plates shall be located on both faces of toss,and placed so their center TP WVrCA in SCSI,copies of which will be rumished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in Inches. MiTek USA,Inc./CompuTfus Software 7.6.8(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) • • • '.. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 13-06-00 MONO HIP SETBACK 4-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) I 84 2- 8=(-199) 678 8- 3=( -98) 468 10- 7=(-341) 976 2x6 KDDF #1&BTR T2 2- 3=(-1077) 276 8- 9-(-484) 1355 8- 4-(-782) 363 7-11-(-756) 323 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -679) 199 9-10=(-245) 665 4- 9=(-231) 206 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1329) 494 10-11=( -56) 114 9- 5=(-279) 788 2x4 KDDF #1&BTR A; TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=( -893) 339 5- 6=(-693) 298 2x6 KDDF SS B TC UNIF LL( 75.0)+DL( 30.0)- 105.0 PLF 4'- 0.0" TO 13'- 6.0" V 6-10=(-684) 335 BC UNIF LL( 0.0)+DL( 30.0)- 30.0 PLF 0'- 0.0" TO 13'- 6.0" V TC LATERAL SUPPORT 24"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 100.0)+DL( 40.0)- 140.0 LBS @ 4'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -265/ 1036V -51/ 90H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -352/ 916V 0/ OH 5.50" 0.49 KDDF (1870) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 OVERHANGS: 12.0" 0.0" 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 = 0.049" @ 10'- 11.0" Allowed = 0.629" ** For hanger specs. - See approved plans MAX TL DEFL = -0.076" @ 10'- 11.0" Allowed = 0.839" M-3x9 where shown; Jts:2,4-8 SEASONED LUMBER IN DRY SERVICE CONDITIONS Unbalanced live loads have been MAX HORIZ. LL DEFL = -0.032" @ 13'- 3.2" considered for this design. MAX HORIZ. TL DEFL = 0.050" @ 13'- 3.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2-07-11 10-10-05 Wind: 140 mph, h=21.8ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, T ' . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2-05-09 load duration factor-1.6, End vertical(s) are not exposed to wind, T ' Truss designed for wind loads 2-07-11 9-03 3-10-09 2-08-12 in the plane of the truss only. T f +1408 1 T 12 M-4x6 10.56" 12.00 177 4 5 _,,o 40 T2® t - o A 0 0 m M _ B o ® -- - ti , 11 o VERTIC L LEGS ARE NOT DESIGNED FOR LATERAL I , - 8 9 10 -/ of LOADS I POSED BY SUPPORTS(BEARINGS). o M 1 M-5x6 M-5x6 M-3x6 I N O I Interior condition n©t exposed �D P p OF to wird load criteri . �Q r flit /'eA J, 1 y l l l N. ANG I N EFRV�'�OA_ 2-06-09 9-07-15 3-10-09 1-11-12 0-05-08 ,� 1 11-00 1 13-06 1 89200PE r JOB NAME : RT AREA 4 FRENCH - BH1iAllifIIIIP =• Scale: 0.3612 WARNINGS: GENERAL NOTES, unless otherwise noted: Q /1 Cr 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 -74. 4,OREGON t �[/a Truss: BH 1 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 is the responsibility of the building designer. A 2°�' �+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at <0 •k y4 44 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 1 DATE: 10/10/2018 the overall structure is the responsibility f the building designer. continuousxImsheathing or such as acing required uireereand/or tlrywell(BC). �`FIR 1 I� P ty o 9 9 3.2s Impact bridging or lateral s plywood required where shown++ ___��-III C S EQ.: K5256505 4.No load should be applied to any component until after all bracing and 4.Installation of imss 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 aty condition'or use. fj (� S.CompuTms has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES. i 12-31-2019 ssery fabrication,handing,shipment and installation of components. .Design assumes be located drainage is rusea. October 10,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be bceletl on both feces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digks indicate size o/plate In inches. MiTek USA,Ino./CompuTms Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) li 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/Cg=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 89 2- 9=(-211) 920 9- 3=( -3) 303 8-12=(-553) 199 2x6 KDDF #1&BTR T2 SPACED 24.0" 0.C. 2- 3=(-705) 182 9-10=0-296) 825 9- 5=(-47B) 109 • BC: 2x9 KDDF #1&BTR 3- 4=( 0) 0 10-11=(-183) 967 5-10=(-131) 129 WEBS: 2x9 KDDF STAND; LOADING 3- 5=(-421) 172 11-12=( -97) 79 10- 6=(-118) 427 204 KDDF #10BTA A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6-(-810) 293 6- 7=(-417) 159 2x6 KDDF SS B DL ON BOTTOM CHORD = 10.0 PSF 7- 8-(-632) 188 7-11=(-406) 190 TOTAL LOAD = 45.0 PSF 11- 8=(-229) 707 TC LATERAL SUPPORT <= 12"00. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) = LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 748V -53/ 93H 5.50" 1.20 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC UON. FOR REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 13'- 6.0" -101/ 586V 0/ OH 5.50" 0.31 KDDF (1870) ALL FLAT TOP CHORD AREAS NOT SHEATHED = BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design chegked for net(-7 psf) uplift at 29 "oc spacing. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL DEFL -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.033" @ 10'- 11.0" Allowed = 0.629" M-3x4 where shown; Jts:2,5-9 MAX TL DEFL = -0.055" @ 10'- 11.0" Allowed = 0.839" SEASONED LUMBER IN DRY SERVICE CONDITIONS Unbalanced live loads have been considered for this design. MAX HORIZ. LL DEFL - -0.022" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.037" @ 13'- 3.2" 3-11-11 9-06-05 Design conforms to main windforce-resisting T . f system and components and cladding criteria. 2-05-09 ,f _.I" Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2-06-09 1-05-07 2-11 3-10-09 2-08-12 load duration factor=l.6, 1' " 1 f 'f End vertical(s) are not exposed to wind, Truss designed forwind loads 2-08-12 in the plane of the truss only. / q 12 12.00 7 t4-4x6 10.56" 3 A 5 6 1111111!gillill T. -1 - ctI o M r1-1 tili4AliPillaWill m12 oVERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 9 10 1 �N �I LOADS IMPOSED BY SUPPORTS(BEARINGS). o M-9x6 M-9i "'3I o ��ti Interiorconditionnotexposed LD PROF to wind load criteria. 4� �� l y l b l CO- GINE .% y 1-00y 2-06-04 9-07-15 13-06 3-10-09 2-05-04 y �,� ,X4 E,9 QA_ 89200PE 9T JOB NAME : RT AREA 4 FRENCH - BH2 Scale: 0.2987 l�,..-~ WARNINGS: GENERAL NOTES, unless otherwise noted: '>) 1r, Cr 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual Truss: BH2 and Wamings before construction commences. building component.Applicability of design parameters and proper �i A_OREGON �� 2.204 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. 4� -✓J�J (� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally baud at 'Q -7 y A v �� is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'n.c.respn ly unless braced throughout their length by 14f DATE: 10/10/2018 the overall structure is the responsibility of baldingdesigner. 2 Impact bridging such asplywood sheathing(7C)hereshown +drywall(BC). MFR R10_ P ty° gner. 3.2x Impact britlging or lateral bracing required where shown++ SEQ. : K5 2 5 6 5 0 6 4.No load should be applied to any component until after all bracing and 4.Installalbn 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, deo bads be applied to a and are for"dry condition-of use. TRANS ID: LINK gra pp nycomponent. 8.Desists assumes full bearing atalsupports shown.Shim orwedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. October 1 0,201 8 6.This design is furnished subject to the limitations sal forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIWW1CA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./COmpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate deagn values see ESR-1311,ESR-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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 7=( -95) 359 7- 3=( 0) 183 6-10=(-575) 213 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-639) 173 7- 8=( -61) 352 7- 9=( -53) 56 WEBS: 2x9 KDDF STAND; 3- 9=(-399) 224 8- 9=(-185) 933 4- 8=( -59) 153 2x9 ((DIP #1&BTA A LOADING 9- 5=(-564) 231 9-10=( -90) 58 8- 5=(-146) 199 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-371) 120 5- 9=(-460) 215 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=(-209) 600 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 29"00 UON. FOR 0'- 0.0' -97/ 752V -127/ 1726 5.50" 1.20 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0' -97/ 586V 0/ OH 5.50" 0.33 KDDF (1782) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Ea aE: Desi•n checked for net(-7 •sf) u•lift at 24 "oc s•acin•. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=1./180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" For hanger specs. - See approved plans MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" M-3x9 where shown; Jts:2,6-9,11 MAX TL DEFL = -0.016" @ 8'- 1.4" Allowed = 0.839" MAX iC PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed = 0.939" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-03-112-10-10 3-03-11 2-00 MAX HORIZ. LL DEFL = -0.007" @ 13'- 9.3" l 4 ' , f MAX HORIZ. TL DEFL = 0.009" @ 13'- 9.3" 12 12 • 12.00 P7 M-9x6 M-9x6 N 12.00 Design conforms to mar n windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4041111114S\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticale s) a not exposed to wind, Truss designed forwind loads in the plane of the truss only. • 5x6 6 -/ Ai iss M O N O N I ti rn c4 O tAl11 0-' Lr, m �� 9B iVERTICAL LEGS ARE NOT DESIGNED FOR LATERAL o = N �' f 7 s 9 LOADS IMPOSED BY SUPPORTS(BEARINGS). o1 I ry O * ndition not exposed osed o p to wind load criteria. P R D 0 F y y i y y ��NG,INLc9`r/O 5-02-04 3-05 3-02-09 1-08-08 A l 1 y w !� 1-00 13-06 �' '9 IOD �% JOB NAME : RT AREA 4 FRENCH - BH3 _ ' . Scale: 0.3492 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 o, 41 OREGON N.- �� Truss: BH3 and Wamirgs before construction commences. building component.ApplicabiNy of design parameters and proper 9` 7 N 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /O Alk '4°\ 0♦ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 7 r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1G o.c.respectively unless braced throughout their length by i DATE: 10/10/2018 the overall structure is the responsibility f the building deal continuous sheathing such as plywood sheathing(TC)and/or tlryrrell(BC). �� ponsi ty o g gner. 3.2x Impact bridging or lateral bracing required where shown++ L SEQ.: K5256507 4.No load should be applied to any component until after all bradng and 4.Installation of Crus thhe are responsibility used a non-corrosive tethe spectmeiventvaactor. 5. fasteners are complete and at no time should any loads greater thanDesign assumes design loads be applied to any component. and are far"dry condition-of use. TRANS I D: LINK 5.camparrus has no control over and assumes no responsibility for the 6.Deesign assumes NII bearing at all supports shown.shim or wedge if EXPI RES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 1 0,201 8 6.This design is Nmished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center TPIIWfCA in SCSI,copes of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrua Software 7.6.8(IL)-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 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TO: 2x9 ROOF #1013TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 89 2- 9=( -87) 357 9- 3=1 0) 183 ' BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-639) 250 9-10=(-106) 352 9- 6=( -61) 69 • WEBS: 2x9 KDDF STAND; 3- 9=( 0) 0 10-11=(-225) 433 6-10-) -51) 153 2x9 KDDF #1&BTR A LOADING 3- 6=1-349) 266 11-12-) -43) 61 10- 7-1-139) 142 LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 5- 6=( 0) 0 7-11=1-960) 262 TC LATERAL SUPPORT <= 12"OC. (JON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-564) 293 11- 8-1-264) 600 BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 45.0 PSF 7- 8=(+371) 153 8-12=(-575) 259 LL - 25 PSF Ground Snow (Pg) NOTE: 2x9 BRACING AT 29"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -132/ 7S2V -128/ 173H 5.50" 1.20 KDDF ( 625) 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.33 KDDF (1782) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/100 M-3x4 where shown; Jts:2,B-11,13 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" 0-02-10 MAX TL DEFL = -0.016" @ 8'- 1.4" Allowed = 0.839" MAX TC PANEL LL DEFL = 0.033" @ 3'- 0.0" Allowed = 0.434" 6-07-11 0-02- 10 9-07-11 2-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS ` 5-02-09 1-05-07 1-05-07 3-02-09 2-00 MAX HORIz. LL DEFL = -0.008" @ 13'- 9.3^ `� ` MAX HORIZ. TL DEFL = 0.009" @ 13'- 9.3" II f f Design conforms to main windforce-resisting 5-09-10 system and components and cladding criteria. T T 12 45 12 Wind: 190 mph, h-22.5ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, 12.00 17 N 12.00 load duration factolCat.2, Exp.B, MWFRS(Di r), .6 M-9x6 M-9x6 End vertical(s) are not exposed to wind, Truss designed for wind loads in the plane of the truss only. A:4o M cM-5x6 ' c ©� MI , . T x 13 O Loci' -/ VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 9 10 11 N o LOADS IMPOSED BY SUPPORTS(BEARINGS). A.* N....._ 2 -7,1, -/ p p c Interior condition not exposed .r\<,R,5), r n o�`ss y y y y y to wind load criteria. 5 ' GINE 9 / 40 5-02-09 3-05 3-02-09 1-08-08 '� r.. yl-ooy 13-06 y 92IOP r JOB NAME : RT AREA 4 FRENCH - BH4 j � ' Scale: 0.2787 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is bran individual "74. 4 OREGONIt) Truss: BH4 and Warnings before construction commences. balding component.Applicability of design paremetea and proper t., 2.2x4 compression web bracing must be installed where shown+, incoryoation of component Is the responsibility of the building designer. A,I 20 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at <0 4 T A is the responsibility of the erector.Additional permanent bracing of 2'a.c.and al 10'o.c.respectively unless braced throughout their length by `Y_ DATE: 10/10/2018 the overall structure is the responsibility of the baldingdesi continuous sheathing such as acing rplywooequired uired here s ae0er tlryvall(BC). � ��'�� aponsi ty goer. 3.2x Impact bridging or lateral bracing required where shown i i SEQ.: K5525565508 4.No load should be applied to any component until after al 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 nonaarrosive environment, TRANS ID: LINK design bads be applied to any component. and are ror"dry candbee areae. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 8.Oe�igassumes full be�ringatalsuppodsshown.Shim orwedge i( EXPIRES: 12-31-2019 Y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set foml by 8.Plates shall be located on both bees of truss,and placed so their center October 10,2018 TPIIW1CA 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,IncJConepuTrus Software 7.6.8(lL)-E 10.for basic connector plate design values see E5R-1311,ESR-1988(MiTek) t This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 • 1-2=( 0) 99 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-88) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -72/ 929V -26/ 102H 5.50" 0.68 KDDF ( 625) 2'- 11.0" -55/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ OH 5.50" 0.06 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 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" 2-11-12 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" MAX BC PANEL LL DEFL = 0.007" @ 1'- 10.6" Allowed = 0.154" MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.206" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 8.00 177 MAX HORIZ. LL DEFL - -0.000" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=21.4ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads o in the plane of the truss only. N M f- O ai O I 2 11101.11 11111. 11, M-3x9 1 1 1 1-06 9-00 • • ��,EO PROFFss ,c� v._INE- >q2 89200PE 9r JOB NAME : RT AREA 4 FRENCH - BJ1 0111r Scale: 0.6965 • �r 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 .p OREGON kr Truss: BJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7� 1�- bN /, 2.2x4 compression web bracing must be installed where shown+. incorporation of component k the responsibility of the building designer. -s7A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al �O a Y y A 20 �+ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a1 70'o.c.recpectivey unless braced Throughout(heir length by • 1 Y the overall structure is me responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywe11)01). DATE: 10/10/2018 3.2s Impact bridging or Were!bracing required where shown++ �L7'�� SEQ.: K5 2 5 6 5 0 9 4.No load should be applied to any component until alter al 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 hes no control over end assumes no responsibility for the 8.Design gn assumes full bearing at al supports shown.Shim or wedge g EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. October 10,2018 6.This design is famished subject to the limitations set forth by B.Plates shall be located boft on both faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center tries. 9.Digits indicate sae of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 3-9=(-52) 50 3-1=(-33) 16 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 1-4=(-59) 56 WEBS: 259 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 PIE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" 0/ 70V -96/ 52H 5.50" 0.11 KDDF ( 625) TOTAL LOAD = 95.0 PSF 0'- 9.4" -107/ 5911 0/ OH 1.50" 0.09 KDDF ( 625) 3'- 10.5" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jt s:3,2,4 I , REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - ICOND. 2: Design checkup for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEPLECTION 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" 0-10-03 MAX TC PANEL LL DEFL= 0.000" @ 0'- 6.1" Allowed = 0.037" f MAX TC PANEL TL DEFL= -0.000" @ 0'- 5.9" Allowed = 0.055" MAX BC PANEL TL DEFL= -0.005" @ 1'- 9.6" Allowed = 0.171" 12 MAX HORIZ. LL DEFL = -0.001" @ 0'- 9.4" 12.00 V MAX HORIZ. TL DEFL = -0.001" @ 0'- 9.4" Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=l.6, End vertical(s) areexposed to wind, Truss designed forwind loads f tl° � in the plane of the truss only. 1iiiii m"I oI 1-1 N I O ir M-1 5x3 M-1.5x3 .<0',t.0 PROrF c _`GINE� ss/ y v4O el...f3-05-06 0-05-02 � 4 . '92 0 " 1 y r 3-10-OS JOB NAME : RT AREA 4 FRENCH - BJ1X Scale: 0.8631 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 -1G "/OREGON b, 4� Truss: BJ1X and Warnings before construction commences. building component.Applicability of design parameters and proper 2,244 compression webbreangmustbeinstaledwhereshown+. boorporationorcomponentlathereaponsibldyonnebmbmgdesigner. Y 2(1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 d is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.each as ply unless braced throughout their length by ,O •T f /s. DATE: 10/10/2018 the overall structure is the responsibility of the building de continuousx sheathing later l bac plywood required where sand/or drywall(BC). �`n R 1 I�YV] aponsi IIY g signer. 3.2x Impact bridging or lateral bracing shown++ SE Q.: K5 2 5 6 5 1 0 4.No lead should be applied to any component until after an bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete end at no time should any beds greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: 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 necessary. 8.Designssumes full bearing at al supports shown.Shim sur wedge if EXPIRES: 12-31-2019 4 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate rainage is truss,e. October 10,2018 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 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 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-156) 139 1-9-(0) 0 • BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3-) -56) 26 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 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -23/ 171V -93/ 115H 5.50" 0.27 KDDF ( 625) 0/ 95V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.8" -121/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) 5'- 10.3" -22/ 91V 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:1,9,2,3 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psi) uplift at 29 "oc spacing. I 12 VERTICAL DEFLECTION LIMITS: LL=L/360, TL-L/290 8.00 3 -/ MAX TC PANEL LL DEFL - 0.013" @ 1'- 10.6" Allowed = 0.299" MAX TC PANEL TL DEFL = 0.011" @ 1'- 10.7" Allowed - 0.374" IIS MAX HORIZ. LL DEFL = -0.001" @ 5'- 9.5" • MAX HORIZ. TL DEFL = -0.001" @ 5'- 9.5" Design conforms to m ) windforce-resisting system and componentsand cladding criteria. Wind: 190 mph, h=22.9ft, 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 u7 in the plane of the truss only. 0 • m f , I io 0 o 1 4 -, M-3x9 • b )' l 3-10-08 1-11-12 \ei`t° PPOPFss \ VNGINEFR /02 _92IOP 9fe JOB NAME : RT AREA 4 FRENCH - BJ2 �� Scale: 0.5793 ' 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 kr an individual yG .OREGON Ol �4./ Truss: BJ2 and Warnings before construction commences. building component.AppliwGNy of design parameters and proper 2.2x4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. 2ti� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced at /O 9 y 14 V is the responsibility of the erector.Additional permanent bracing of 7 a.c.and at 10'o.c.respectNely unless bated throughout their length by `# continuous us risheathing or such l b plywood aired sheathing(TC)s an dl or drywall(BC). MFR R 1 L� Nd - DHTE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required Mitre shown++ SEQ.: K5 2 5 6 511 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compRie and at no time should any loads greater than 5.Design assumes trusses are to be used M a noncorrosive environment, TRANS ID: LINK design leach be applied to any component. and are for dry conddkn'er use. 5.CampuTrnshas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing atalsupports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. Design assumes adequateooth faces of provided. October 10,2018 5.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWTCA 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 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 [ODE #1&BTR LOAD DURATION INCREASE - 1.15 1-2-(-23) 17 4-5-(-52) 50 4-1-(-33) 16 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 0 1-5-(-54) 56 • WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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 PIE 0'- 0.0" 0/ 70V -46/ 52H 5.50" 0.11 KDDF ( 625) 0'- 9.4" -84/ 175V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:4,2,5 I ' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL-L/240 2-10-03 MAX TC PANEL LL DEFY - 0.000" @ 0'- 6.1" Allowed = 0.037" ,r ,r MAX TC PANEL TL DEFL - -0.000" @ 0'- 5.9" Allowed = 0.055" MAX BC PANEL LL DEFL - 0.000" @ 3'- 0.8" Allowed = 0.128" 12 MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.6" Allowed = 0.171" 12.00 7 MAX HORIZ. LL DEFL = -0.001" @ 0'- 9.4" MAX HORIZ. TL DEFL = -0.001" @ 0'- 9.4" 3 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, '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. PROVIDE SUPPORT 2 , M-4x6 0 1111111111111111\ 1 0 IIIIIIIIIIIIih.._ hr.. 4►' ► 5 M-1.5x3 M-1.5x3 ,c't, PR opFss ). ), y �5 �NGINEF9 SOA" 3-05-06 0-05-02 �� p C 2v * 3-10-08 y k` :9200 E V JOB NAME : RT AREA 4 FRENCH - BJ2X -4111111111"""°115"..-'• Scale: 0.5659 •�•.• WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Budder 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 '9L 4 OREGON too Truss: BJ2X and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown i. incorporation of component k the responsibility of Me building designer. 1 2�\ �� 3.Additional temporary bracing to insure stability tlurtng construction 2.Design assumes the top and bottom chords to be laterally braced at �O 9 r 1 is the responsibility of the erector.Additional permanent bredng of Y o.c.and at 10'o.c.respectively unless braced Throughout their length by Y DATE: 10/10/2018 the overall structure is me responsibility of building desi compacts acting l i r l b plywood resheathing(TC)redwhere a armor arywan(ec( /yC� L�- p ty o g goer. 3.2a Impact bridging or talent braving required where shown C SEQ.: K5256512 4.No load should be applied to any component until alter al bracing and 4.Installation of truss is the responsibiHy 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, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK S.Compurnshas nocontrol over and assumes noresponsbilyfor the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necefabrication,handling, scery October .1 p ed shipmentantlhe limitations components. 7,Pltesassumescted onerage is trusse OLaLOL,el 1�,20I 8.This design is Nmishetl subject to the limdations set forth by B.Plates shat be located on both laces of truss,and placed so their center TPIIWTCA in BCS',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 7.6.7(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mitek) • li This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 .. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=(-269) 211 1-5=)0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 67 WEBS: 2x9 KDDF STAND 3-9=( -65) 0 LOADING TC LATERAL SUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 11.8" 0'- 0.0" -16/ 161V -62/ 187H 5.50" 0.26 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 92V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 9.8" -158/ 318V 0/ OH 1.50" 0.41 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.5" -116/ 253V 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. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 4 VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 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 = 0.010" @ 1'- 9.2" Allowed - 0.249" V MAX TCPANEL TL DEFL = 0.009" @ 1'- 9.2" Allowed = 0.379" 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=22.2ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, i Truss designed for wind loads u� in the plane of the truss only. 0 0 11111::::::::::::::::::°11111111°111°1111°.111 o ii 1** s M� M-3x4 J' 3-10-08 y 4-11-12 y .‹CPito/ • • / 4GINE?4\ '92 0 9 `� r JOB NAME : RT AREA 4 FRENCH - BJ3 Scale: 0.4558 ./ -� WARNINGS: GENERAL NOTES, unless otherwise noted. Q Q t.Builder and erection contractor shout be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual *_ Truss: BJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper �G OREGON1Is /`� 2.2a4 compression web bracing must be Installed where shown.. incorporation of component is the responsibilityrdto of the building designer. �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be Nteralb braced at A O 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 ,O1 T f DATE: 10/10/2018 the overall structure is the responsibility of building designer. bt continuous sheathing or lateral l b plywood airedsheatwhere s and/or drywall(BO). MFR` R I%- panni ry o g Brier. 3.2a Impact bridging ar'sterol bracing required where shown.. S E Q.: K5256513 4.No load should be applied to any component until after all bradng and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for .scondition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary. shipment and installation of components. fabrkation,handling, I.. 7.Design assumes adequate drainage is provided. OCtOber 1 O,2O 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 TPIIWTGA 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 7.6.7(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 29"oc 2X9 KDDF pl&BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 6.66 M-5x8 M-3x6 PROVIDE SUPPORT @ 48" O.C. AND AT END / l M-3x6 7-03-05 M-3x6 M-3x8 o u 0 l fr- 0 >G (ccD PROFFS l b ), N iN s r / 2-01-03 4-09-09 �� j` EFR 02 �92� 9r JOB NAME : RT AREA 4 FRENCH — BR1 ,j10 • 4,1111P Scale: 0.6173 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 Wyk OREGON X40 Truss: BR1 and Warnings before construction commences. building component.Applicability of design parameters and proper bN 2.2x4 compression web bracing must be installed where shown+. Design retion of component is the responsibility toy of the building designer. 11 �O\ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards be laterally braced at 1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /O e DATE: 10/10/2018 the overall structure is the responsibility /the building desi continuous sheathing such as plywood required in ere s ownand/•drywell(BC). p comp o g gads. 4.Installation4. Impact bridginf g or lae teral ere bracing ly of the wTdre showve n•contractor.a R R I LA- SEQ. : K5256519 4.Nolondsarelc completebe ian any timeshouldnt until gll reater than 5.Design umestNssseesare elobeused ntanon�nlosiveironment, fasteners are and at no time any loads greater than d ar assumes design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK s.compNTroa has no control oder and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necemry. p de fabrication,shandling,shipment and Installation of components. T.Design assumes adequate drainage is provided. October 1 Or2O18 6.This design W furnished subject to the limitations set forth by 8.Plates shoo be located on both faces of truss,and placed so their center TPVWICA 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,Int./CbmpuTrus Software 6.2.3(IL)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 1 • 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=(-49) 43 1-3=0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"00. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0 -8/ 82V -15/ 33H 5.50" 0.13 KDDF ( 625) TOTAL LOAD = 45.0 PSF 1'- 2.9" -56/ 47V 0/ OH 1.50" 0.08 KDDF ( 625) 2'- 0.0" 0/ 19V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:1,2,3 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.016" MAX TC'PANEL LL DEFL = 0.001" @ 0'- 10.6" Allowed = 0.083" 1-03-10 MAX TC��,PANEL TL DEFL = 0.001" @ 0'- 10.6" Allowed = 0.124" .r 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" 12 MAX HORIZ. TL DEFL - -0.000" @ 1'- 2.9" 12.00 7 Design conforms to main windforce-resisting 1111111 ° -/ system and components and cladding criteria. ''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 m O M O FAIJIIIMIMMI1 O 1► ME 3 M-3x4 • • BRED P R OFFS y 2-00 y co' �NGINEF9 �%2 `tom :9200PE 9r JOB NAME : RT AREA 4 FRENCH - BSJ1 I , Scale: 0.9428 - •- _ WARNINGS: GENERAL NOTES, unless otherwise noted: Q 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 bR Truss: BSJ1 andwamm before buildingcomponent.A Applicability of parameters -yI+ ,OREGON �lV its PP Y o design Parente proper 2.2 r4 compression web bracing must be installed where shown i. ilrcorporatbn of component le the responsibility arms building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al <0 11 y 14 2�^�-� is the responsibility of the erector.Additional permanent bracing of T a.c.and at 10'o.c.respectively unless braced throughout their length by V continuous sheathing sten as plywood aired In ere s and/or drywell(eC). 111)' n R 1 L\- DATE: 10/10/2018 the overall structure is the responsibility of the building designee 3.rax Impact bridging or lateral s acingplywood required where shown S 'Q.: K 5 2 5 6 515 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respectse contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes busses are to be used in a non-corrosive environment, TRANS ID• LINK design mads be applied to any component. and are for conditioir of use. �J[� �j 5.CompuTms hes no control over and assumes no responsibility formenece A Design assumes full bearing at all supports shown.Shim or wedge if EXPRES. 12-31-2019 fabrication,handling,shipment end installation of components. sssry. T.Design assumes adequate drainage is provided. October 10,2018 Plates 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 TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.8 1 L-E 9.Digits indicate sae 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 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=(-108) 170 6-7x(_252) 635 1-6=(-156) 122 4-8=1-330) 151 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-739) 312 7-8e(-152) 503 6-2=(-905) 219 8-5=(-131) 636 WEBS: 2x9 KDDF STAND 3-9=(-635) 269 8-9e( -67) 88 2-7=(-279) 271 5-9=(-865) 238 LOADING 9-5=(-631) 195 3-7-(-230) 978 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 7-4=(-197) 183 BC LATERAL SUPPORT <= 12"OC. UON. 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) 00 For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -149/ 92591 -297/ 322H 5.50" 1.98 KDDF ( 625) 20'- 5.0" -192/ 912V 0/ OH 5.50" 1.96 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 POP. ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.017" @ 9'- 10.9" Allowed = 0.975" 9-08-10 10-08-06 MAX BC PANEL TL DEFL = -0.102" @ 9'- 8.4" Allowed = 0.604" T ' f SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-09-01 4-11-095-05-07 5-02-15 MAX HORIZ. LL DEFL - 0.007" @ 20'- 3.2" '1' f ` 1' '1' MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.2" 12 12 M-5x6 12.00 7 3 . I8.00 Design Conforms to main wrndforce-resisting (0, system and components and cladding criteria. Wind: 190 mph, h=24.8ft, TCDL=6.0,BCOL=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, I Truss designed for wind loads M-3x4 in the plane of the truss only. 4 M-3x9 z 1 M-3x9 M-1.5x3o 1i , 0 l• dM til. -/ Y M-3x4 M-3x8 M-3x4 M-1.5x3 M-3x5(0) ,Jr . l 1 9-10-06 5-07-03 4-11-07 y y � SD P R OF 14-00 6-05 ��' OEF� 0,.. 20-05 4t 8200PE 9r JOB NAME : RT AREA 4 FRENCH - Cl Scale: 0.2206 • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is rased only upon the parameters shown and is tor an individual ,�OREGON �� Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 cornweb bracing must be installed where shown+, Incorporation of component*the respondbiNy of Me building designer. 14 2ti� �� pression g 2.De the to d bottom chords to be lateral)braced al �O V 3.Additional temporary bating to insure stability during construction sign assumes p an y 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 'V DATE: DATE: 10/10/2018 the overall structure is the responsibility f the building desi continuous sheathing later as acinplywg re meed where et ownand/+drywell(BG). �`R R'�\- P h o B 9Mr� 3.tic Impact bridging or lateral bracing required where shown++ S E K5 2 5 6 516 4.No load should be applied to any component until arm ell brewing 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-corrosive environment, design baits be applied to any component. and are for"dry condition"of use. es TRANS ID: LINK 5.CompuTrus has no ontroloveraMassumesnorespansibilty a the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handl) shipment ponen necespryq q p handling, pment and installation or components. • 7.Design assumes adequate drainage is provided. OCtOber IO,2OIV 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 TPNNrCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center Ines. 9.Digits indicate sire of plate in inches. MiTek USA,Inc./COmpuTrus Software 7.6.6(1 L)-E la For bask connector plate design values see ESR-1311,ESR-1988(MiTek) i This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-00 GIRDER SUPPORTING 8-00-00 IBt 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 „ TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1836) 291 7- 8=(-301) 399 7- 1=(-2097) 295 10- 9=( -69) 886 2x6 KDDF #1&BTR T2 2- 3=(-1829) 371 8- 9=.(-312) 1261 1- 8=( -131) 1301 4-11=(-1364) 213 BC: 2x6 KDDF #1&BTR LOADING 3- 9=(-1252) 298 9-10=(-253) 1906 8- 2=( -212) 109 5-11=( -93) 367 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 9- 5=) -639) 205 10-11=(-253) 1906 2- 9=( -165) 177 11- 6=) -220) 1589 206 KDDF #2 A TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 20'- 5.0" V 5- 6=( -930) 241 11-12-) -85) 126 9- 3=( -185) 959 6-12=(-2176) 316 BC UNIF LL( 75.0)+DL( 80.0)= 155.0 PLF 0'- 0.0" TO 20'- 5.0" V 9- 9=( -278) 95 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. CON. 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 -315/ 2297V -213/ 279H 5.50" 3.68 KDDF ( 625) NOTE: 2x9 BRACING AT 29"OC UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 5.0' -325/ 2297V 0/ OH 5.50" 3.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. ': Desi.n checked for net(-7 .sf) u.lift at 29 "oc s.acin.. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.039" @ 12'- 2.5" Allowed = 0.975" MAX TL DEFL = -0.072" @ 12'- 2.5" Allowed = 1.300" 6-11-11 10-05-10 2-11-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-08-01 3-03-10 5-02-13 5-04-04 2-10-04 MAX HORIZ. LL DEFL = 0.009" @ 20'- 2.3"MAX HORIZ. TL DEFL = 0.016" @ 20'- 2.3" f T 1 T T T 12 12 Design conforms to main windforce-resisting 12.00 V. M-4x6 M-9x6 12.00 system and components and cladding criteria. 3 M-3x8 4 c, Wind: 190 mph, h=23.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, � _ 6� (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-5x6 Truss designed forwind loads in the plane of the truss only. M-3x9 12* 4 -, A- lilii M-3x6 1 �r 8 I AV_0.: __._tPiM-3x4+ 0 0 7 ** 8 9 10 11 ** 12 M-1.5x4 M-3x5 M-3x8 M-3x9+ M-3x6 M-4x8 M-3x4+ M-3x4+ M-5x6(S) M-1.5x9 M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-5x8+ M-5x10+ M-5x8+ M-5x8+ 1 J' l l l l 3-04-09 3-03-15 5-06 5-06 2-08-08 ��EO PROFFss 1 l b co 14-00 6-05 Q.NG GINE 6>/0� y 20-05 ' �� :9200PE 9r JOB NAME : RT AREA 4 FRENCH - CH1 l Scale: 0.2199 WARNINGS: GENERAL NOTES, unless otherwise noted' O tBuilder 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 w Truss: CH1 and Warnings before construction commences. building component.Applicability of design parameters and proper . incorporation , OREGON Vs �� 2.2x4 compression web bracing must be installed where shown+. incoon of component is the responsibility of me building designer. 14 2 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chortle to be laterally braced at <O Y V is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by �S continuous sheathing such as plywood aired here s ownand/or.tlrywall(BC). CRR l t_�NV DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x inuoumpact bridgingor laterals acingplywood requiredwhereshown++ S E Q.: K5 2 5 6 517 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete 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 mads be applied to any component. am are for conaibo or use. 5.CorepuTrus has no control over and assumes no responsibility fur the 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 necessary. fabrication,handling, pment and installationofcomponen components. 7.Design assumes adequate drainage is provided. October 10,2018 8.This design W furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUNTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. alrus Software 7.6.8 1 L E 9.Digits Indicate size of plate in inches. MiTek USA,Inc./Com P ( ]- 70.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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-835) 251 8- 9=(-317) 257 8- 1=(-883) 271 11- 6=(-115) 124 • BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-745) 393 9-10=(-335) 630 1- 9=(-105) 561 6-12=(-373) 210 WEBS: 2x4 KDDF STAND 3- 5=(-473) 349 10-11=(-179) 480 9- 2-(-129) 133 12- 7=(-199) 640 LOADING 4- 5=( 0) 0 11-12=(-192) 454 2-10=(-262) 216 7-13=(-885) 306 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-640) 342 12-13=7 -66) 88 10- 3=(-189) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-588) 209 10- 5=(-127) 112 TOTAL LOAD = 45.0 PSF 5-11=( -57) 185 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) = BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -143/ 9194 -272/ 298H 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:l-2,6-7,9,11-12 ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans 0-03-14 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" .1' '1 ' '1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-05-12 4-04-04 1-11-124-10-08 4-04-14 - f ' 1`A . f MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.2" 1 MAX HORIZ. TL DEFL = 0.009" @ 20'- 3.2" 12 12 M-9x6 M-5x6 Q 8.00 12.003 4 Design conforms to main windforce-resisting 400=IL� system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCOL=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. ,t -/.iliii 1 ,r)i • N 41 o F 411111 0IIIIIIIIIIII L'r ►`'�' NN =' UI ~ g*. 10, 11 12 13 ' M-1.5x3 M-3x8 M-3x5(5) M-1.5x3 1 1 )' 1 1 1 1 4-02-09 4-06 2-08-13 9-10i'908 -01-06 1 � PROE6., 1 14-00 6-05 1 �NGINEF� /O 2 20-05 89200PE 9r • JOB NAME : RT AREA 4 FRENCH - CH2 Scale: 0.2287 -- 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 tor an individual "‘,,OREGON t, 4, Truss: CH2 and Wamirgs before construction commences. building component.Applicability of design parameters and proper 2.274 compression web bracing must be instaued where shown+. incorporation of component i the responsibility of the building designer. ,O LI 1' ��7♦ �� 3.Additional temporary bracing to Insure stability during constmdion 2.Design assumes the top and bottom chortle to be laterally braced at 7 r 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of DATE: 10/10/2018 the overall structure is the responsibility f the building de continuous sheathingdbridging or such as plywood sheathing(TC)ere own tlryvrall(BC). �`iiR i l-` sponsi ly o g signer. 3.2a Impact bdtlging or lateral bracing required where shown++ V` S E Q.: K5 2 5 6 518 4.No load should be applied to any component until alter all bracing and 4.Installation of trussissthhe are responsibility beilytl nthenon<onie non-corrosive enive viror. nment, fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component. and are for"dry condition'of use. TRANS ID: LINK s.compuTmahas na amroloverantlaawmeanareapensronnyronne 6.Deesgnassumes full bearing atall supports shown.Shim orwedge If EXPIRES: 12-31-2419 mcessa7 h p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIW1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. - 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompiTrus Software 7.6.8(IL)-E t0.For basic connector plate design values see ESR-1317,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 8-0-0 FROM END WALL CHORDS: LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 24"oc 2X9 KDDF N1&BTR TOP CHORD LL = 25psf TOP CHORD DL = lOpsf TOTAL LOAD = 35psf M-5x8 PROVIDE SU'PORT 2-09- 2 M-3x6- 12 8.99 10 M-3x6+ • • 84-3x6- M-3x6- M-3x8 - oolo,1,�� -M 3x9+ f M-3x9+ ��Ep PROFFss ANG I NEF9 /0 1-07-02 11-03-07 • ,.;..89200PE 9r JOB NAME : RT AREA 4 FRENCH — CR1 Scale: 0.9384 WARNINGS: GENERAL NOTES, unless otherwise noted: Q" I.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 -yG ,�OREGON �V Truss: CR1 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2r4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. 14°)\ 3. �` 3.Additional temporary bracing to insure stabilay during conpruction 2.Design assumes the top and bottom chords to be lateral braced at �O AlqY is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by a S DATE: 10/10/2018 the overall structure is me responsibility f the building designer. continuous sheathing or such as plywoodsheathing(TC)rweres and/or drywell(BC). till?. p ty o g goer. 3.2s Impact badging or lateral bracing tl where shown*. SEQ.: K5256519 4.No bait should be applied to any component until after all bracing and 4.Installation of truss is the responsibility ofthe 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 bads be applied to any component. anaarerar dry condition"or use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 5.Design assumes full bearing ela9supports shown.Shim orwedge H EXPIRES: 12-31-2419 fabrication,handling,shipment and installation of components. sn 7.Design assumes adequate drainage is provided. October 1 0,201 8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with Sint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompuTros Software 6.2.3(1 L)-Z t0.For basic connector plate design values see ESR-131 t,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 TO: 2x4 KDDF #1&BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-4316) 760 1- 7=(-1196) 3594 2- 7=( -642) 3816 10- 5=(-630) 3730 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3026) 542 7- 8=(-1216) 7666 7- 3=(-4474) 772 • WEBS: 2x4 KDDF STAND; 3- 4=(-7424) 1316 8- 9=(-1228) 7764 3- 8=( -286) 1984 2x4 DF STAND A LOADING 4- 5-(-2958) 530 9-10=(-1228) 7764 8- 4=( -382) 910 • LL = 25 PSF Ground Snow (Pg) 5- 6=(-4216) 744 10- 6=(-1210) 3648 9- 4-) -278) 1746 • TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 4-10-(-4710) 808 • BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 8'- 8.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • J BC UNIF LII 437.5)+DL( 350.0)- 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) r ( 2 ) complete trusses required. 0'- 0.0" -760/ 4284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 4284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. \/�/ 9" o in 1 rows) throughout 2x4 top chords, o )0( 6" o in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP CONE. 2: Design checked for net(-7 psf) uplift at 24 c spacing. 9" oc in 1 row(s) throughout 2X9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL . -0.048" @ 3'- 10.2" Allowed = 0.438" MAX TL DEFL C -0.085" @ 3'- 10.2" Allowed = 0.583" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HOME. LL DEFL = -0.014" @ 0'- 5.5" MAX HORIE. TL DEFL = -0.024" @ 0'- 5.5" 1-00 7-08 1-00 1 1 1 IC OND. 3: 2000.00 LBS SEISMIC LOAD. 1-00 2-06-11 2-08-07 2-04-15 1-00 Design conforms to m iniforce-resisting 1 1 'f 1 1 1 g a w g system and componentsandcladding criteria. 12 12 Wind: 140 mph, h=20.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 7 N12.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load dutation factor=l.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-4x10 M-5x6 3 4 111 ---------------------- -1---------- ------------------------ - . ...------------------------- : .\ 's. c 1 I I I a- o 2- 11 7 8 9 10 x6 I 0 0 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 b y Y , b 1 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 y 9-08 y �okEp PROFFss s 0GINEFR /02 ,.....14., 89200PE �r JOB NAME : RT AREA 4 FRENCH - DH1 . Scale: 0-5124 /111. WARNINGS: GENERALNOTES, unlessotherwee noted. 1.Builder and erection contractor should be advised of all General Notes 1.This design is bated only upon the parameters shown and is for an intlividual y OREGON �� Truss: DH1 and Wamings before construction commences, building component.Applicability of design parameters and proper 2.2s4compressoo web bracing must be installed where shown+. incorporation oicomponent's the respondbility ohne building assigner. A,I 3.Additional temporary bracing to insure stability during construction 2.Dellen assumes the lop and bottom moms to be laterally braced at <0 A / 14 V v� 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 //�� Y /s. DATE: 10/10/2018 the overall structure is the responsibility f the building desi continuous sheathing such as ptywood sheat where s and/or drywall(BC). �`R R10- SEQ.: I L� `I� sponsi ty o g goer. 3.2s Impact bdtlging or lateral bracing required where Mown++ SE K5256520 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 bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be spoked to any component. and are for"dry condition"of use. 8. 5.CompuTrus has no control over and assumes no responsibility for the Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabdcelicn,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,2018 6.This design is furnishedfurnishedsubject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJrCA 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 7.6.8(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 1'- 0.0" Ili IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 89 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-56) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -72/ 261V -21/ 7911 1.50" 0.92 KDDF ( 625) 0'- 11.2" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) 0.0e/ LL = 25 P5F Ground Snow (Pg) 1'- 0.0" -90/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALfREQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,9BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC(PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC IPANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.090" SEASONED LUMBER IN DRY SERVICE CONDITIONS -IMAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" 12 12.00 V Design conforms to main windforce-resisting m system and components and cladding criteria- 'Wind: 140 mph, h=19.7ft, TCDL=6.0,005L=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), u7 load duration factor=l.6, I designed Truss desi d for wind loads -I in the plane of the truss only. f el o � I N oi o M-3x9 � c,Eo PPoFF s 1 1-00 y 1-00 y �%NGINEF9/0 ct 89200P -91 JOB NAME : RT AREA 4 FRENCH - DJ1 Scale: 1.1540 '�/� WARNINGS: Ghisde design unless o these ate: "PI 41 OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Me paremetere shown and is for an individual l� Truss: DJ1 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. 2�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at d is the responsibility of the erector.Additional permanent bating of 2'o.c.and at 1G o.c.respectively unless braced throughout their length by ,OAlqk T e continuous sheathinginor such as plywood sheathing(TC)and/or drywell(BC). ' R R 1 0- SEQ.:DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral s plywood required where shown i d C K5 2 5 6 5 21 4.No load should be applied to any component until after an brewing 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 component. and are or"My condition"oruse. 5.CempuTms has no control over and assumes no responsibility for the 8.Decsegstassumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7 7.Design assumes adequate drainage is provided. October 10,2018 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 TP W1?CA 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,IneJCompuTrue Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) P 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 2X9 KDDF #1&BTR TOP CHORD LL = 25psf TOP CHORD DL = lOpsf TOTAL LOAD = 35psf 12 8.99 M-3x6 f ;111111111 A rn 0 t in 0 I /- 111 .....4111111111 • 1 1 1 1-07-02 1-09-09 .GRE° PROPFs ,;',..1co. ‘" ��G'Nf F'4 s/�2 89200PE 9T JOB NAME : RT AREA 4 FRENCH — DR1 Scale: 1.1951 ' j� WARNINGS: GENERAL NOTES, unless otherwise noted: 118 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 �4/ Truss: DR1 and Wamings before construction commences. building component.Applicability of design parameters and proper 7 2.204 compression web bracing must be installed where shown+. incorporation of component k the responsibility of Me building designer. A 9 ` �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced at <0 +)" 1 A V is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectNey unless braced throughout their length by 1 Y DATE: 10/10/2018 the overall studure is the responsibility f the building desi continuousvImsheathingginor such as acinplywg red uir a where s a: drywell(BC). �FR R L�- sPo^si ho g 9asi 3.In Impact bridging or the responsibility required whereshown++ SEQ.: KS 2 rJ 6 5 2 Z 4.No loadILA-- fasteners should be applied to any component until loads all bredng and 4.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. TRANS ID: LINK design bads be applied to any component. 6.DampuTuahas nacontrol over and assumes noresponsibility for the 6.Design assumes full bearing ataitsupports shown.Shim orwedge if EXPIRES: 12-31-2019 necefabrication,handling,shipmentawry andhe tio components. T.Designlatesassumes aded ne drainage is provided.n October 10,20 18 8.This design is furnished subject to the imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with dint center Tines. - 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L(-Z 10.For bask connector plate design values sea 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 2515 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 209 KDDF #168TR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-4316) 760 - 7=(-1196) 3599 2- 7=( -642) 3816 10- 5=(-630) 3730 BC: 2x6 KDDF #168TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3026) 592 7- 8=(-1216) 7666 7- 3-(-9979) 772 WEBS: 2x9 KDDF STAND; 3- 9=(-7924) 1316 1- 9=(-1228) 7764 3- 8=) -286) 1989 2x9 DF STAND A LOADING 9- 5=(-2958) 530 9-10-(-1228) 7769 8- 9=( -382) 910 LL = 25 PSF Ground Snow (Pg) 5- 6=(-4216) 799 10- 6=(-1210) 3598 9- 9=) -278) 1796 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 4-10=(-9710) 808 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 8'- 8.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA __,� BC UNIF LL( 937.5)+DL( 350.0)= 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -760/ 9284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 9284V -2000/ 20008 5.50" 6.85 KDDF ( 625) nastaggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. \/�/ 9" oc inn 1 row(s) throughout 2x4 top chords, ,X\/X\ 6" o n 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-7 psf) uplift at 29 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.098" @ 3'- 10.2" Allowed - 0.438" MAX TL DEFL = -0.085" @ 3'- 10.2" Allowed - 0.583" SEASONED LUMBER IN DRY SERVICE CONDITIONS i MAX HORIZ. LL DEFL - -0.014" @ O'- 5.5" MAX HORIZ. TL DEFL = -0.024" @ 0'- 5.5" 1-00 7-08 1-00 'COND. 3: 2000.00 LBS SEISMIC LOAD. I 1-00 / /2-06-11 2-08-07 2-04-15 1-00 ) • Design conforms to m windforce-resisting 1 I ' 'f 1 system and componentsand cladding criteria. 12 12 Wind: 190 mph, h=20.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 P7 a 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-4x10 M-5x6 1 4 4 11 k __,_-.--'----'''-'''-'':---1--''--'----- ----I-,_,,,,,"_,---------'- - ' • I 1 To l 7 e 9 IO ><6 t 0 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 1 1 1 1 1 1 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 • 1 9-08 1 (:-.51/4021 PRores,• ANG I NEER X029 :9200PE r JOB NAME : RT AREA 4 FRENCH - EH1 .�/�g.! Scale: 0.5129 �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 174. ",OREGON/j �lV Truss: EH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 2.2x4 compression web bracing must be instaNed where shown+. incorporation otcempone^tis the responsibility of Me building designer. ulO �� 3.Additional construction temporary bracing to insure stability during 2.Design assumes the top and bottom chords to be laterally braced al la the responsibility of the erector.Additional permanent bracing of 2'on.antl at 10'o.c.respectively unleac braced Throughout their lengthby /O -a f �L continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). �A`�'�� p suchDATE: 10/10 2 018 the overall structure is the responsibility of the building designer. 3.Z.Impact bridging or lateral bracing required where shown++ C R SEQ.: K5 2 5 6 5 2 3 4.No load should be applied to any component until after al bracing and 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 trusses are to be used in a noncorrosive environment, TRANS ID' LINK design mads be applied to any component. and are ros"dry conealan'of gase. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2419 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in BM,copies of which will be furnished upon request. Ines coincide with joint center lines. 1 9.Digits indicate see of plate In inches. I MiTek USA,Inc./CompuTnts Software 7.6.8(1 L)-E t0.For basic connector plate design values see 6512-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 89 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 26 • TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.D PSF BEARING MAX VERT.. MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 45.0 PSF 0'- 0.0" -72/ 261V -21/ 79H 1.50" 0.42 KDDF ( 625) 0'- 11.2" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -90/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jt s:2,3,4 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 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 BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL= -0.001" @ 0'- 5.6" Allowed = 0.040" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 s MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" 12.00 MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design Conforms to main windforce-resisting • system and components and cladding criteria. '.� rl co Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, O • (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), I � load duration factor=l.6, 2 1 Truss designed for wind loads `ti in the plane of the truss only. f- rt O VA in o 1 o M-3x9 • p PROF J1-00 ' 1-00 1 <; c0IGINE$;"sill 2 ':' 89200PE 9P JOB NAME : RT AREA 4 FRENCH - EJ1 l� Scale: 1.1590 WARNINGS: GENERAL NOTES, unless otherwise noted: Q ^ CC t.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 �40 Truss: E Jl and Warnings before conatmction commences. building component.Applicability of design parameters and proper 2.NA compression web bracing must be installed where shown.. incorporation of component is the responsibility or the building designer. 2 �+ 3.Additional temporary bracing to insure siabilgy during construction 2.Design assumes the top and bottom chords to be laterally braced at <O '14 •` �'1F is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at ICY o.c.respectNaty unless braced throughout their length by DATE: 10/10/2018 the overall structure is the responsibility f the building de continuous sheathingingor such as plywood required sheathing(TC)and drywall(8C). M � �� p ry o g signer. 3.co Impact bor lateral bracing required where)and d• ��-/// S E Q.: KS 2 5 6 5 2 9 4.No loetl should be applied to any component until after all bredng and 5. 'laden of tin huslhhs are u bebulsed nthe no respective non-corrosive environment, fasteners are complete and at no time should any loads greater than Design assumes TRANS I D:• LINK design mads be applied to any component and are for condition-or use. 8. S CompuTms has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or castles if EXPIRES: 12-31-2019 mmma7 4 I. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OCtobe r 1 O h 2O 18 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in BCS1,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MTek USA,Ino./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 CORNER GIRDER SETBACK 1-0-0 FROM END WALL CHORDS: LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 24"oc 219 KDDF #1213TR TOP CHORD LL = 25psf TOP CHORD DL = lOpsf TOTAL LOAD = 35psf 12 8.49 12 • • M-3x6 • f it, , i ua I 0 f l y l 1-07-02 1-09-09 • °<�co PR04'.0 1 Co NGIN4.R /0 2 .1 :9200PE 9r JOB NAME : RT AREA 4 FRENCH — ER1 4111P''.'O Scale: 1.1951 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 9J A OREGON ate, �� Truss: ERI and Warnings before construction commences. building component.Applicability of design parameter:and proper (� Vs 2 204 compression web bradng 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 Me top and bottom chards to be latera o braced at /O Y 14, n� �F. is the responsibility of the erector.Additional permanent bracing of 7 0.0.and at 10'o.c.respectively unless braced throughout their length by 'i e V �.S�1 DATE: 10/10/2018 the overall structure is Me responsibility f the building deli continuous sheathing such as plywood sheathing(TC)and/or Orywall(BC). YV'1 p ly o g gner. 3.2a Impact bridging or lateral bracing required where shown v+ ��'�� SEQ.: K5256525 4.Nokadshould be applied toany component until after albracing and 4.Installation of truss is Meresponsibiltedmanrespective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for condition"of use. 5.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, p g,shipment and installation of components. 7.Design assumes adequate drainage is provided. O Ctobe r 1 O r 2O.1 1 8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. Wok USA,Inc./CompiTros Software 6.2.3(1 L)-Z 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-00-00 MONO HIP SETBACK 9-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR 19-00-00 GIRDER SUPPORTING 20-05-00 FROM 8-03-00 TO 19-00-00 1- 2-(-5172) 1150 1- 8-) -814) 3508 8- 2-) -642) 3268 11- 5=1-1672) 418 BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3-(-3508) 836 8-10-(-1486) 6590 8- 3=)-4966) 1020 5-12=1-1340) 902 WEBS: 2x9 KDDF STAND; 3- 4=(-6712) 1558 9-11=1 -44) 190 3-10=1 -980) 2898 12- 6=( -680) 3169 206 KDDF #2 A LOADING 9- 5-(-5779) 1366 11-12=1-1306) 5892 9-10=( -920) 2482 13- 6=( -194) 1572 LL - 25 PSF Ground Snow )Pg) 5- 6=(-5792) 1359 12-13=1 -856) 3742 10-11=(-1232) 5560 6-14=(-5792) 1392 • TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 9'- 0.0" V 6- 7=( -66) 82 13-19=1 -856) 3792 10- 9=( -622) 2734 19- 7=( -156) 106 BC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 75.0)+DL( 30.0)= 105.0 PLF 9'- 0.0" TO 19'- 0.0" V 11- 4=) -378) 200 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 0.0" V ________________ _ � BC UNIF LL( 230.2)+DL( 189.2)= 919.9 PLF 8'- 3.0" TO 19'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"0C DON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 40.0)= 190.0 LBS @ 9'- 0.0" 0'- 0.0" -893/ 3939V -88/ 150H 5.50" 6.29 KDDF ( 625) = ADDL: BC CONC LL+DL= 2297.0 LBS @ 7'- 9.5" 19'- 0.0" -1238/ 5383V 0/ OH 5.50" 8.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -/,- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. Attach 2 ply with 3"5.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL a 0.056" @ 7'- 5.8" Allowed 0.904" \^/ 9" oc in 1 row(s) throughout 2x9 top chords, MAX TL DEFL . -0.118" @ 7'- 5.8" Allowed = 1.206" /XVX\ 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 2 row(s) throughout 2x6 webs. PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR TO FABRICATION OF TRUSS. MAX HORIS. LL DEFL = -0.016" @ 18'- 8.5" MAX HORIZ. TL DEFL = 0.032" @ 18'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 3-11-11 6-00-05 1-10-02 7-02-14 T f j' T ' Wind: 190 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3-11-11 3-03-05 2-05-08 2-01-10 3-06-15 3-07-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (Fl40# ' ' f f . load duration factor=1.6, 12 12 End vertical(s) a exposed to wind, Truss designed fore wind loads 12.00 7 ''' :16.00 in the plane of the truss only. M-4x6 2 M-3x10 M-7x8 3 4 �� -- M-5x6 M-4x10 M-1.5x3 6 7 M - M • to IM-5x16 M-3 x8 , lob ) I- I g 1 IJl u1_ • U. , F 9 11 12 13 714 ,, M-5x10 M-4x12 M-3x6 M-1.5x3 M-4x8 MSHS-10x18+ l 1 92297# ,, 1 b l 3-10-04 3-07-08 2-04-08 2-03-06 3-03-07 3-03-07 l At' 19-00 0-01 0 PROF J, l l J. .'4 (51‘ Fs 1-0 y 7-03 11-10 b c.„. Co 6NGIN�F9 `r/O 2 19-01 �� :9200PE �x JOB NAME : RT AREA 4 FRENCH - FH1 4111111P.00 Scale: 0.2192 WARNINGS: GENERAL NOTES, unless otherwise noted: Q ^ Cr. 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 *ge w OREGON av- /'& 1. Truss: FH1 and Warnings before construction commences. building component.Applicability of design parameters and proper (� Vs 2.2x4 compression web braang must be installed where shown+. incorporation of component is the responsibility of the building designer. a O' �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be ly bated al d V 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 ,O l 1 /I1� DATE: 10/10/2018 the overall structure is the responsibility f the building desi continuous sheathing such as plywood sheat where s ownand/+drywall(BC). 4/ R R 11.A- SEQ.: `~ P h o g goer. 3.2x Impact bridging or lateral bracing required where shown++ K 5 2 5 6 5 2 6 4.No load should be applied to any component until alter al 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 are for"dry conditionor use. 8.Compu7rushasnocontroloverandassumesnoresponsibilityforthe 6.Oenecessary. segsn�assumes full bearing ataAsupports shown.Shim orwedge if EXPIRES: 12-31-2019 ry ` I p fabrication,handling,shipment and installation of components. 7.Design assumes adequate onborainage is provided. OC`ober IO,2018 6.This design Is Nmished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate s¢e of plate in inches. • MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector Gate design values see ESR-1311,ESR-1988(MiTek) ._ L This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 89 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-77) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -36/ 310V -33/ 101H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -89/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 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:2,3,9 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 1-11-11 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL - 0.004" @ 1'- 3.7" Allowed - 0.147" 12 MAX BC PANEL TL DEFL - 0.003" @ 1'- 7.7" Allowed - 0.206" MAX BC!PANEL TL DEFL - -0.003" @ 1'- 12.0" Allowed - 0.206" 12.00 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 3 -' MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 0 system and components and cladding criteria. (Wind: 140 mph, h=21.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. 1 M f N ol PliiiiillilliO O NEMOM 110--�4 - M-3x4 1 • l )' y 1-00 4-00 • .vs. pRpF�ss cos �NGINEF9 /0 2 - �� :9210P 9r JOB NAME : RT AREA 4 FRENCHFJ1 ��. � Scale: 0.6726 WARNINGS: GENERAL NOTES, unless otherwise noted: Iii O Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and is bran individual Truss: FJ1 and Warnings before construction commences. building component.Applicabiltlyofdesgnparameters and proper 94- A_OREGON "CC 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the reaponaibillly of the building designer. '7�j (� 3.Addbional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced Cr �O -7 fr 14 2. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 70'o.c.respectively unless braced throughout their length by Y f ✓ �Q continuous sheathing such as plywood sheathing(TC)and(or drywall(BC). MFR R �� DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.29 Impact bridging or lateral bracing required where shown.. ___��+/// SEQ.: K 55 2 5 655 2 7 4.No bed 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 lime should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design bads be applied m any component. end are for"dry tvllbn of use. 5.CompuTrus has no control over and assumes no responsibility lir themm 8.Design assumes full bearing at all suppods shown.Shim or wedge 8 EXPIRES: 12-31-2019 fabrication,handling, ssery. shipment and installation of h.co tseh b 7.Design assumes adequate drainage is provided. OCtOber 1 O,2O 18 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIAYrCA in SCSI,copies of which will be furnished upon request. fines coincide with joint center fines. 9.Digits indicate size of plate in inches. MTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 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) 84 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-106) 92 • 3-4=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= IZ"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 341V -55/ 149H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -80/ 141V 0/ OH 1.50" 0.18 KDDF ( 625) 4'- 0.0" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,5 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checkeyd for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ,1' ,l' MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 4 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" -,e MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.003" MAX TC PANEL LL DEFL = 0.034" @ 2'- 2.0" Allowed = 0.291" 12 MAX TC PANEL TL DEFL = 0.032" @ 2'- 2.0" Allowed = 0.437" 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" '1 MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" 6 Design Conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads min the plane of the truss only. o i Nlimmommommommommmili M-3x9 1 J' l y 1-00 4-00 ��ED PROFFss „_-4., -7•_. tiNGINEFA? /9 92��- T' JOB NAME : RT AREA 4 FRENCH - FJ2 ' ' Scale: 0.5521 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 Me parameters shown and is for an individual 74. 4 OREGON bN �zo Truss: FJ2 and Warnings before construction commences. building component.Applkabllihy of design parameters and proper 2.2x4 compression web bracing must be installed where shown 4. 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 <O 4k 14, �v v� is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1Q p.c.respectively unless braced throughout their length by e DATE: 10/10/2018 the overall structure is the responsibility t the building designer. 2x Impacts sheathing sten as plywood aired here s own+drywan(BC). 14/ RIO- SEQ.: I O- P b o 9 g 3.2x Impact bridging or lateral bracing required where shown++ C S E Q.: K5 2 5 6 5 2 8 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTmshas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessafabrication,handling, ry. + p edismeecantlIeslmiaionsf components. T.Ptassumesadedoneofeiorusisa OC•Ou@r O2O ° 8.This design is furnished subject to the limitations set forth by e.Plates shah be looted on both feces of truss,and placed so their center TPII0/1CA in BC SI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Diggs indicate sea of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.80 L)-E 10.For basic connector plate design values see ESR-131 t,ES12-1988(MiTek) 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/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 89 2-5=)0) 0 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3-(-301) 251 3-4-( -78) 50 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 325V -92/ 231H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -181/ 262V 0/ OH 1.50" 0.39 KDDF ( 625) 3'- 9.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -49/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Sts:2,3,5,4 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 9 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 DEFT, = 0.000" @ 0'- 0.0" Allowed = 0.002" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.003" MAX TC PANEL LL DEFL = 0.011" @ 1'- 8.7" Allowed = 0.291" MAX TC PANEL TL DEFL = 0.010" @ 1'- 8.7" Allowed = 0.937" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (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. ra f i ul V 7 5 1 1 M-3x4 y b b y '<(e PRpFFss 1-00 4-00 1-11-11 6NGINEFR 029 :9200PE v' JOB NAME : RT AREA 4 FRENCH - FJ3 Scale, 0.9568 L � •` WARNINGS: GENERAL NOTES, unless otherwise noted: � 1.Builder and erection contractor should be advised of all General Nates 1.This design la based only upon the parameters shown and is for an individual OREGON 4 4 Truss: FJ3 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2k4 compression web bracing must be installed where shown+. incorporation of component is the responablldy of Me building designer. �/ LI 20N�� 3.Additional temporary bracing to insure slabll8y auriig construction 2.Design assumes the top and bottom chords to be laterally braced at O -7)' 1 A is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and a1 f o'o.c.respectively unites braced throughout their length by 1 a'F` DATE: 10/10/2018 the overall structure is the responsibility f the building des' continuousxImsheathing or sten l bracing g red ear Jing(TC)annoy drywall(BC). �`R R 1 L� p ty o g poet. 3.2k Impact bridging or lateral plywo required where shown r d SEQ.: K5256529 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads 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.CompuTros has no control over and assumes no responsibility for the 6.Design assumes Ml bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. 7ry. .Design assumesadequatedrainageistruss, October 10,2018 6.This design is furnished subject to the limitations sal forth by 8.Plates shall be located on both(aces of truss,and placed so their center TPIIWTCA 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(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 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 i TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-160) 146 4-5=(-255) 239 4-1=(-149) 82 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -15) 7 1-5-(-200) 225 WEBS: 2x4 KDDF STAND 5-2=(-172) 160 LOADING TC LATERAL SUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -24/ 185V -99/ 1430 5.50" 0.30 KDDF ( 625) 3'- 10.5" -84/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) ** For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DECLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR LSPSF 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= 0.024" @ 1'- 8.7" Allowed = 0.358" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.0" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.0" 3-06-12 0-03-12 T T 1' 12 Design Conforms to main windforce-resisting system and components and cladding criteria. 8.00 Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 3 load duration factor=l.6, -/ End vertical(s) are exposed to wind, Truss designed for wind loads '. in the plane of the truss only. 4 11 N M-3x9 1 0 r m ,o Iiiii11111111111.- 1 O • 1 I A 4** ** 5 M-1.5x3 M-3x4 y y 3-10-08 � �ED PRQp „� tiNGI NFFR /"29 89200PE r JOB NAME : RT AREA 4 FRENCH - FJ4 iJr,,9= Scale: 0.4806 WARNINGS: GENERAL NOTES, unlessotherwise 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 -y OREGON �� Truss: FJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper / �0�� 2.2x4 compression web bracing must be iodated where shown*. incorporation of component k the responsibility of the building designer. v ,I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at �O T A is the responsibility of the erector.Additional permanent bracing of 2'u.c.and al 10'o.c.respectively unless braced throughout their length by '# DATE: 10/10/2018 the overall structure is the responsibility f the buildingcontinuous sheathing such as plywood aired ng(TC)ownand/4 tlrywall(BC). M�n �� Spon Ity o designer. 3.2x Impact bridging or lateral bracing required where shown** SEQ.: K5256530 4.No bad should be applied to ens component until after all braoeg end 4. llationoftrut asherresponsiuli�tlOttherespective e anrnct. fasteners are complete and at no time should any loads greater than Design assumes in TRANS ID: LINK design bads be applied to any component. and are for"dry condition.of use. s.campurnahas necontrol over and assumes noreepon:bgM arine 6.Design assumes full bearing at ansuppodsshown.Shim orwedge if EXPIRES: 12-31-2019 y. fabrication,handling, necew shipmentdu to installation of components. 0.Plates assumes adequate drainage is rusOctober 10,2018 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 TPIWI'CA in BOB,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs 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(Weir) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 129 5-6=(-259) 296 5-2=(-403) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-166) 199 2-6=(-205) 227 WEBS: 2x4 KDDF STAND 3-9=( -15) 7 6-3=(-170) 169 LOADING TC LATERAL SUPPORT C= 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: 18.0" 0.0" 0'- 0.0" -39/ 990V -109/ 163H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -85/ 213V 0/ OH 5.50" 0.39 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ -1'- 6.D" Allowed 0.150" MAX TL DEFL = -0.010" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.026" @ 2'- 0.9" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.026" @ 2'- 0.9" Allowed = 0.373" 3-08-04 0-03-12 I 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" 8.00 177 M-1.5x3 q 3 Design conforms to main windforce-resisting system and components and cladding criteria. A Wind: 190 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticale s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. u- M-3x4 1 M m z 0 f � I 7-- o 0 I 5�� 6 M-1.5x3 M-3x4 ,k l y 1-06 4-00 ri(r,• p PRpF�CssNGINEF9 /o29200PE rr JOB NAME : RT AREA 4 FRENCH - FJ5 . 411P :.... Scale: 0.5170 i % -� WARNINGS: GENERAL NOTES, unless otherwise noted1. Cr IBuilder 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 -74. A_OREGON t, �� . Truss: FJ5 and Warnings before construction commences. building component.Applicability of designincorporatparameters and proper a7 2.2x4 compression web bracing must be installed where shown+, OREGON of component is the responsibility of the building designer. (� mction 2.Design assumes the top and bottom chortle to be laterally braced at 3.Additional temporary bracing to insure stability during const �+ 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 ,O 4 . i 4 2,!a continuous sheathing such as plywood sheathing(TC)and/or drywell(SC). NI DATE: 10/10/2018 the overall structure is the responsibility of the building designs, 3.2x Impact bridging or Federal bracing required where shown++ )� � 0- SEQ.: K5 2 5 6 5 31 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTms 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. ssery. 7.Design assumes adequate borainageisprovided. October 10,2018 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces Mtruss,and placed so their center TPIIWICA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. Mflek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESI9.131 t,ESR-1988(MiTek) This sttsign prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 9-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"ac 2X9 KDDF 616BTR TOP CHORD LL = 25psf TOP CHORD DL = lOpsf TOTAL LOAD = 35psf 12 M-5x8 8.48 17 #111".61M-3x6 PROVIDE SUPPORT @ 48" O.C. AND AT END 6-02-06 M-3x6 I, I, M-3x6 • M-3x8 " ,,_ WiA 0 to ddirr o c�t° PIROFFs y 1-07-12 y 4-11-06 y :a 04GINEFR cS/029 . . 89200PE 1-- JOB JOB NAME : RT AREA 4 FRENCH — FR1 Scale: D.5287 4� ".i — 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 OREGONt. �� Truss: FR1 and warnings before construction commences. building component.Applicabllm 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. 11 �� • 3.Additional hem bracing to insure stability Buri construction 2.Design assumes the top and bottom chortle to be laterally braced at / i• temporary g y co T o.c.and at f 0'o.c.respecdvey unless braced throughout their length by /O e_ a is the reaponsibiliry of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(8C). /gI�'1 ` DATE: 10/10/2018 the overall structure is the responsibiNy of the building designer. 3.2x Impact bridging or lateral bracing required where shown e e €R R'`y SEQ.: K5 2 5 6 5 3 2 4.No load should be applied to any component until after all bracing and 4.DesignIlatlon of truss is the are oto bebilllitytl ty of the in a respectivenon-corrosive ntraconrmenl, fasteners are complete and at no See should any loads5.greater than assumes trusses • and are car"dry condition'of use. TRANS I D: LINK assign loads be applied to any component. s.compaTm:has control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 awry. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request. Ines coincide WON joint center lines. - 9.Digits indicate sive of plate in inches. MiTek USA,Inc./CompuTlus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • SII 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=( O) 84 2-9-(0) 0 ` BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.09 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 99V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 1-11-11 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed - 0.100" ,rMAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS • • 12.00 17 '. 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. '' Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 cv M f O o I 9�� i M-3x4 L • ,1 ), ,L • 1-00 2-00 • • • ��EO PRop �� GINEF9 /o'L ...._-.4./ :9 2 0 0 P E 9I • • JOB NAME : RT AREA 4 FRENCH - FSJl ....,•05-0. :. Scale: 0.6726 �.•. WARNINGS: GENERAL NOTES, unless otherwise noted: O Q"`' Truss: FSJ1 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual ! -yG 4"OREGON mit,` 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be lelerally braced at <0 9 y 4 2-°\ �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unless braced throughout[heir length by 1 w DATE: 10/10/2018 the overall structure is Me responsibility of the building tlesigner. 2 Imp continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A {/V1 3.25 Impact bridging or lateral bracing required where shown++ C R'1- v SEQ.: K52 5 6 5 3 3 4.No bait should be applied to any component until atter all bracing and 4.Installation of truss is the responsibiely 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 og a dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al al supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 7.Designassumes adequate drainage is provided. October 10,2018 Plates 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 TPVW fCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. R Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Sofhvare 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 12'— 1.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 IF 2900F LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF hl&BTA SPACED 29.0" O.C. Ir OND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x4 KDDF STAND; Design Conforms to main windforce—resisting 2x4 KDDF Wl&BTR A LOADING • LL( 25.0)+DL( 10.0) ON TOP CHORD 35.0 PSF system and components and cladding criteria. • TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL 25 PSF Ground Snow (Pg) load duration factor=l.6, g End vertical(s) are exposed to wind, M-1.5x9 orequal at non—structural Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL n the plane of the truss only. vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. JI 6-04-02 5-08-19 T T T 12 8.00 M-1.5x3 9 —/ 1 M-3x6 3 #411I u3 0 I co til rel 2Ad Loo I M-155x3 M—ix6 M-3x4 l b ). 6-02-06 5 10-10 � G`0 PR O FC s y y y �.� NGINEF s 1-06 12-01 , q o2 9 :9200PE f JOB NAME : RT AREA 4 FRENCH — FWA Scale: 0.3070 WARNINGS, GENERAL NOTES unless otherwise noted. ' I O Cr 1.Builder and erection contractor should be advised of all General Notes 1.This is based only upon the parameters shown and is for an individual '72." 4 OREGON �� Truss: FWA and Warnings before construction cemmences, building component.Applicability of design parameters and proper 4( 2.204 compression web bracing must be metaled where shown., incorporation of component r the responsibility of building designer. nod � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �O A ! 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 Y /•S DATE: 10/10/2018 the overall structure is the responsibility of building designer. continuous0Impactsheathing such as brplyacing re aired where s swnand/.r arywau(ec). NV pny ci component o g gawp 3.In boil Crus is lateral praang reqbility uired the shown t a L7'LV, SEQ.: KS256534 4.Noloadseraohould mbe leteantotnountil gN reater thend 4.Design trussesufesrisnesaretobeuseoftherespectivecoenactor. 1� fasteners are complete and at no time should any loads greater than 5.Design assumes Indio are to be used in anon-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for condition"of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the d 6.Design assumes NllbeanngataNsuppodsshown.Shim orwedge if EXPIRES: 12-31-2019 ry. 4 I,� p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October.fer 1 O,2O.1 1$ 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(W7CA in BCSI,copies of which will be furnished upon request. lines caindde with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrss Software 7.6.8(1L)-E IN.For basic connector plate design values see ENR-1311,ESR-1988(MiTek) • • • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 5.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 rOND. 3: 150.00 PLF SEISMIC LOAD. I BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND; Design conforms to main windforce—resisting 2x9 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=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD — 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(01r), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.504 or equal at non—structural P Truss designed for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 7-01-01 13-03-15 T '1 T 7-01-01 6-07-06 6-08-09 4 T T 4 12 12 8.00 ))N-9x9 'c]8.00 9.0" 2 ,(o( Iii. M-3x6 M-3x6 • M-7x8 r- A1010.61 o1 00 N iii ill ,_, il \i„' _Til sM-ix8 0.25" B M-3x5 M-5x6(S) M-3x5 eQ;ED PNOFFsy y GsF / 7-01-01 6-09-02 6-06-13 Ai� DA- 9y y c'za os 4 :9200PE r JOB NAME : RT AREA 4 FRENCH — FWB ��.. Scale: 0.1783 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 y A_OREGON A_ k� Truss: FWB and Warnings before construction commences. building component.Applicability of design parameters and proper -a' N 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the buy bra designer. (� 3.Additional temporary bracing to insure stabiltiy during construction 2.Design assumes the top and bottom chords to be laterally braced at < I y 14 2.° is the responsibiley of the erecter.Additional permanent bracing of 2'continuous and a110'0.0.respectively unless braced throughout their length by Y /s DATE: 10/10/2018 the overall structure is the res onsibi f the buidin desi sheathinginsuchrl bs aciplyng red Mee s ownand/+r drywall(BC). �/�A ��`� p RY° g designer. 3.2x Impact bridging or lateral bracing required where shown++ C SEQ.: K5 2 5 6 5 3 5 4.No load should be applied to any component a til after greater ng and 4.Installation of In is the responaibiay of the non-corrosive 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, design bads be applied to any component. and arefar"drycondition'of use. EXPIRES: 12-31-2019 TRANS I D: LINK 6.Design assumes full bearing at all supports shown.shim or wedge if 6.CompuTrus has no control over and assumes no responsibility tor the nemmiry. fabdcetion,handling,shipment and installation of components. '.Pltesshallbassumes ctedon drainageistruss,d. October 10,2018 6.This design le tmishetl subject to the limitations set forth by e.Plates shah 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 sae of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see E5R-1311,ESR-1988(MiTek) • • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 - BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND NOTE:Design assumes moisture content does ' LOADING not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+01( 10.0) ON TOP CHORD = 35.0 PIP BC LATERAL SUPPORT <= 12"OC. VON. 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 POP Ground Snow (Pg) Wind: 190 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DirI, 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 complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP in the plane of the truss only. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous 3-09-09 0-03-12 bearing wall for entire span VON. T T T 12 8.00 p M-1.5x3 4 IIIIIIile 1 M-3x4 1 m 0 0 v 2 , a / �O N o 1111111111111111..- GM R IBM 5 6 7 M-3x4 M-1.5x3 J• 1-06 l y 4-00 ��R`V° PROF&.. �� 01 GINE ,.,6>/029 89200PE % JOB NAME : RT AREA 4 FRENCH — FWC Scale: 0.5067 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an indsidual -gL 41 OREGON lei Truss: FWC and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown o. incorporation of component k the responsibility of the building designer. A 2O0ss �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bosom cholla to be laterally braced a1 �O •l' 14 VV 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 DATE: 10/10/2018 the overall structure Is Mares biliofme building desi continuous sheathing such as plywood sheathing(TC)wheres and/or drywell(BC). `�, responsibility g gner. 3.2x Impact bridging or lateral bracing required shown+a FR R i�'" SEQ.: K5 2 5 6 5 3 6 4.No load should be applied to any component until after all bracing and 4.Installation or buss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design mads be appliedtoany oomponeu. and are for"dry condition"aruse. 5.CompuTrus has rwcontrol over and assumes noresponsibility for the necessary.6.Design ssumesfull bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 ry 'October r� I p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. OCtOIJ1O,ZO18 6.This design W furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP Wg1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size or plate in inches. • MiTek USA,IncJCompuTrus Software♦7.6.9(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(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 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR 10-00-00 GIRDER SUPPORTING 3-06-00 1- 2-(-900) 212 1- 6=(-1902) 1779 6- 2=(-187) 556 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3-1-542) 121 6- 7=( -760) 1466 6- 3=(-863) 492 WEBS: 204 KDDF STAND 3- 4=(-542) 121 7- 8=( -760) 1466 7- 3=) 0) 178 LOADING 4- 5=(-900) 212 8- 5=(-1402) 1779 3- 8=(-863) 992 TC LATERAL SUPPORT <- 12"OC. UON. LL - 25 PSF Ground Snow (Pg) 8- 4=(-187) 556 BC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LLI 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 2'- 0.0" V TC UNIF LL) 50.0)+DL( 20.0)- 70.0 PLF 2'- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 8'- 0.0" TO 10'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 209 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -110/ 761V -2000/ 200019 5.50" 1.22 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 18.8)+DL( 15.0)- 33.8 PLF 0'- 0.0" TO 10'- 0.0" V 10'- 0.0" -110/ 761V -2000/ 20006 5.50" 1.22 KDDF ( 625) TC CONC LL( 16.7)+DL( 6.7)- 23.3 LBS @ 2'- 0.0" TC CONC LL( 16.7)+DL( 6.7)- 23.3 LBS @ B'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL - -0.013" @ 5'- 0.0" Allowed = 0.454" MAX TL DEFL - -0.020" @ 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" • 1-11-11 6-00-10 1-11-11 IC OND. 3: 2000.00 LBS SEISMIC LOAD. i Design conforms to marwindforce-resisting 1-11-11 3-00-05 3-00-05 1-11-11 system and components and cladding criteria. 4 423.30# T 423.304 1' 12 12 '.Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 7 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 M-9x6 2 M-3x8 •i 1000....m 3 • , AldllATAIIIIIilliklL 0 of I 1 eiN 6 7 8 0�5 I O o M-3x4 M-3x4 M-1.5x3 M-3x4 M-3x4 • • • l ) ) ) l 1-10-04 3-01-12 3-01-12 1-10-04 l y • 10-00 \��cQ,VD NGP13� �0.0 c� 9 ,y I�� :9200PE T'c- JOB NAME : RT AREA 4 FRENCH - GH1 lliOF�� --. Scale: 0.9760 WARNINGS: GENERAL NOTES, unless otherwise noted: fl 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 t„ �lV Truss: GH 1 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. �(�� I 3.Additional temporary bracing to insure stably during construction 2.Design assumes the lop and bottom chords to be laterally braced at 14 V is the responsibility of the 2tedor.Additional permanent bracing of 2'a.c.and at 10'o.c.respectively unless braced throughout their len&W /O T 1 continuous sheathing or later as plywood required where s and/or drywall(BC). MER R I 0- SEQ.: DATE: 10/10/2018 the overall structure is the responsibilty of the building designer. 3.2x Impact bridging or lateral bradng d she tl where shown«+ C K5 2 5 6 5 3 7 4.No load should be applied to any component until after al bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK dedgn bads be applied to any component. and are for ary conagion oruae. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necefabrication,handling,shipmentponen scary fabrication, and installation of coca ts. 7.Design assumes adequate drainage is provided. October 10,2018 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 TPIIWOCA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Diggs indicate see of plate in inches. MITA USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) ' This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 84 2-4=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 45.0 PSF 0'- 0.0" -514,, 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL - 25 POE Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3J BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DCI'LECTION LIMITS: LL=L/290, TL-L/180 1-11-11 MAX LL DEFL= 0.003" @ -1'- 0.0" Allowed - 0.100" / MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" '' MAX TC PANEL LL DEFL= -0.002" @ 1'- 2.9" Allowed = 0.147" MAX TC PANEL TL DEFL= -0.002" @ 1'- 2.9" Allowed = 0.220" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX BORIS. 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. i' Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /4 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. +3-, 0 cv m /- . l N111111111111111111 0 I 4 W= M-3x4 1 • l 1 l 1-00 2-00 .CN., t.)0 PROFFss ,„_-.4.1 ONGINEFR /�29 89200PE r JOB NAME : RT AREA 4 FRENCH - GJ1 14110P,e- Scale: 0.6726 • WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr t.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and ie for an individual 7, OREGON �� Truss: GJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component re the responsibilitydto of the building designer. 20� �� 3.Additional temporary bracing to insure so bllity during construction 2.Design assumes the top and bottom chortle be laterally braced at is me responsibility of the erector.Additional permanent bracing of 7 o.c.and at t0 o.c.respectively unless braced throughout their length by /O 4 ae NI DATE: 10/10/2018 the overall structure is the responsibility t the buildingdesigner. continuous sheathing such as acing rplywooequired uir et where s and/or drywall(BC). R R 1 •_s_ P ty o 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K5 2 5 6 5 3 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. • fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design mads be applied to any component. and are for"dry condition"of use. 5.CampuTmshas nocontrol over and assumes noresponsibility 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. 7.Design assumes adequate drainage isprovided.usOCtobe r 1 O,2O 18 t 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 TPl TCA 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,Int./CornpuTrus Software 7.6.8(10-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 4WR/DDF/Cq=1.00 • TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-9-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-115) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LII 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -38/ 343V -61/ 161H 5.50" 0.55 KDDF ( 625) -16/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -80/ 117V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONS. 2:j Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 12 12.00 7 0 Design conforms to mar windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (ASS 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. 4 111011.1 M-3x4 • �EpPR0FF 1-00 2-00 ' 1-11-11 y 'I,.I 0NGINE$;9 • �� :9200PE 9r JOB NAME : RT AREA 4 FRENCH - GJ2 ��;; • Scale: 0.5807 WARNINGS: GENERAL NOTES, unless otherwise noted: ct- 1.Builder and erection contractor should be advised of all General Notes 1.The design s based only upon the parameters shown and Is for an individual 4,OREGON D„ 4.0 Truss: GJ2 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 me building designer. 2. �� 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.Additional permanent bracing of 7 o.c.and at 1a o.c.respectively unless braced throughout their length by ,O k 141 continuous shgingl or such erSsaeing whereC)andror tlrywall(BC). � �'�� DATE: 10/10/2 018 the overall structure is the responsibiliH of the building designer. 3.2x Impact bsheathg or lateral bracingplywoodrequired sheathing(TC) he where shown++ SEQ.: K52 5 6 5 3 9 4.Na load should be applied to any component until alter al bracing and 4.Instellalion dews 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, assign loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibilinece ty for the EXPIRES: 12-31-2019 fabrication,handling, ssery shipment and installation of components. 7.Design assumes adequate drainage is provided. OCtObe r 1 O r 2O 1 8 6.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center TP WvrCA in SCSI,copies of which will be furnished upon request. lines colnude with joint center lines. MiTek USA,IncJCom uTrus Software 7.6.8 1 L-E 9.Diggs indicate sloe of plate in Inches. P ( I 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 6-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"oc 2X9 KDDF 61&BTR TOP CHORD LL = 25psf TOP CHORD DL = lOpsf TOTAL LOAD = 35psf 12 8.49 7 M-5x8 404.01 M-3x6 PROVIDE SUPPORT @ 48" O.C. AND AT END 4-02-03 M-3x8 PI0 I /ME o igillir 0 ,iktD PRO J., y y NGINFF'1 /�(. �1-o7-oz 2-09-I5 � �.,S :9200PE % JOB NAME : RT AREA 4 FRENCH — GR1 ..„...0005.0.-.r • Scale: 0.7726 •�,.•• WARNINGS: GENERAL NOTES, unless etherwlee 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 bran individual -7, 4,OREGON D„ �1c, Truss: GR1 and Warnings before construction commences. building component.Appilcebtlay of design parameters and proper 2.2x4 compression web bracing mull be installed where shown+. incorporation of component s the responsibility of the building designer. 2 �� 3.Additional temporary bating to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at lO Y 14 V is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by ,O AN. : 10/10/2018 the overall structure is the responsibility f the building desi continuous sheathing or such ea plywood aired here s ownancV•drywall(BC). �CR RIO- SEQ.: r' ) sponei tyo g goer. 3.2x Impact bridging or ileal bracing required where shown++ `K5256540 4.No load should be applied to any component until after all bracing and 4.Installation llation of truss is the ares eto bebillliydbthe hnonodrove non-corrosive tor. fasteners are complete and at no time should any bads greater than Design assumes TRANS I D• LINK design bads be applied to any component. and are ler"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the necessary.8.Design ssumeslull beatlngetalsupports shown.Shimorwedge if EXPIRES: 12-31-2019 ryp febdceticn,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. October 10,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNMCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sea of plate in inches. MiTek USA,Ino./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) L • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 FROM 4-00-00 TO 12-01-00 Ali IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 • TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2439) 390 1-6=(-380) 1889 6-2=( -152) 1197 BC: 2x6 KDDF #1&BTR 2-3=(-1267) 215 6-7=(-376) 1863 2-7=(-1128) 236 WEBS: 2x9 KDDF STAND; LOADING 3-9=( -206) 228 7-8=(-212) 925 7-3=( -283) 1817 2x9 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 9-5=( -15) 7 3-8=(-1708) 338 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-9-) -209) 176 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 193.8)+DL( 135.0)= 278.8 PLF 4'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 759.0 LBS 9 3'- 0.0" 0'- 0.0" -299/ 1799V -199/ 301H 5.50" 2.88 KDDF ( 625) Single member as shown. 12'- 1.0" -385/ 2139V 0/ OH 5.50" 3.91 KDDF ( 625) Hangers attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL will have 1.5" max. nail penetration. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans 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 = 0.029" @ 4'- 3.7" Allowed = 0.558" MAX TL DEFL = -0.056" @ 4'- 3.7" Allowed = 0.749" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-05-07 3-08-15 3-06-15 0-03-12 MAX HORIZ. LL DEFL = -0.007" @ 11'- 7.5" '1 '' 'i' 'I' MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" 12 M-1.5x3 8.0017 5 Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads i A in the plane of the truss only. N • 0 03 • • 1t !� ® ® in 1-_- 6 7 *. 8 O M-5x10 M-3x8 :=M-6x6 M-6x8 1 ♦7s4# b 1 J' 4-03-11 3-07-03 4-02-03 CdED P R O4s y 12-01 y 44c��4 ,`AGINEFq si02 • ct :9200PE 9r JOB NAME : RT AREA 4 FRENCH - HGIRD ; 4111111V/� � Scale: 0.3115 `4r ' WARNINGS: GENERAL NOTES, unless otherwise noted: • 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and ie for an individual • '9� w OREGON a�� Truss: HGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper (j Vs 2.2a4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building tleslgner. i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al <0 9 k y no �.F is the responsibility of the erecter.Additional permanent bracing of 2'a.c.and al 10'o.c.respectively unless braced throughout their length by 1 a ✓ ^ 1 DATE: 10/10/2018 the overall structure is the te bitl of building desi continuousg aterlbaeing rh as equired where sown) 4r drywall(BC). NV spcomponent o g hacin 4.Installation e Impact bodging or the responsibility praCng ry of the where shown t a ��[]'10 SEQ.: x 5 2 5 6 5 91 4.No load should be applied to at any comp hould until loadsafteal bracing and 4.and ar i or"dryof trussesss ion"of onaroiliry in a non-corrosive respective contractor. IR fasteners are complete and at no time should any greater than 5.Design assumes are to be used in a non<urrosive environment, tleSgn loads be applied to any component. sant are for"dry condition"of use. TRANS ID: LINK 6.Des fug bearing at al supports shown.shim or wed r 5.compuTrus has na control over and assumes na responsibility far the ren assumes g ppo wedge EXPIRES: 12-31-2019 hi ssary. febrketion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/AICA 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(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 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=(-521) 255 5-6s(-415) 921 5-1=(-872) 329 3-7=(-202) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-573) 304 6-7w(-159) 562 1-6=(-164) 600 7-4=(-120) 650 WEBS: 2x9 KDDF STAND; 3-4=(-709) 182 7-8a( -68) 90 6-2=(-119) 191 4-8=(-865) 246 2x9 KDDF #1&BTR A LOADING 6-3=(-910) 255 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -193/ 997# -929/ 341H 5.50" 1.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -143/ 91996 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 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ 13'- 9.4" Allowed = 0.975" MAX TC PANEL TL DEFL = 0.095" @ 9'- 11.0" Allowed = 0.763" 7-01-01 13-03-15 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' 1 1' 7-01-01 6-07-06 6-08-09 MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.2" ,r .' ,r f MAX HORIZ. TL DEFL = 0.007" @ 20'- 3.2" 12 12 8.00 IIM-4x4 ' 6 0O Design Conforms to main windforce-resisting 9.0" system and components and cladding criteria. 2 Wind: 140 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 0 (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-3x91 M-3x9 f • M-3x4 11111111111 :041111111111 •)•:. -,0 co i i /- LmmummommmmmimmUmmommmmmmommmeimmimummmmmommli --/B *M-1.5x3 M-3x8 0.25" M-1.5x3 M-Sx615> y y l J. CEO PROPFs 7-01-01 6-09-02 6-06-13 GINE� s /� 0 2y y 20-05 Q :9200PE r JOB NAME : RT AREA 4 FRENCH - I1S AP •V Scale: 0.1979 ..- WARNINGS: GENERAL NOTES, unless otherwise noted. in 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 "Pie OREGON t �(0 Truss: I 1 S and Warnings before construction commences. building component.Applicability of design parameters and proper 2.284 compression web bracing must be installed where shown+. incorporation of component re the responsibility of the building designer. ,O Al}' �O� 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at 7/ 14 ^ 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4I R 110- DATE: 10/1°/2°18 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ j` SEQ. : K5 2 5 6 5 4 2 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 man 5.Design assumes trusses are to be used in a noncorrosive environment. and TRANS ID: LINK design baits be applied to any component. 6 Design assumes for"dry condition" of bt ail supports shown.scam arwed err 5.CompuTmahas no control over and assumes noresponsibility for thenecessa eaamea g. ppo g EXPIRES: 12-31-2019 Y. Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,2018 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 TPUWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sbe 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) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 ' TC: 2x9 KDDF 916005 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 9' 2-10=(-289) 1999 10- 3=( 0) 266 14- 7=(-992) 168 BC: 2x9 RIDE' #1&BTR SPACED 29.0" O.C. 2- 3=(-2976) 40: 10-11=(-291) 1997 3-11=(-345) 109 7-15=( 0) 301 WEBS: 259 KDDF STAND 3- 9=(-2068) 39 12-13-) -9) 20 9-11=(-473) 280 LOADING 4- 5=1-2104) 57: 13-14=(-235) 1992 12-11=( 0) 98 TC LATERAL SUPPORT <- 12"01. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 5- 6=(-1983) 93: 19-15-1-299) 1891 11-13-(-166) 1191 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-1940) 90' 15- 8=1-292) 1893 11- 5-(-299) 1117 TOTAL LOAD = 95.0 PSF 7- 8=(-2954) 91- 13- 5=(-157) 679 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 9' 13- 6-(-794) 259 LL - 25 PSF Ground Snow (Pg) 6-19-) -31) 980 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. 0'- 0.0" -263/ 1895V -326/ 328H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -267/ 1895V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2::Design checked for net)-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed = 1.809" 17-06-15 19-05-01 MAX TL DEFL = -0.173" @ 11'- 3.5" Allowed = 2.906" .r f f MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.150" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 MAX TL DEFL = -0.019" @ 38'- 6.0" Allowed = 0.200" f f f f f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" 8.0017 M-6x8 ' 8 OO MAX BORIZ. TL DEFL = 0.062" @ 36'- 6.5" 6.0" 5 '(-.7r Design conforms to main windforce-resisting N system and components and cladding criteria. Wind: 190 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=1.6, M-1.5x3 y Truss designed for wind loads in the plane of the truss only. M-5x6 M-5x8(5) 0.25" 3 0.25" 0 I An P4: 0 1 to I 11 _- M to M-3x6 M-1.5x3 i^0- IIII I II 12 13 19 15 - . p M-5x8 M-3x8 0.25" M-1.5x3 =m-4x4 I M-1.5x3 M-5x6(5) 1, 1, 1, 1 , 1 . ��R,ti0 PROF4ss 5-09-04 5-07-04 6-02-07 5-09-06 6-07-01 7-00-10 1 b 1 y y 0AGINEF'9 .6 1-06 11-02-12 25-09-04 1-06 2 J• 37-00 C. :9200PE 9r' JOB NAME : RT AREA 4 FRENCH - I2 .�/��Cp-.� Scale: 0.1982 �I' WARNINGS: GENERAL NOTES, unless otherwise noted' O Cr t.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 G M Truss: I2 and Warnings before construction commences. building component.Applicability or design parameters and proper �4. 4,OREGON �� 2.204 compression web bracing mull be installed where shown+. incorporation of component is the responsibility of the building designer. -!7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1Q 9 y 14, 2O is the responsibility of the erector.Additional permanent bracing of 7 0.0.and at 10,o.c.respectively unless braced throughout their length by /A Y a ,a DATE: 10/10/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as acing rplywooequired uired here s end/or tlrywell(BC). `R R I��NV 3.2xImpactof truss Is thlaterelponsibity of the respe showo++ SEQ.: KS 2 5 6 5 4 3 4.No loadene should bem applied d any component until load all bracing and 4.Design Installation assumes trusses Is the responsibility use of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be need w a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for dry conagwn°ulnae. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes lull bearing et all supports shown.Beim or wedge if EXPIRES: 12-31-2019 fabrication,handlin necessary. p g,shipment antl inslallalwn of components. 7.Design assumes adequate drainage Is provided. October 10,201 O 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WfCA in SCSI,copies of which will be/umished upon request. lines coincide with joint center lines. Welt USA,Inc./Com olrus Software 7.6.8 1 L E 9.Diggs indicate s¢e of plate in inches. P ( F 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • r 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x9 KDDF #1&BTR SPACED 29.0" D.C. 2- 3=(-2007) 910 8- 9=(-277) 1855 2- 9=(-300) 129 5-12=( -38) 957 WEBS: 2x9 KDDF STAND; 3- 9=(-2044) 586 10-11=( -3) 20 3- 9=(-472) 282 12- 6=(-453) 181 2x6 KDDF STAND A LOADING 9- 5=(-1497) 437 11-12=(-229) 1951 10- 9=7 0) 99 6-13=( 0) 299 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIF 5- 6=(-1889) 910 12-13=(-282) 1808 9-11=(-162) 1103 • TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2378) 903 13- 7=(-280) 1810 9- 4=(-304) 1078 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PST 11- 4=(-153) 661 LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ++ For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1693V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(5) 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/240, TL=L/180 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed = 1.779" MAX TL DEFL = -0.161" @ 11'- 0.5" Allowed = 2.372" 17-03-15 19-02-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS f '1 1' MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" 5-08 5-05-08 6-00-11 5-07-10 A 6-08-13 6-11-06 MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" 12 12 Design conforms to main windforce-resisting 8.00 IIM-6x6 ' 8.00 system and components and cladding criteria. 6.0" 4 Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, IiNV` (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-3x9 M-1.5x3 3 ippop M-5x6(5) M-5x6(S) 0.25" 2 0.25" w NsssssssM r , ` e,e 1.1111611 M-4x6 m 00 1.+ 8 I q�� M-5x6 M-1.5x3 w - - �,' t o M-5x8 M-3x8 0.25" M-1.5x3 *� 7 I 0 M-1.5x3 M-5x6(S) y Jr Jr y Jr ir J• X0,0 PROP 5-06-04 5-07-04 y 6-02-07 5-09-06 6-07-01 6-09-10 y 'N c / Jr 10-11-12 25-06-04 y �� ANG F9 O,L 36-06 Ct' , • 89200PE �r JOB NAME : RT AREA 4 FRENCH - I3 41'/ � Scale: 0.1636 �'' �� 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 ,e OREGON t. �� • Truss: 13 and Wamings before construction mmmences. building component.Applicability of design parameters and proper %+ 2.2x4 compression web biasing must be installed where shown+,• incorporation of component re the responsibility of the building designer. I 1,, 2 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at dO ) 14 0 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 t DATE: 10/10/2018 the overall structure is the responsibility of building designer. continuous sheathing such as plywood she required whereC)and/or drywall(BC). F'R R 1�� p ry o g goer. 3.2x Impact bsheath or lateral brasingdshe where shown++ • ment, SEQ. : K5256544 4.No load should be applied to any component until after all bracing and 4.IIntallationoftruss issthe ereetosibikty flhnrespective evoeennroconr. fasteners are complete and at no time should any loads greater than Design assumes be in a TRANS ID• LINK Cetgn loads be applied to any component. alders for"dry condition"of use. 5.CampuTras 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. ` L� p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is trovied. OCLO UP.r Q,2� • 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,antl placed so Meir center • TPIINRCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. • MTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mitek) • i This design prepared from computer input by 11 Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.5" [COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 DF 2900F LOAD DURATION INCREASE = 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #15BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND Design conforms to main windforce—resisting LOADING system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF Wind: 190 mph, h=25.7ft, 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=l.6, M-1.5/94 or equal at non—structural LL 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 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 specifications. BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 17-06-15 19-05-01 4 T 4 8-04-08 9-02-07 5-10-01 6-00 7-07 T T T . 1' 1' 12 12 8.00 F7 IIM-4x4 ' 8.o0 4.0" 9 .}-+i 114 10 41!IIIIIIIII1IIIIIJILN Ili III M�Sx6 M-9x10 M-5 10 �8(S)5„ M-3x6 M-112 35x3 M9x10 PROFFs J. y y y y ..I' �� GINE sio� 8-01 9-05-15 6-01-09 5-10-09 7-05-09 1' 1 k 4 :9200PE x' 1-06 37-00 JOB NAME : RT AREA 4 FRENCH — IFW Seale: 0.1982 a�� __` WARNINGS: GENERAL NOTES, unless otherwise noted: Q Q' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based Dory upon the parameters shown and is for an individual 74. 4 O REGO N bE pi .Truss: IFW and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing mutt 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 /O y 14 do P-�. is the reaponslbilly of the erector.Additional permanent bracing of 2'tic.and at 10•o.c.respectively unless braced throughout their kngm by ^ 1 DATE: 10/10/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood shealhing(TC)anwor drywall(BC). A. NV 3.2s Impact bridging or lateral bradng required where shown++ R R I L\- S E Q.: K5 2 5 6 5 4 5 4.No bad should be applied to any component until after dbracing and 4.Installation of truss is the responsibility of the respective contractor. g fasteners are complete and at no time should any loads greater than R.Design assumes trusses arere is to be used In a non-corrosive environment, TRANS I D• 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 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. Seery. 7.Design assumes adequate drainage is provided. October 10,2018 6.This design is famished subpct to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate she of plate in inches. • MiTek USA,Ina./CompuTrus Software 7.6.8(11..)-E 10.For bask connector plate design values see ERR-1311,ESR-1988(MiTek) This dm sign 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-(-481) 308 8- 9=(-391) 486 8- 1-(-868) 960 11- 7-(-200) 644 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-( 0) 0 9-10=(-164) 957 1- 9-)-300) 610 7-12=(-872) 329 WEBS: 2x9 KDDF STAND; 2- 5=(-428) 391 10-11=(-216) 539 9- 2-) -76) 107 2x9 KDDF #1&BTR A LOADING 4- 5-) 0) 0 11-12=( -68) 89 9- 5=(-365) 282 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-577) 903 5-10=(-138) 360 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-683) 244 10- 6-(-340) 239 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 6-11-)-236) 206 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -143/ 966V -408/ 325H 5.50" 1.55 HOOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) 0-09-05 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ++ For hanger specs. - See approved plans f----( ICOND. 2: Design checked for net(-7 psf) uplift at 24 'oc spacing. 0-04-01 VERTICAL DEFLECTION LIMITS: LL=L/240, T5-1,/180 MAX LL DEFL = 0.020" @ 8'- 3.9" Allowed - 0.975" 6-11-01 0-04-01 13-01-15 MAX TC PANEL TL DEFL = 0.056" @ 3'- 2.1" Allowed - 0.654" ,r ,r,r ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-01-12 0-09-05 6-03-09 6-01-01 MAX HORIZ. LL DEFL = -0.005" @ 20'- 3.2" 'r 'r 1' '' 'r 'r MAX HORIZ. TL DEFL = 0.007" @ 20'- 3.2" 12 12 M-4x6 34 M-6x6 8.00 17 ` 'N8.00 Design conforms to main windforce-resisting 2 system and components and cladding criteria. �GCiA� Wind: 140 mph, h=26.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 1 y 6 • M-3x4 i A • i� r 0 m i 0 I 8 9 10 11 99 12 M-1.5x3 M-3x8 0.25" M-3x4 M-1.5x3 D M-5x6(S) �0 0 PROFFss Jr l 1 l l c�5 �` ,G I NE�c9 /02 6-00 2-03-15 6-03-09 5-09-09 9 ), Jr ct• :92.OPE r 20-05 JOB NAME : RT AREA 4 FRENCH - IH1 ...., r/ Scale: 0.2169 WARNINGS: GENERAL NOTES, unless otherwise noted: ti 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 '9 OREGON �� Truss: IHI and Wamings before construction mmmences. building component.Applicability of des.)parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1,� 2. �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at ,O M T /yl �/ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respedNely unless braced throughout their length by F 1 eY DATE: 10/10/2018 the overall structure is the responsibility of building desi continuous sheathing such as plywood sheet where)shown and/+drywall(BC). `R RIO' p M o g goer. 3.2x Impact bridging or lateral brining required where shown++ SEQ.: K5 2 5 65 4 6 4.No load should be applied to any component until after al bracing and 4.Installation of truss is heeare eto beilly usedme noncortloevcor environmentr fasteners are complete and at no time should any loads greater than gn assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK s.camparruahas nocontrol over and assumes naresponsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 nemesery. .l p fabrication,handling,shipment and installation of onmponeMe. 7.Design assumes adequate drainage is provided. October 1 0,20.l 1 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 TPINJICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate sae of plate in inches. • MiTek USA,IncJCompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ili 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 5-6=(-295) 216 5-2=(-531) 129 9-7=(-278) 158 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=)-248) 106 6-7=( -55) 79 2-6=( 0) 199 WEBS: 2x9 KDDF STAND 3-4=(-154) 87 6-3=(-105) 119 LOADING 6-4=(-129) 181 TC LATERAL SUPPORT 24"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0". -59/ 518V -96/ 130H 5.50" 0.83 KDDF ( 625) NOTE: 2x9 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. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, 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" • MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.3" MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" 1-11-11 5-03-05 f T T 12 Design conforms to main indforce-resisting system and components and cladding criteria. 12.00 177 M-4x6 'Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 3 M-3x4• load duration factor=1.6, • End vertical(s) are exposed to wind, • • 4 -/ Truss designed for wind loads p in the plane of the truss only. ..1 M-3x9 2 41 1 rn N 1 0 1 O I G �� I 5� 6 M-1.5x3 M-3x8 M-1.5x3 • • • y y y ��Ep pRpF�s1-08-OB 5-06-08 � GINE s/y y y Nc?1-00 7-03 • 2 89200PE C". JOB NAME : RT AREA 4 FRENCH - J1 Scale: 0.5138 WARNINGS: GENERAL NOTES, unless otherwise noted: O 4r/ Cr 1.Builder and erection contractor should be advNed of all General Notes 1.This design "is based any upon the parameters shown and is for an individual -7, ,OREGON D„y 1 i� .Truss: Jl 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 Me building designer. �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes top and bottom chards to be laterally braced at /O is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout(heir length Dy a 2 continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). DATE: 10/10/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bA�RIO- and or lateral bradMown rg required where own** S E Q.: K525 6 5 4 7 4.No load should be applied to any component until after all bredng and 4.lnatallatbn oftruss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, a ere for condition'of use. TRANS I D: LINK desi bads baa s.C 5parme has no TRANS 10control arab assumes no responsibility for me 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 tion,handling, neceawry. fabrication, shipment and installation of components. 7.Design assumes adequate drainage is provided. October 1 O,2O 18 6.This design W furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPI/0/1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate see of plate in inches. MITek USA,Ina./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 TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 164 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2-3=(-248) 133 7-8=( -54) 73 2-7=( 0) 195 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 7-3=(-105) 130 LOADING 3-5=(-157) 111 7-5=(-155) 207 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 192 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 204 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -79/ 518V -96/ 131H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -56/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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" ca For hanger specs. - See approved plans MAX TL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DELL = -0.014" @ 2'- 0.0" Allowed = 0.422" MAX BC PANEL LL DEFL= -0.015" @ 4'- 7.3" Allowed = 0.231" 3-11-11 3-03-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' f 1' MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" 1-10-04 2-01-07 3-03-05 MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" Design conforms to main windforce-resisting 2-00 system and components and cladding criteria. 12 4 Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 P7 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-9x6 in the plane of the truss only. 3 M-3x4 5 -/ AD se M-3x4 0 f 10P1 M N 1 r 0 ti f ( Gl 6._,... 8 M-1.5x3 M-1.5x3 M-3x8 y y y E p PR pFFs1-OB-OB 5-06-08 ��‘ y y y GINE�cs/ 1-00 7-03 � %� � R � 29 41 9200P T JOB NAME : RT AREA 4 FRENCH - J2 Scale: 0.3751 "`L�' .' WARNINGS: GENERAL NOTES, unless otherwise noted: ri CC 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual Fie 4 OREGON b, 1.0 Truss: J2 and Wamings before construction commences. buibmg component.Applicability of design parameters and proper IV 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. , :14.1Y �I 2. 1 3.Additional temporary bracing to insure stability during condructbn 2.Design assumes the lop and bottom chords to be laterally braced at O a• '1 4 �r 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: 10/10/2018 the overall structure is the responsibility 1 the building continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). p ty o g designer. 3.2x Impact bridging or lateral bredng required where shown++ �� 11�- SEQ.: K5 2 5 6 5 4 8 4.No load should be applied to any component until alter all bracing and 4.Installation of tru,ryssthe resspoo EebIslyE I the ae respective no rte contraconrment, fasteners are complete and at no time should any loads greater then Design assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK s.compaTritahaanacontrolaerandaeaumeenor.apanaibeitymrme 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necesnary. �{,� p truss, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October.1ber I O,ZO 1V 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tand placed so their center TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with joint comer lines. 9.Digits indicate size of plate in inches. ' MTek USA,Inc./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 TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 - TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-185) 218 6-2=(-531) 185 BC: 2x9 KDDF 81&HTR SPACED 29.0" O.C. 2-3=(-248) 149 7-8=( -53) 71 2-7=( 0) 195 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 7-3=(-105) 138 LOADING 3-5=(-161) 123 7-5=(-151) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8-(-278) 249 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 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 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 518V -97/ 132H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -102/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 M-1.5x9 or equal at non-structural MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" vertical members (uon). MAX LL DEFL = 0.017" @ 2'- 0.0" Allowed = 0.317" ** For hanger specs. - See approved plans MAX TL DEFL = 0.014" @ 2'- 0.0" Allowed = 0.422" 5-11-11 1-03-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f f MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" 1-10-04 3-10-09 1-06-08 MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" Design conforms to main windforce-resisting 2-00 • system and components and cladding criteria. T 12 9 •Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), 7load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. • M-4x6 III • • • 3 M-3x9 I4-3x9 9 m 0 0 M O rl 6'_ 8 M-1.5x3 M-1.5x3 M-3x8 • ED PROF y .J' 1-08-08 y 5-06-08 y �' GIN ��q 1-00 7-03 2 ,' :9200PE C JOB NAME : RT AREA 4 FRENCH - J3 Scale: 0.3064 " WARNINGS: GENERAL NOTES, unless otherwise noted: 10 Cr Truss: J3 1.Builder and erevboncontractor should beadvised ofall General Notes 1.This design Isbased only upenthe parameters shown and is for anindividual -yL , OREGON � 4/ 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. 2�� '` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 'O AlY y^ v 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 1 Y e le DATE: 10/10/2018 the overall structure is the responsibility f the building designer. 2x Impact sheathing such as plywood aired in ere s ownand/+drywall(BC). �� {/V1 P h° 9 gner 3.2x Impact bsheath or lateral ponsibi required where shown tt SEQ.: K5 2 5 6 5 4 9 4.No load should be applhd to any component until after all bracing and 4.Installation of truss P the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a nos-corrosive environment. TRANS I D: LINK design mads be applied to any component. and are for•dry condition of use. I� 5.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: 1(--31-2419 fabrication.handling,shipmentnecessary. .1 r� p and installation of Ions components. 7.Design assumes adequate rainage is provided. October 0,20 1 8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in BM,copes of which will be furnished upon request. lines coincide with joint center Hires. 9.Digits indicate she of pate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)E 10.For basic connector plate design values see ESR-1311,ES12-1988(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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2a( 0) 89 2-6=(-230) 350 7-6=( 0) 30 BC: 2x9 KDDF #156TH SPACED 29.0. O.C. 2-3a(-420) 283 7-8=(-175) 265 6-3=( 0) 63 WEBS: 2x9 KDDF #1&BTR; 3-9+(-375) 339 3-8=(-262) 172 2x9 KDDF STAND A LOADING 4-5a(-115) 19 8-9=(-326) 360 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.7" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 99951 -180/ 390H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -203/ 45851 0/ OH 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11 4-00-11 MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.317" f ,r f MAX TL DEFL = -0.092" @ 3'- 9.8" Allowed = 0.422" 6 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 y MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" I MAX HORIZ. TL DEFL = 0.120" @ 6'- 9.5" 12 Design Conforms to main windforce-resisting system and components and cladding criteria. 12.00 177 Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, 3 End vertical(s) are exposed to wind, o Truss designed for wind loads N ,� in the plane of the truss only. r0 I a, • rnoI _ X111 o i ' N o M-3x9 *8 M-3x4 M-4x6 M-3x5 ) l l ) 3-09-04 3-00-04 0-05-08 ) ) ) ) (cQ,EO PRONEP 1-00, 3-07-08 4-04-03 y y ! 7-03 0-08-11 �� [�� ' �R 02 :9210 9% JOB NAME : RT AREA 4 FRENCH - J4 -ifillp�� Scale: 0.2924 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 iMrvldual OREGON bt• i Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web biasing must be installed where shown+. incorporation of component n the responsibility of the building designer. ,I �{�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to d laterally braced al G<0 T 1 4 �+ 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 / Q DATE: 10/10/2018 the overall structure is the responsibility Itne building desi continuous sheathing such m plywood sheathing(TC)and/or drywell(BC). �� 1• `/ sponsi ty o g gner. 3.2x Impact bridging or lateral bracing required where shown** \4 SEQ.: K5256550 4.No load should be applied to any component until after all bracing and 4.Installation oft..trusses ithe are responsibility of the contractor. fasteners fasteners are complete and at no time should any bads greater than Design assumes design beds be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 5.CompuTushas nocontrol over and assumes noresponsibility orlhe 6.Design assumes full beanngatalsupports shown.Shim orwedge g EXPIRES: 12-31-2019 fabrication,handling, neces assume shipment to ie lmitaiansl forth by T.Designlatesladequate both face is provided. October 10,2018 6.This design is furnished subject to the limitations set forth by B.Plates shell be located on both laces of Truss,and placed so their center TPVWTCA 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,Ina./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-I 311,ESR-1986(MiTek) • • • ail 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: 2x9 RUDE' #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 84 2-6=(-211) 320 7-6=( 0) 30 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-502) 917 7-8=(-160) 243 6-3=( 0) 63 WEBS: 2x9 KDDF #1&BTR; 3-4=(-457) 967 3-8=(-258) 172 2x4 KDDF STAND A; LOADING 4-5=( -94) 70 8-4=(-45B) 369 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -47/ 454V -212/ 370H 5.50" 0.73 KDDF ( 625) OVERHANGS: 12.0" 0.0" 6'- 9.5" -214/ 513V 0/ OH 5.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.9" -68/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Sts:2,8,5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. 3-11 5-10-15 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 f f f 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 = -0.044" @ 3'- 9.8" Allowed = 0.317" ' MAX TL DEFL = -0.049" @ 3'- 9.8" Allowed = 0.422" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.128" @ 6'- 9.5" • • MAX HORIZ. TL DEFL - 0.140" @ 6'- 9.5" i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-25.4ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, - Truss designed for wind loads ,n in the plane of the truss only. 1 • • rnrn L. I • 0 1/1- o4 o 8** M-33 M-3x5 M-9x6 1 l yy 3-09-09 3-00-09 0-05-08 , ,• ). y ��Ep RD 1-00y 3-07-08 6-02-O,j y �! 5 G NF /� 7-03 2-06-15 �� v� I �� .0. 7-03 �' :9200PE 9r • JOB NAME : RT AREA 4 FRENCH - J5 � Scale: 0.2600 •-4r WARNINGS: GENERAL NOTES, unless otherwise noted: O [r 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 'y� S OREGON II., �4/ Truss: J5 and Wamings before construction commences. building component.Applicability of design parameters and proper (+ 1^ 2.2x4 compression web bracing must be installed where shown a, incorporation of component is the responsibility of the building designer. I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O 4) 14 2- �4 is Me responsibility of the erector.Additional permanent bracing of 2'o.c,and at f lY o.c.respectively unless braced throughout their length by s G ,S DATE: 10/10/2018 the overall structure is the responsibility of the building tles continuous sheathing such as ph/wood sheathing(TC)and/or drywell(BC). A NV 9 igner. 3.2x Impact bridging or lateral bracing required where shaven a a C R R 11-k- S E n.: K5 2 5 6 5 55 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. Y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for tlry ontlnion of use. 5.CompuTms has no control over and assumes no responsibility for the a Design assumes full bearing al all supports shown.Shim or wedge i/ EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,20 18 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPINJrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E t0.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 8'- 5.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2a( 0) 89 2-6=(-220) 328 7-6=1 0) 30 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3a(-429) 353 7-8=(-167) 249 6-3-( 0) 63 WEBS: 2x9 KDDF 41613TR; 3-4a(-384) 405 3-8=(-262) 176 2x9 KDDF STAND A; LOADING 9-5=( -65) 31 8-9=(-922) 353 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -49/ 957V -192/ 338H 5.50" 0.73 KDDF ( 625) OVERHANGS: 12.0" 0.0" 6'- 9.5" -191/ 465V 0/ OH 5.50" 0.74 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 5.9" -32/ 27V 0/ 011 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,8,5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 3-11 9-06-19 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f ci if MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL DEFT. = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.045" @ 3'- 9.8" Allowed = 0.317" �i MAX TL DEFL = -0.050" @ 3'- 9.8" Allowed = 0.422" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 MAX HORIZ. LL DEFL = 0.132" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.144" @ 6'- 9.5" r 12 Design conforms to main indforce-resisting 12.00 V system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=6.O,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, 3 m ,-i Truss designed for wind loads eP ,,± - in the plane of the truss only. . Ai 0 o88T t =MO ii �J� M-33,4 8•• M-4x6 M-3x5 1 b l l • • 3-09-09 3-00-09 0-05-08 b b b l �R,ED PROres 1-00,6 3 -07-08 9-10-06 1 y ,�� OGINE�rR �/0 _ i 7-03 1-02-19 •9200PE JOB NAME : RT AREA 4 FRENCH - J6 Scale: 0-2832 �. '• � ': WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder and erection contradur 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 ��" Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 b 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. A 2. 1 � e 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chortle to be laterally braced at ,O i/' 14 V is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1Q o.c.respectively unless braced throughout their length by DATE: 10/10/2018 the overall structure icthe res responsibility of continuous sheathing such as plywood shealhing(TC)anWortlrywell(BC). C� IIL�- p ty o g designer. 3.2x Impact bridging or lateral bracing required where shown++ S E K5 2 5 6 5 5 2 4.No load should be applied to any component until after a1 bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no eine should any loads greater than 5.Design assumes tosses are to be used in a non-corrosive environment, and are for"dry condition"of use. design loads be applied to any component. TRANS ID: LINK 5.CampaTraehaa ocantralav.randaasumeanarespanaibilitylorthe A 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. October 10,2018 6.This design is furnished subject to the limitations seuom,by 8.Plates ship be located on both faces of truss,and placed so their center TPINJ1CA in BCS',copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate sae of plate in inches. • MiTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For bade connector plate design values see ESR-1371,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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-6=(-231) 350 7-6=) 0) 30 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-416) 283 7-8=(-176) 266 6-3=1 0) 63 WEBS: 204 KDDF #16BTR; 3-4=(-370) 339 3-8=1-263) 172 2x9 KDDF STAND A LOADING 9-5=(-110) 14 8-9-1-325) 354 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.2" LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 950V -180/ 338H 5.50" 0.72 KDDF ( 625) 7'- 3.0". -199/ 950V 0/ OH 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" A 3-11 4-00-11 MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.317" f f ,. MAX TL DEFL = -0.042" @ 3'- 9.8" Allowed - 0.422" 5 MAX LL DEFL = -0.001" @ 7'- 11.2" Allowed = 0.068" MAX TL DEFL - -0.002" @ 7'- 11.2" Allowed = 0.091" M-1.5x3 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.120" @ 6'- 9.5" • • 12 Design conforms to main indforce-resisting 12.00 system and components and cladding criteria. 177 (Wind: 140 mph, h=24.9ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 3 End vertical(s) are exposed to wind, ,4111 o Truss designed for wind loads in the plane of the truss only. • • o N 7 M-3x4 M-4x6 li M-3x5 3-09-04 3-00-04 0-05-08 J' y )' y ��Ep PROFFs 1-00, 3-07-08 4-04-03 l 1 �N _A 7-03 o-oa-11 ��GINE V/0 c• t :9210P ter' • JOB NAME : RT AREA 4 FRENCH - J7 �� Scale: 0.2924 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 parameter:shown and is for an individual 7, +OREGON Ds �4/ Truss: J7 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.1�t4 compression web bracing coup be installed where shown+. incorporation of component is the responsibility of me building designer. (� 3.Additional temporary bracing to insure stability during wnstruc ion 2.Design assumes the top and bottom charas to be laterally braced at /O 9 y ^ 2� �� is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c,respectively unless braced throughout their length by Y f v DATE: 10/10/2018 the overall structure Is the responsibility of building designer. continuous sheathing soon as plywood ing re aired where s armor drywen(Bc). �`R R I L�NV P ty o 9 g 3.2a Impact bsheath or lateral s required where shown++ ` fl S E Q.: K5 2 5 6 5 5 3 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 nonmon°sive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"o(use. �J(� fj (� 5.CompuTrus has no control over and assumes no responsibility kr the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES. 12-31-2019 necesrery. fabrication,handling,shipment and installation of components. 7.Design assumes adequate is provided. October 10,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedd onon both feces of truss,and placed so their center TPINWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in inches. • MiTek USA,Inc./CorspuTrus Software 7.6.8(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 TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5-(-138) 184 3-5=(-476) 480 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-463) 424 WEBS: 2x4 KDDF #1&BTR 3-4=(-110) 14 LOADING TC LATERAL SUPPORT <- 12"OC. SON. LL( 25.0)+DL( 10.D) 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" 8.1" 0'- 0.0 -53/ 461V -170/ 318H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -196/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1,/180 7-11-02 MAX LL DEFL- -0.002" @ -1'- 0.0" Allowed - 0.100" f f MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed - 0.133" 4 MAX LL DEFL= -0.001" @ 7'- 11.1" Allowed - 0.068" MAX TL DEFL= -0.002" @ 7'- 11.1" Allowed = 0.090" MAX TC PANEL LL DEFL = 0.586" @ 3'- 4.3" Allowed = 0.613" M-1.5x3 MAX TC PANEL TL DEFL = -0.600" @ 3'- 8.2" Allowed - 0.919" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL - 0.002" @ 6'- 11.2" f MAX NOR/Z. TL DEFL- 0.002" @ 6'- 11.2" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 Wind: 140 mph, h-24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. oI • M x N I 5 1 M-3x4 M-1.5x3 VO PROF y l-00 y 7-03 0-08-02 ��"�G,INr�FR�'/0� ct� '920 9r JOB NAME : RT AREA 4 FRENCH - J8 ,l • Scale: 0.3861 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.Tho design is based only upon the parameters shown and is for an individual yL 41 OREGON �4/ Truss: J8• and Wami gs Oebre censtrud on cemmencec. building component.Applicability of design parameters and proper �( 2.2x4 cora b bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. A'I I2 �� •• pression we g mu 2.De the to d bottom chords to be laterag braced al �Or/ 14 V 3.Additional temporary bracing to insure stability during conatrudion sign assumes p an 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 c `. DATE: 10/10/2018 the overeg structure is the re mr one building eeai continuous sheathing such l b plywoaa sheathing(TC)and/or dryvren(Bc) 116..r, `R R 1 L� sponai ty o g goer. 3.2x Impact bridging or lateral bracing required where shown** SEQ.: K5256554 4.No load should be applied to any compoII lib ng d 4. allation0truss isthhSre responsibility ofthe contractor. nt oo.nent fasteners are complete and at no time should any loads greater than Design assumes design baits be applied to any component. and are for"dry condition"of use. TRANS ID: LINK s.campuTroahaana ontrolover and assumes noresponsibiMyrorme 6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 ssery. fabrication handling,shipment and installation of components ign asadequatedrenageisprosded. October 10,2018 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 • TPVNRCA 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 Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(MiTek) • .,. _ i, Iii 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 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-171) 157 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -38/ 442V -92/ 231H 5.50" 0.71 KDDF ( 625) 5'- 10.9 -168/ 220V 0/ OH 1.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" 0/ 125V 0/ OH 5.50" 0.20 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 'PROVIDE FULL BEARING:Jts:2,3,4 l THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 5-11-11 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" 3 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.041" MAX TL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.055" ° MAX TC PANEL LL DEFL = 0.220" @ 3'- 2.1" Allowed - 0.524" MAX TC PANEL TL DEFL = -0.228" @ 3'- 4.9" Allowed - 0.786" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12.00 7 Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h-23.4ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, l Truss designed for wind loads in the plane of the truss only. • • 0 'n r� M-3x4 • 1-00 7-03 l ek),Ep PR pFFss oGIN4;9 /0 2 Ct :9200PE 9r JOB NAME : RT AREA 4 FRENCH - J9 Scale: 0.4592 411111111111P/+ WARNINGS: GENERAL NOTES, unless otherwise noted: Q J1 ,,Q- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and k for an individual 9� 4i OREGON fv_ 4.(/ Truss: J9 and Warnings before construction commences. building component.ApplicaNlgy of design parameter:and proper N 2.2a4 compression web bracing must be installed where shown�. incorporation of componem k the responsibility of the buildingba designer. �f 3.Additional temporary bracing to insure stabiNy during construction 2.Design assumes the top and bottom chords m be laterally braced at <0 -7 y 14, 4 a 2.O f.‘"f.‘"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: 10/10/2018 the overall structure is the responsibility f the building designer. continuous4Imsheathing such l b acinplywg re meed where s ownand/+drywall(SC). NV p tyo g gacin 3.In Impact of or lateralbradngof he where shown++ � �� SEQ.: K52 5 6 5 5 5 4.No bad should m applied to any component until eller g bracing and 5.Design as of assumes is the responsibility i the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a nontomoaive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Desi full tallsu rtsshow,,neon or wed 5.CompuTrushasnocontroloverandassumesnoresponsibiliyforthenece9n assumes bearing supports Self EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of cora unary. .1 pmt components. 8.Pltisshallbelctedonothlageiotrusisend. October 10,2018 8.This design k famished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so(heir center TPUWfCA in SCSI.copes 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(1 L)-E 10.For bask 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 1'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 95 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA • DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTION$ REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -65/ 291V -9/ 37H 5.50" 0.47 KDDF ( 625) 1'- 1.3" -61/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) • LL = 25 PSF Ground Snow (Pg) 1'- 4.0" -20/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) I LIMITED GE REQUIREMENTS OF OF IIBCS NOT 2015 AND IRC Y UTOE SPATIAL THE IRC2015NOT BEING MET. (PROVIDE FULL BEARING:Jts:2,4,3 GOND. 2: Design checks for net(-7 sf uplift at 24 "oc spacing. d ( ) P BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP g P AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.056" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.2" Allowed - 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORZZ. LL DEFL = 0.000" @ 1'- 3.2" 12 MAX HORTZ. TL DEFL = -0.000" @ 1'- 3.2" 7.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, III Truss designed for wind loads in the plane of the truss only. 0 f ,-Idi o c oi o F 21111:21111,6-3x4 4 1,6-3x4 ,��8 cO PROFFSA J, 0-09 y 1-04 y �� ` < GG'NE-$.L1 V/0A_ I'I 89200PE 9% JOB NAME : RT AREA 4 FRENCH - L1 Scale: 1.1216 • 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 9 4,0,OREGON b, ki, Truss: Ll and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown s. incorporation of component K the respantbit of the building designer. ,O 1' 1 �O� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 70'o.c.reaped'vety unless braced throughout their length by DATE: 10/10/2018 the overall structure is the responsibility t the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'yFR R'�\- p ty o g3.2x Impact bridging or lateral bracing required where shown.. SEQ. : K5256556 4.No load should be applied to any component until alter aN bracing and 4.IIntallationoftru,Nastheare bebillitytlty fthe in anancmrotyevcontraconr. fasteners are complete and at no time should any loads greater than sign assumes ment, and are for"dry condition"of use. TRANS I D: LINK design loads be applied to any component.5.CompuTrus has no control over and assumes no responsibil ty for the 8.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. } {� r� p fabrication,handling,shipment and einstallationlunof componeys. 7.Design assumes adequate drainage is provided. October 10,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPVWECA in 6151,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. • MiTek USA,Ino./CotnpuTrus 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 2'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 45 2-4=(0) 0 BC: 2x9 RUDE #1&BTR SPACED 29.0" O.C. 2-3=(-52) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -92/ 257V -13/ 98H 5.50" 0.91 KDDF ( 625) 1'- 10.9" -25/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 9.0" -9/ 20V 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:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 29 "00 spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" T MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" • MAX BC(PANEL LL DEFL = 0.001" @ 1'- 1.7" Allowed = 0.071" 12 MAX TC';.PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 • MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" • Design conforms to main windforce-resisting III system and components and cladding criteria. �7ind: 140 mph, h=19.8ft, 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. N I O ti Loi O rI i �� 4 / O 2 M-3x4 • • ) 1 l 0-09 2-04 �� EO PROp �� NGINEFR s/`3 ct :9200PE 9° JOB NAME : RT AREA 4 FRENCH - L2J1 Scale: 0.7013 < /_' 1 WARNINGS: GENERAL NOTES, unless otherwise noted'. O 47 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: L2J1 and Warnings building component.Applicability yG , OREGONt. fly g g componco pp iN of responsibility parameters uiM proper 2.2.compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me[op and bottom chords to be lateral braced at /O 9 y 1 A is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1G o.c.respectively unless braced throughout their length by 1 Y a ,S continuous sheathing such as ptywood sheathing(TC)and/or drywall(Bc). 'SFR R ILA,l DATE: 10/10/2018 the overall struaure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown+i SEQ.: K525 6 5 5 7 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, bads be applied to an 1 and are ler"dry condition"of use. design TRANS ID: LINK ycomponen. 5.CompuTrus has no control over end assumes no responsibility ler the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 shipmentnecessary. fabrication,handling, and Installation of 7.Design assumes adequate drainage is provided. October 10,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPVWTCA 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,Inc./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 TRUSS SPAN 2'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 45 2-9=(0) 0 BC: 2x9 KDDF #1&BTR 2-3= -55 SPACED 29.0" O.C. ( ) 29 ' TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -90/ 263V -15/ 55H 5.50" 0.92 KDDF ( 625) 2'- 1.3" -2/ 29V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 9.0 -26/ 57V 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:2,9,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.001" @ 0'- -9.0" Allowed - 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.002" @ 1'- 5.3" Allowed = 0.134" MAX TC PANEL TL DEFL = -0.002" @ 1'- 5.3" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL - -0.000" @ 2'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 3.2" 12 7.00 2 ' Design Conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, onTruss designed for wind loads in the plane of the truss only. Lo o f l0 1 Z► III•4 -, M-3x4 • J, y y �e�ED PRQp 0-09 2-04 06) ,150' �NGINEF14 /°* .1._ .89200PE 9f JOB NAME : RT AREA 4 FRENCH - L2J2 Scale: 0.9855Ma WARNINGS: GENERAL NOTES, unless otherwise noted: IP Cr 1.Builder and erection contactor should be advised of all General Notes 1.This design s based only upon the parameters shown and is for an individual -2.. 4), / OREGON 40 Truss: L2 J2 and Warnings before construction commences. building component.Applicability of design parameters and proper bI 2.ac4 compression web bracing must be installed where shown+. incorporation of component w the responsibility o/the building designer. / �(�� i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced at 4 1! T 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 O 1 •a DATE: 10/10/2018 the overall structure is the responsibility of the building de 2x Impact sheathing such as plywood aired in ere s ownanoi+dg ll(BC). �`R R i w p b g signer. 3.2x Impact bdtlging or lateral bracing required where shown++ SEQ.: K5256558 4.No load should be applied to any component until after all bracing and 4.Installation of truiNssthheeresspoobeuLsryy ff the respective contrraconrment, fasteners are complete and at no time should any loads greater than sgn assumes design mads be applied to any component. and are far"dry condition°of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Design assumes full beanngatall supports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 1 O,2O 18 8.Thiss 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 TPUWICA in BCS1,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate alis of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1 L)-E to.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by li Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 946R/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 95 2-9=)0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-51) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -95/ 260V -13/ 98H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -15/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7 -21/ 45V 0/ OH 1.50" 0.07 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,9,3 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 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" @ 1'- 2.9" Allowed = 0.106" 12 MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX BORIZ. TL DEFL - -0.000" @ 1'- 10.9" • Design conforms to main windforce-resisting system and components and cladding criteria. ind: 140 mph, h=19.8ft, 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. ti O )IIIIL 2 9 1� M-3x9 y 1 l I 0-09 2-00 r� NGINFF9 /02 0,14g 89200PE 9r JOB NAME : RT AREA 4 FRENCH - L2SJ1 • -� Scale: 0.7013 #40 _ • WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss L2SJ1 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 D� �lV and Wamirgs before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown a, incorporation or component is the responsibility o!the builtling designer. {y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chants to De laterally braced at a� 14, 2. �'•1r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at id o.c.respectivrespectivelyve unless brad throughout their length by 111 DATE: 10/10/2018 the overall structure is the res onsibi f the building designer. continuous sheathing such as plywood required sheathing(TC)andlor drywall(BC). P HY° 9 9 3.cit Impart bridging or lateral bracing required where shown++ C SEQ.• K5256559 4.No bad should be applied to any component until after all bracingand 4.Installation of truss is the responsibiAy 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 bads be applied to anycomponent. and are for•dry condition"muse. 5.CompuTrus has no control over and assumes no responsibility for the H.Design assumes Nn.II bearing at aft supports show,Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. October 10,2018 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 TPIIW1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.uTrus Software 7.6.8 1 L E o Digits indicate sae or plate in inches. MiTek USA,Inc./Com P ( )- 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS • LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X4 DF #1&BTR TOP CHORD LL = 25psf TOP CHORD DL = lOpsf • TOTAL LOAD = 35psf 12 4.95 17 M-3x6— M-3x8 • ui 0 f \ � y y 1 1-04-14 1-09-14 ��1�Ep PRope„' �NGINEF9 /0.4,9 tie ..89200PE JOB NAME : RT AREA 4 FRENCH — LR1lliP • Scale: 1.3261 A411/P WARNINGS: GENERAL NOTES, unless otherwise noted: eft CC 1.Builder and erection contractor ahould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON bL <4. Truss: LR1 and Warnings before construction commences. building component.Apcecablly of design parameters and proper 2.204 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. A 1' 2C)" � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at L/O T/ ^ �/ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respeclNety unless braced throughout their length by M '7 DATE: 10/10/2018 the overall structure is the responsibility of the budding continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). {� p lily designer. 3.2x Impact bridging or lateral bracing required where shown•• R R i SEQ. : K5 2 5 6 5 6 0 4.No load should be applied to any component until after all bracing and 5.4.DInstallation of truss:ss thehare responsibility beilytl f t a non-corrosive peehceiva nm torrment, fasteners are complete and at no time should any mads greater Mansign assumes design masa be applies l4 any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuT us hes no control over and assumes no responsibility for the S.Design assumes loll bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrlcatlon,handling, scerya q p shipment theIlmshcns etth by 7.Pltes shaUubeboaeduoneoth face is trusseOctober 1 ,2010 6.This design is fumished subject to limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIIWPCA in BCSI,copies of which will be lumished upon request. Ines coincide with joint center lines. 9.Digits indicate she of plate in Inches. MITek USA,Inc./CompuTrus Software 6.2.3(1L)-2 to.For basic connector plate design values see ESR-1311,ESR-1955(Wok) 4. This design prepared from computer input by Pacific Lumber and Truss—BC _ LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 2-4-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X4 KDDF #16BTR TOP CHORD LL = 25psf • TOP CHORD DL = 1Ops f TOTAL LOAD = 35psf 12 4.95 M-3x6— 0 I AL M-3x6 it 110 M-3x8 /- 0 0 I cl 0 I 0 ��R O PROFFss 04-14 3-02-14 NGINE' /O • 2 ��c, 89200PE C JOB NAME : RT AREA 4 FRENCH - LR2 /--� Scale: 1.2362 • #500. : _ • 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 -yG 4,OREGON tx pi Truss: LR2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng 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 to be laterally braced at IO -7 y y A �� is me responsibility of the erector.Additional permanent bracing of 2'ou.and al 10'o.c.respectively unless braced throughout their length by 1 Y e w DATE: 10/10/2018 the overall structure is the responsibility f the building deal continuous sheathing such as plywood sheathing(TC)anNor drywell(BC). �` �1��{fVf p Yly o g gner. 3.2x Impact bridging or lateral bracing required where shown++ �I S E Q.• K5256561 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 8.Design assumes trusses are to be used in a non-corrosive environment, design loads be d to any component. and are Mr"dry condition"of use. TRANS ID: LINK gn applied ycompone 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing atellsupports shown.Shim orwedge i/ EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. October 10,2018 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate sbe of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1371,ESR-1008(MiTek) n This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x9 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-80) 67 . WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • TOTAL LOAD - 45.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 411V -29/ 74H 5.50" 0.66 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL= -0.073" @ 2'- 11.1" Allowed - 0.472" 5-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f T l. 12 MAX MORIS. LL DEFL - 0.000" @ 5'- 5.2" 4.00 D MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main indforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.1ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 -f (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 O I N ti ro O 1 I 2 Ile- di 0E7005 0 M-3x4 M-1.5x3 • • l 1 l 5-05-04 0-03-12 1 y l 1-00 5-09 (.:i1,.:0 PRpxss\ NG'NEF / , '0,,,....2�489200PE JOB NAME : RT AREA 4 FRENCH - P1 Scale: 0.5970 4� WARNINGS: GENERAL NOTES, unless otherwise noted: ti 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 "1 OREGON �tt,� Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper s 2.2x4 compression web bracing must be instaued where shown+, incorporation of component is the responsibility of the building designer. Y dlO �1 • 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be lateraIN braced at 1J T is iha responsibilityof the erector.Atltlitional pennacenl bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their langur by /O 14,, ` DATE: 10/10/2018 the overall structure is the res onsibib rare buildm deli nor. continuous sheathing such as plywood sheathing(TC)and/or drywan(Bc>. �`R R 1 LyNo P ty o g g 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K5 2 5 6 5 62 4.No load should be applied to any component until after aU bracing and 4.Installation of truss is the responsibiNy 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 la dry conditionof use. 5.CompuTlvs has no control over and assumes no responstWley for the 8.Deceasassumes full bearing at all supports shown.shim or wedge if EXPIRES: 12-31-2019 Y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 1 O,2O 1 p O 6.This design is furnished subject to the limitations set forth by 8.Plates shatl be located on both faces of truss,and placed so their center TPIAVrCA in BCSt,copies of which will be furnished upon request. Tines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(114-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 9'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 37 2-5=(-29) 33 3-5=(-158) 109 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 96 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 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" 0.0" 0'- 0.0" -57/ 372V -19/ 610 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 9.0" -31/ 204V 0/ OH 5.50" 0.33 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/I80 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = 0.249" MAX TC ANEL TL DEFL = -0.027" @ 2'- 5.1" Allowed = 0.366" 4-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.000" @ 4'- 5.2" 12 MAX HORIZ. TL DEFL - 0.000" @ 4'- 5.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. oili oil 011001111411 ,0 i 0 ) I 0 2 0 M-3x4 M-1.5x3 1 1 l 4-05-04 0-03-12 l l l 1-00 4-09 ��EO PRQp tiNGINE FR /0 89200PE 441 9r JOB NAME : RT AREA 4 FRENCH - P2 ' .• Scale: 0.6099 �� WARNINGS: GENERAL NOTES, unless otherwise noted: Q 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 Truss: P2 andWaminsbeforeconstructioncommences. building component.Applicability of de parameters yG ,OREGON k�, g sign parame proper 2.2a4 compression web bracing must be installed where shown+. incorporation of component is the responsibility or the building designer. 410 �� 3.Additional temporary bracing to insure stability tluring construction 2.Design assumes me top and bottom chords to be laterally braced at 14 17 is me rosponsibildy of the erector.Additional permanent bracing of 2'o.c.and at 70'Ac.respectively unless braced throughout their length by /O a DATE: 10/10/2018 the overall structure is the responsibility of building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P ty o 9 9 3.2a Impact bridging or lateral bracing required where shown++ ER RIO- SEQ.: K5 2 5 6 5 6 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 loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, design masabea applied and are assumeryes fullboriofase. EXPIRES: 12-31-2019 TRANS I D: LINK g^ pp any component. 6.Desi ug bearing t all supports shown.shim or wedge if 5.CompuTms has no control over and assumes no responsibility for me 9^assumes g a ppo g fabrication,handling,shipment and installation of components. "`ry. .DeMates shat b assumes adequateoboB drainage is provided. October 10,2018 6.This design is furnished subject to the limitations set Pont by e.Plates sheX be located on born faces of truss,and placed so their center TPINY1CA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate sue of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(IL)-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'— 9.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTA SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=20.1ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4-1X2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for ' AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 3 —/ G. 9.00 N I 1111111 N I N 2 1 �_ i 9 M-3x9 1 l 'Jr 1-00 5-09 '`�v,ti° PROFFss V' 4%4? /D 2 '��c, :9200PE �% JOB NAME : RT AREA 4 FRENCH - PGE "y5. ., Scale: 0.7470 WARNINGS: GENERAL NOTES, unless otherwise noted: 10 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 74. "),OREGON t,, �4/ • • Truss: PGE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 cora b bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. L�11 '2 �� • compression we g'nu 2.Desi the to d bottom chards to be lateral braced at /O -7/ 14 • I.Additional temporary bracing to insure stability during construction 9n assumes p an laterally is the responsibility of the erector.Additional permanent bracing of• 2'o.c.and at 10'o.c.respectively p1 unless braced throughout their length by //�� DATE: 10/10/2018 the overall structure is the responsibility I the building designer. continuous sheathing later l b plywood required a where s cwnandi+tlrywell(BC). `�,R' R I�� P ty o 93.c20o Impact bridging or lateral bracing required where shown r d SEQ.: K 5 2 5 6 5 6 4 9.No load should be applied to any component until after all bracing and 5.Installation of truss is the espoo sibbe uscy th^ree spoorscontractor.em, fasteners are complete and at no time should any loads greater than 9 design loads be applied to any component. and are for"dry condition"of use. • TRANS I D: LINK s.cemparrus has no control over end assumes no responsibility forhe 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPI RES: 12-31-2019 necefabrication,handling,shipmentspry. 4 I,. .1 pp and limitations s components. 7.Designassumes adequate drainage is 1555, . October 1�,2�I C7 6.This design is furnished subject to the limdations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPVWICA in BGSI,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-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/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-211) 119 4-2=(-309) 48 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=(-157) 290 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" -19/ 328V -76/ 141H 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.3" -102/ 79V 0/ OH 5.50" 0.12 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 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:4,5,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, IL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" ,r ,r MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.137" MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.206" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 • 12.00 7 MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" • 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. • /01/-3x4 • i • m i • r--- o 0 , 11 � 0' 4013:30 MEMO5 M-1.5x3 M-1.5x3 �<AO PROFFS y y y �NGINE�c,4 `% 1-00 2-00 2 �� :9200PE 9T JOB NAME : RT AREA 4 FRENCH - SJ1 41 • Scale: 0.6213 WARNINGS: GENERALNO1ES, unless otherwise noted: O C 1.Builder and erection contractor should be advisetl of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: SJ1 and Warnings before construction commences. building component.Appliabilityofdesgnparameters and proper '9G A OREGON l� 2.2x4 compression web brodng 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[op and bottom chortle to De laterally braced at <0 9 y 14, 2-'3\0.0-1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Y e DATE: 10/10/2018 the overall structure is the responsibility f the building tle continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1✓ p ty o g sgner. 3.2x Impact bridging or lateral bracing required where shown++ �� SEQ.: K5 2 5 6 5 6 5 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 completelete 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 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 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necespry. .1 p 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. October 10,20 18 8.Plates shat be located on both faces of/mss,and placed so their center TPkWrCA in BCS',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./Contpulnss Software 7.6.8(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1980(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 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-4=(-197) 159 3-1-(-275) 168 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 1-4=(-250) 319 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -46/ 1B5V -97/ 149H 5.50" 0.30 KDDF ( 625) • TOTAL LOAD = 95.0 PSF 1'- 6.7" -147/ 110V 0/ OH 5.50" 0.18 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:3,9,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.042" MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" I SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIE. LL DEFL = -0.005" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.005" @ 3'- 7.9" 12.00 V 24 --/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I r 0 M-3x4 1 f • L 1IL 0 ._, .._ _, 3.... .....„ -1.5x3 M-1.5x3 • y y �&Q�V'EPROFFs �� GINp4 '4 ' 1-09 1-11-11 � _ -9r:9200PE • JOB NAME : RT AREA 4 FRENCH - SJ2 A Scale: 0.9952 WARNINGS: GENERAL NOTES, unless otherwise noted: in Q 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 -7, OREGON rc, Ol Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper rivw.pression we g mu incorporation of component is the responsibility of the building designer. 2.2a4 corn web must be installed where shown+. �nLO �` 9Y AO 1 2.Design assumes Me top and bottom chards to be Merely brawl at y A (/ T 3.Addgbnal temporary bracing to insure stability during construction 1 4 P is the responsibility of the erector.Additional permanent bracing o! 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a DATE: 10/10/2018 the overall structure is the responsibility f the building deli continuous sheathing such ea plywood aired in ere s ennlor drywell(BC). 4lER R I _\ p y o g Brier. 3.2s Impact bridging or latest bracing required where shown++ S E K5 2 5 6 5 6 6 4.No load should be applied to any component until after al bracing and 4.lnstallatmn of truss Is the responsibility of the respective contactor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, design loads be applied to any component. ane are for'tlry condition"of use. TRANS ID: LINK 5.CompuTushas nocontrol over and assumes noraspansibil ykrthe 8.Design amumes full bearing at MI supports shown.Shim or wedge if EXPIRES: 12-31-2019 newsspry. ` p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 10,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWWCA in SCSI,copies of which will be furnished upon request. fines coincide with joint center fines. 9.Diggs indicate size of plate in inches. " MITek USA,Int./CompuTrus Software 7.6.8(1 L)-E t0.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'- 8.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-341) 136 4-5=(-286) 154 4-1=(-584) 175 BC: 2x4 KDDF 51&BTR SPACED 24.0" O.C. 2-3=(-169) 0 1-5=(-250) 963 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 = 95.0 PSF 0'- 0.0" -95/ 498V -115/ 297H 5.50" 0.72 KDDF ( 625) OVERHANGS: 0.0" 29.0" 1'- 6.7" -264/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 8.7" -306/ 437V 0/ OH 1.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:4,5,2 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.042" 3MAX 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'- 10.2" Allowed = 0.061" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX HORIZ. LL DEFL = -0.010" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.010" @ 3'- 7.9" Design conforms to main windforce-resisting 2 PROVIDE SUPPORT system and components and cladding criteria. 4 Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 0 in the plane of the truss only. 0 21- M-4x6 4 N 0 IL ti rill 0.2...:141 .5 M 1.5x3 M-1"5x3 • y y y • \VEO PROpFss 1-09 3-11-11 �NGINEFi4 /o2 :9200PE 9T JOB NAME : RT AREA 4 FRENCH - SJ3 � • Scale: 0.4068 WARNINGS: GENERAL NOTES, unless otherwise noted: O Q 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 yG ,�OREGON O, Jo Truss: SJ3 and Warnings before construction commences. building component.Applkabilty of design parameters and proper 2.2x4 compresabn web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 9 �^� 4 O.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at <0 �I 1- '14 V is the responsibility of the erector.Additional permanent bracing or z o.c.and a[1st o.c.respectively unless braced throughout their length by DATE: 10/10/2018 the overall structure is the responsibility rine building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). P ty° 93.2x Impact bridging or lateral bracing required where shown++ FR R i L�- SEQ.: K5256567 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design beds be applied to a 1 and are for"dry condition"of use. TRANS ID: LINK g° mrandassn. 6.Design assumes ullbea n9 tall suppodsshown.Shim orwedge a EXPIRES: 12-31-2019 8.GompuTrus has no control over and assumes no responsibility br me nece ssery. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 10,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIhvrCA in BC SI,copies or whkh will be fumished upon request. lines coincide with joint center Ines. 9.Digits indkate sae of plate in inches. MITek USA,Int./CompuTrus Software 7.6.8(1 LYE 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) , This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -45/ 342V 0/ 43H 5.50" 0.55 KDDF ( 625) • 0/ 438 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -44/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DN1LECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ' MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.4" Allowed - 0.189" MAX TC PANEL TL DEFL - 0.010" @ 2'- 1.4" Allowed - 0.283" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.8" 4.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. lir Wind: 140 mph, 11=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, Al (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duzation factor=1.6, O Truss designed for wind loads io in the plane of the truss only. Lm i- o /2....>.<.1 9 M-3x4 J' l 1 1-00 3-07-08 ,c�v,EO PR OFFss �� GNC'INFF�9 /O1; :9200PE JOB NAME : RT AREA 4 FRENCH - T1scale: 0.8924 -11,. � •' • WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and eredion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON lo o Truss: T1 and Warnings before construction commences. building component.Applkabllity of design parameters and proper 7 2.2x4 compression web bradng must be installed where shown+, incorporation of component la the responsibility of the building designer. 92 ` �I 3.Additional kmporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced al �<0 ' Y (1 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 (/�� 14 DATE: 10/10/2018 the overall structure is the responsibility of building designer. 20 Impacts sheathing such l b aciplyng re uir a where a ownand+tlrywall(BC). R R �� P H a 93.20 Impact bridging or lateral bracing required where shown++ SE K5256568 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no bee should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTmshas nocontrol over and assumes noresponsibi yforlhe 6.Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment end Installation of components. spry. ` q p T.Pla essall assumes oneoth face is truss,an October 10,2 1V 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of tides,end placed so their center TPIANTCA 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) Symbols Numbering System ' General Safety Notes PLATE LOCATION AND ORIENTATION f6-4-8 dimensions shown in ft-in-sixteenths Fail re to Follow Could Cause Property " Center plate on joint unless x,y p Y 1 4 offsets are indicated. (Drawings not to scale) Da age or Personal Injury MMS Dimensions are in ft-in-sixteenths. lisik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. A itional stability bracing for truss system,e.g. TOP CHORDS di gonal or X-bracing,is always required. See BCSI. 0' 16, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p )S hitri my require bracing,or altemative Tor I _ 0' ri p br ting should be considered. r O 3. N Iver exceed the design loading shown and never Ostick materials on inadequately braced trusses. I— p 4. Pr vide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 de igner,erection supervisor,property owner and plates 0- 114'from outside BOTTOM CHORDS all lother interested parties. edge of truss. 8 7 6 5 5. Cit 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. D ign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT th environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. ft soware or upon request. 8. U ess otherwise noted,moisture content of lumber sh II not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. U ess expressly noted,this design is not applicable for ICC-ES Reports: us with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.C ber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 re ponsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 ca ber for dead load deflection. the length parallel to slots. 11.P to type,size,orientation and location dimensions in icated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lugnber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ,it Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or ss,if no ceiling is installed,unless otherwise noted. 15.Co nections not shown are the responsibility of others. 1 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 ap•roval of an engineer. ■=1# reaction section indicates joint number where bearings occur. 17.Ins all and load vertically unless indicated otherwise. _.ii Min size shown is for crushing only. _MN 18.Us of green or treated lumber may pose unacceptable Dam. en ironmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal p•'ect engineer before use. 19.Re iew all portions of this design(front,back,words Plate Connected Wood Trims Construction. an pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. WI is of sufficient. BCSI: Building Component Safety Information, It/ iTe ke 20.Deign assumes manufacture in accordance with Guide to Good Practice for Handling, AN.-I/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013