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Plans (199) r 1 • MIEN MST2019-00222 114229 SW 169Th AVE wig MST2019-00223 114233 SW 169Th AVE MST2019-00225 114239 SW 169Th AVE MST2019-00226 114241 SW 169Th AVE ' °-3 0 4 2n ■ MST2019-00227 14249 SW 169TH AVE { , ; - { 1\iliTel ,,x Qfr C ''OPY MITek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: RT AREA 4 LOTS 62-66 FRENCH 5X ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K5336891 thru K5336958 My license renewal date for the state of Oregon is December 31,2019. PR0p e3 �cNGINE s�a2 89200PE ,f OREGON.t, k1c, <0 qy 14 2P�P`�- Alm October 31,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. MOM 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: 204 KDDF #16BTR 10-06-00 GIRDER SUPPORTING 9-00-00 1- 2 )-833) 339 1- 6=(-1642) 1953 2- 6-) -190) 663 BC: 2x6 KDDF #169TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3 )-598) 229 6- 7=( -639) 1777 6- 3=(-1231) 527 WEBS: 2x4 KDDF STAND 3- 4=)-598) 229 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"OC- 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)+DLI 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)+UL( 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 IL( 25.0)+DL( 20.0)= 95.0 PLF 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. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1MAX LL DEFL = 0.039" @ 5'- 3.0" Allowed = 0.479" MAX TL DEFL = -0.046" @ 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 • -� I A OND. 3: 2000.00 LBS SEISMIC LOAD. 1-00 4-03 4-03 1-00I Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 190 mph, h=30.3ft, TCOL=6-0,BCDL=6.0, ASCE 7-10, N12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 [77 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-5x6 2 3 4 i /- III 0 III Shil i LO N T /- ix. 6 7 8 !S5 I o 0 M-3x4 M-1.5x3 M-3x4 M-3x4 M-3x4 • l b y l l 1-03-08 3-11-08 3-11-08 1-03-08 y 10-06 y ;�Q,cO PROP 4,k 0 GINE&1k /'qt. 89200PE JOB NAME : RT FRENCH 5 PLEX - AH1 Scale: 0.5161 N WARNINGS: GENERAL NOTES, unless otherwise noted: ii (� 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON b Truss: AH1 and Warnings before construction commences. building component.ApplicaMlgy 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. ,O 91' aSA 1 3.Additional temporsry bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at / 14 •GV 1 is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'os.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��RIO DATE: 10/30/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v• SEQ.: K5336891 4.Note daS td baappledloanycomponemuntilaft lbreclgend 5.andareon of r"dryc is tW onto n"ofu eebufly of setl nlaenonortosctiveeeIractor. , onment fasteners are complete and at no time should any bads greater than gn assumes design loads be applied to any component. end are for"dry conditlon"of use. ID: LINK 5.CompuTmahas nocontrol over and assumes noresponsibility for the e.Design assumes hl llbearingatasupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. gsary amen prh by 7. necessary. ew s seal b assumes adequate ne othifaa is 1,055, October 31,201 8 6.This desgn h furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIIWrCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate site of plate in inches. MiTek USA,Ino✓CompuTrus Software 7.6.8(IL)-E 10.For basic conceder plate design values see ESR-1311,E5R-1988(MiTek) j This]design prepared from computer input by Paci c Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" I13,;/ 2015 MAX MEMBER FORCES 4WR/DDF/C 1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( _34) 84 _ g BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. II 2-3-(-143) 143 2-9-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING �� BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VER MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIO REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 45.0 PSF 0'- 0.0" -163/ 52 -19/ 70H 5.50" 0.84 KDDF ( 625) 0'- 9.2" -195/ 8 0/ OH 5.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -118/ 2 0/ OH 1.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. t (PROVIDE FULL BEARING;Jts:2,4,3 j BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. J AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DBrLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000" @ 0'- 5.5" Allowed = 0.004" MAX BC PANEL TL DE = 0.000" @ 0'- 6.4" Allowed = 0.014" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 9 -/ 11 12.00r,77 MAX HO Z. LL DEFL = 0.001" @ 0'- 11.2" MAX HO Z. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting systemiFed components and cladding criteria. 1I ' o Wind: 140 op h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ' 1 (All H ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'n 0 M load d ation factor=l.6, I Truss signed for wind loads '-1 in the lane of the truss only. i- ,oprif ,j jiii N t ,0 o I 0 8 11611:111111 4 1111111:11111 ,1 M-3x4 I;(' IP I a )' J' y • ��ED PROpS 100 100 (C•NOINEF�9 /0 �, pct,11C1 41 JOB NAME •. RT FRENCH 5 PLEX - AJ / .9 , �� 11111P • Scale: 1.1540 a WARNINGS: GENERAL NOTES, unless otherwise noted: O 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 iI -yG OREGON 1...41Truss: AJ and Warnings before construction commences. building component.pof co ppintisM of design pay of the proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is Me responsibility of the building designer. U / u9 j 2.° v.;1"�4- 3.Additional temporary bracing to insure stability dunrg consirocticn 2.Design assumes Me top and bottom chords to be braced at N y is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70 o.c.respectively unless braced throughout their length by O 1'f DATE: 10/30/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as ptywgod ng(TC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing required where shown++ R R I I-k- S E Q.• K5336892 4.No load should be applied to any component until alter a 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 deaign loads be applied m any component. and are for^d y conditionorae. 1. 5.CompuTmshas nocontrol over and assumes noreaponsibilityfor the 6.Decsegn assumeskill bearing atelsupports shown.Shim orwedge it lit EXPIRES: 12-31-2019 tion,handling,shipment and installation of pone ry fabrica ` components. 7.Design assumes adequate drainage is provided. OC er 31,2018 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 TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate in inches. I'1 MiTek USA,IncfCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design !' ' values ESR-1317,ESR-1988(MiTek) (i I{ • This design prepared from computer input by Pacific Lumber and Truss-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 -TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 84 2-4=0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 26 " TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 261V -21/ 74H 1.50" 0.42 KDDF ( 625) 0'- 11.2" -14/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -40/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 21 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 - 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.D" 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 3 MAX HORIZ. LL DEFL - 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL - -0.000" @ 0'- 11.2" 12.00 Design conforms to main windforce-resisting o system and components and cladding criteria. ' Nin140 mph, h=19.7ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N d: load duration factor=l.6, 2 � Truss designed for wind loads -+ in the plane of the truss only. f- o lliP2, 1.111 o o 1 o M-3x9 I <eti° PR°F0 y 1-00 y 1-00 y �� NGINEF9 `r/o29 :9200PE r JOB NAME : RT FRENCH 5 PLEX - DJ1lIF„..../...-00-..r Scale: 1.1540 •�••' WARNINGS; GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and is for an individual -Q 41 OREGON [F/� Truss: DJ1 and Warnings before construction commences. building component.Applicability of design parameters and properincorporation2.244 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at L<0 Al/L `1 4 i°Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by je/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !�C�RIO- SEQ.: '�\ DATE: 10/30/2018 the overall structure is me responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ y S E Q.: K5336893 4.No load should be applied to any component until eller al bracing and 4.Installation of truss is the responsibility of the respective contractor. F 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 sumsor"drycondition" full b bearing or ata. 5.CompuTmshas nocontrol over end assumes noresponsibility for the e. sag assameslullbeadngetaleupportaa^awn.5himorwedgeif EXPIRES: 12-31-2019 ry. fabrication,handmng,shipment and installation ofcomponents. 7.plates assumes adequate denSeremageisprovided October 31,2018 8.This design is furnished subject to the limitations set forth by 8,plates shall be located an both faces of truss,and placed so Meir center TPIIWfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digts 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-1988(Mires) I. This,}design prepared from computer input by Paci kio Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" Iq' 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&8TR LOAD DURATION INCREASE = 1.15 1-2=(-34) 89 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. yy 2-3=(-56) 26 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VE MAX HORZ BRG REQUIRED BRG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTI S REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 2 V -21/ 74H 1.50" 0.42 KDDF ( 625) 0'- 11.2" -14/ V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -40/ 110V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,4 y BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checkpd for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL CIFLECTION LIMITS: LL=L/240, TL=L/1R0 MAX LL DEPS = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEP = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFT _ -0.001" @ 0'- 5.6" Allowed = 0.030" MAX SC PANEL TL DEF, = -0.001" @ 0'- 5.6" Allowed = 0.040" Ip SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HITIZ. LL DEFL = 0.000" @ 0'- 11.2" f MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" 12 NOTE:Design assumes moisture content does 12.00 I��i not exceed 19% at time of manufacture. 7f Design ',conforms to main windforce-resisting ' o systeml;and components and cladding criteria. 1A ooo 1 'n Wind: 140 mp , h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, of (All H 'ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M o f '" load d ation factor=l.6, Truss signed for wind loads tri i in the lane of the truss only. .68 00 I 1 N o f -3x4 I f d a 1 It l 1 l • 11 1-00 1-00 I �O�ED PROFS qy �4/ 0- NI E.c,9 w :92•0P �T JOB NAME : RT FRENCH 5 PLEX - EJ1 li Scale: 0.9278 �-a ,�}.....-er , WARNINGS: GENERAL NOTES, unless otherwise noted' O /}e Truss: EJ1 1.Binder and erection contractor should beadvised ofall General Notes 1.This design's based Gory upon the parameters shown and is for an individual Il -9 21 OREGON 4/ and Wam rigs before construction commences. building component Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown+. incorporation of component n the responsibility of the building designer. it 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced a1 <0 9 j/ 14 2(11 �� 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 DATE: 10/31/2018 the overall structure is the re bdof the building continuous sheathing such as plywood sheathing(TC)shown tlrywall(BC). • A.A aponsi h g designer. 3.2a Impact bridging or lateral bracing required where shown++ �/�p�' SEQ.: K 5 3 3 6 8 9 4 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. I `� 120110- DATE: l �. _ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, j TRANS ID: LINK design roads be applied to any component. and are or"dry conddion^oruse. ii 5.Compurmahas nocontrol over and assumes noresponsibilirykrthe 8.Desceigs ssumesfulibearingatdsupponsshown.Shim orwedge❑ EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. ry' .1 p 8.This design8.Design assumescted on drainage is truss,andd. 3 r2�1O is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of Truss,end placed so their center TP WVICA in BC51,copies of which will be furnished upon request. lines coindde with joint center lines. MiTek USA,Inc./CompUTrus Software+7.6.9(1 L}E 9.Digits indicate see of plate in inches. 'II 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ii 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/Cg=1.00 .TC: 2x4 KDDF #1&HTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=( 0) 86 2- 8-(-199) 678 8- 3=( -98) 468 10- 7=(-341) 975 2x6 KDDF #1&BTR T2 2- 3=(-1077) 276 8- 9-(-484) 1355 8- 4-(-782) 363 7-11=(-756) 322 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -679) 199 9-10=(-244) 664 4- 9=(-231) 206 - WEBS: 2x4 KDDF STAND; LL - 25 PSF Ground Snow (Pg) 4- 5=(-1329) 495 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) 299 2x6 KDDF #2 B TC UNIF LL( 75.0)+DL( 30.0)- 105.0 PLF 4'- 0.0" TO 13'- 6.0" V j 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"00. 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" 0.62 KDDF (1485) 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 '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, 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 - -0.077" @ 10'- 11.0" Allowed = 0.839" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-3x4 where shown; Jts:2,4-8 Unbalanced live loads have been MAX HORIZ. LL DEFL = -0.032" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.050" @ 13'- 3.2" considered for this design. 2-07-11 10-10-05 Design conforms to main windforce-resisting T 1' T system and components and cladding criteria. 2-05-04 f 1 'Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2-07-11 9-03 3-10-09 2-08-12 load duration factor=l.6, ,r TEnd vertical(s) are not exposed to wind, +190# Truss designed for wind loads M-9x6 12 10.56" in the plane of the truss only. 12.00 P7 3 ° --✓,, VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL # ® __ i LOADS IMPOSED BY SUPPORTS(BEARINGS). 0 6 o I O r0 -,-.--f":1 ,-.1 rm O ® ti O Wil �-_ I__I11 ., Lo 00 1 - 8 9 10 rte o 1 M-5x6 M-5x6 M-3x6 '-' 1 N O I 1 2 Nest\-\/: -, .• Interior condition not exposed to wind load criteria. y 2-06-04 y 9-07-15 y 3-10-09 y 1-11-12 0-05-08 ��1�ED PROFFsd' y y y •,NGINEF9 /0� 13-06 1 00 ��5 e • 89200P 9r' JOB NAME : RT FRENCH 5 PLEX - BH1 �r�„ ---, Scale: 0.3612 WARNINGS: GENERAL NOTES, unlessotheraSenoted: IIS OREGON <vQ 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 a 4 Truss: BH1 and Wamhgsbefore construction commences. budding component.Applicability of design parameters and proper Vs 2.2x4 compression web bracing must be installed where shown+. incorporaafiisure component is the responsibility of the building designer. A �� 3.Additional temporary bracing to insure stability during construction 7 Design the top and bottom chords to be laterally braced at G/O e '4 4� i°the responsibility f the erector.Additional t bracing f 7 a.c.and at la o.c.respectively unless braced throughout their length by P M° permene° 9° continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C� �\ DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. �- 4.No load should be applied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contractor. S E Q.: KS 3 3 6 8 9 5 fasteners are complete and at no time shoub any loads greater than s.Design assumes trusses are to be used m a non-corrosive environment. TRANS ID' LINK design bads be applied to any component. Dnagn afsssumefullberiof use. 5.CompuTrus has no control over and assumes no responsibility for the B.m �"boring at sit supporta shown.Shim°`wedge" EXPIRES: 12-31-2019 spans Y ssery. • p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 3.I 1,20.1 1 8 6.This design a furnished subject to the limitations set forth by 8.Plates shall be located on beth faces of truss,and placed so their center TPIIWrCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-131I,656-1988(MITek) lialliiiiiiiiiiiMilli This' esign prepared from computer input by Paci�+'c Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MA7p MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-) 0) 84 2- 9=( 11) 420 9- 3-( -3) 303 8-12-(-553) 199 2x6 KDDF #1&BTR T2 SPACED 24.0" 0.C. 2- 3=(-705) 182 9-10=( 96) 825 9- 5=(-478) 109 BC: 2x9 KDDF #1&BTR 3- 4=( 0) 0 10-11=( 83) 467 5-10=(-131) 129 WEBS: 2x9 KDDF STAND; LOADING 3- 5=(-421) 172 11-12=( 97) 79 10- 6=1-118) 927 2x9 KDDF #1&BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1-810) 293 6- 7-(-917) 159 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 POP 7- 8=(-632) 188 ii 7-11=(-906) 190 TOTAL LOAD = 95.0 PSF 1 11- 8=1-229) 707 TC LATERAL SUPPORT <= 12"01. UON. BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VE MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTI/S REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 7 :V -53/ 9316 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/ 5:.V 0/ OH 5.50" 0.39 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED = BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP P AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design chec1-d for net(-7 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" II VERTICAL ai FLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DE's = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL DE1 _ -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DE', = 0.033" @ 10'- 11.0" Allowed = 0.629" 14-3x9 where shown; Jts:2,5-9 MAX TL DE., = -0.055" @ 10'- 11.0" Allowed = 0.839" Unbalanced live loads have been11 SEASONED LUMBER IN DRY SERVICE CONDITIONS considered for this design. MAX HdtIZ. LL DEFL = -0.022" @ 13'- 3.2" MAX H IZ. TL DEFL = 0.037" @ 13'- 3.2" 3-11-11 9-06-05 .f f f Design I conforms and components to mainand windforcladding ce-recrisisting teria. 2-05-09 T I/ Wind: 140 m , h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2-06-09 1-05-07 2-11 3-10-09 2-08-12 (All ights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f fload ration factor=1.6, End v tical(s) are not exposed to wind, Truss esigned for wind loads 2-08-12 ,r in the plane: of the truss only. I 9 12 12.00 V VERTIC LEGS ARE NOT DESIGNED FOR LATERAL M-4x6 10.56" LOADS I OSED BY SUPPORTS(BEARINGS). II 5 6 m II I.9o Ips.N �� oI9eAIWItaMM 2I o9 10 �N �j I�1 M-9x6 M- o cv ) 13 an " -f 11 \._Interior condition not exposed ii ,�Q. EPDR OFFssl 1 y y y to wind load criteria. ` EF /�2-06-09 9-07-15 3-10-09 2-05-04 c: R yy y y �� 89200PE 1-00 13-06 JOB NAME : RT FRENCH 5 PLEX - BH2 • . Scale: 0.2987 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 /C Truss: BH 2 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 'y4. 40,OREGON and Warnings before construction commences. building component.ApplicebNty of design parameters and proper I 2.2x4 compression web bracing must be instalkd where shown+. 1„ iti incorporation of component is me responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at R <O Y 4 20\ P- is the responsibility of the erector.Addigonal permanent bracing of 2'o.c.and at td o.n.respectively unless braced throughout their length by r' DATE: 10/31/2018 the overall structure is me teaponeibitty of the building designs. continuous sheathing such as plywood sheathing(7C)and/or drywan(Bc). 3.2x Impact bridging or lateral bracing requires where shown** /�Q `�` SE K5336896 4.No load should be applied to any component until after al bracing and 4.Installation oftruss is the responsibility f the re `/1 1 {�' 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are towhe used in a non-corrosive contractor. ' TRANS I D: LINK deNgn loads be applied to any component. and are for dry condition"cruse. 5.Compartus has no contra,over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. DesignDeassumes m ,. assumes c ed on drainage is rustd. and er 31,201 8 8.This design is famished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so(heir center TPIIWTCA in SCSI,copies of which will be famished upon request. lines coincide with Joint center lines MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Diggs indicate sae of plate in babes. ., 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) Ii {{ iti 11111. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 -TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) i84 2- 7=( -45) 354 7- 3=( 0) 183 6-10=1-575) 213 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-634) 173 7- 8=( -61) 352 7- 4-1 -53) 56 WEBS: 2x4 KDDF STAND 3- 4=1-348).224 8- 9=(-185) 432 4- 8-( -54) 153 LOADING 4- 5=(-564) 231 9-10=( -40) 58 8- 5-(-146) 149 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 5- 6=(-370) 119 5- 9-1-460) 215 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 9- 6-1-208) 599 i TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS : REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -97/ 752V -127/ 172H 5.50" 1.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0 -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" 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, TL-L/180 ** For hanger specs. - See approved plans MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" M-3x4 where shown; Jts:2,6-9,11 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.016" @ 8'- 1.4" Allowed = 0.839" MAX TC:PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed - 0.434" • SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX BORIZ. LL DEFL = -0.009" @ 13'- 4.3" 5-03-11 2-10-10 3-03-11 2-00 MAX BORIZ. TL DEFL - 0.010" @ 13'- 4.3" T T 1' T T 12 12 Design conforms to main windforce-resisting system and components and cladding criteria. M-9x6 M-9x6 12.007 N12.00 3 Wind: 140 mph, h=21.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (AAINhM; Aload duration factor=l.6, x6`'M LESARSITEL M B 9 N o � N I ��ED PROpp Interior condition not exposed '< 4SS1 b l 1, 1 y to wind load criteria. 5N � � EF9 ��1"�� 5-02-09 3-05 3-02-09 1-08-08 y y Y 89200PE 1-00 13-06 JOB NAME : RT FRENCH 5 PLEX - BH3 , �� Scale: 0.3492 - - WARNINGS: GENERAL NOTES, unless otherwise noted: ti 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 individual4.),OREGON Truss: BH3 and Wamingsbefore constmalonoommences. building=omponent.Applicability ofdesign parameters and proper incorporation 2.2x4 compression web bracing must be installed where shincorporation of component k the responsibility of the building designer.ng O )� 14 Ab42P'\3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chortle to Dc laterally braced at , a� is the responsibility al 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 tlrywall(BC). � �R•t . DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown.. k- S EQ.: K5 3 3 6 8 9 7 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibilty 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, and ion"of TRANS ID LINK design bads beappleamamcomponent. Design ssumesor"dry ondbearingata. 5.CompuTrus has no control over and assumes no responsibility for the 6.uses�etumetlullbe.ringal°Ilsuppo°tahewn.5himprwetlgeif EXPIRES: 12-31-2019 ry. ♦ l� } fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OC LOIJP.r J 1 r 20 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 TPIVJZCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digds Indicate size of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(IL)-Z M.For basic connector plate design values see ESR-1311,ESR-1988(MTek) .1111111 .1. 11111111 .111 11 11 Thisresign prepared from computer input by Paci,ic Lumber and Truss-BC 11 LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2-1 0) 84 2- 9=( -87) 357 9- 3=) O) 183 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=14634) 250 9-10=(-106) 352 9- 6=( -61) 64 WEBS: 2x9 KDDF STAND 3- 4=11, 0) 0 10-11=(-225) 432 6-10=( -51) 153 LOADING 3- 6=( 348) 266 11-12=( -43) 61 10- 7=(-139) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 7-11=1-460) 262 BC LATERAL SUPPORT <= 12"01. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 564) 293 11- 8-1-263) 599 = TOTAL LOAD - 45.0 PSF 7- 8=( 370) 153 8-12=1-575) 258 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VER MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTI S REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -132/ 7 V -128/ 173H 5.50" 1.20 KDDF ( 625) OVERHANGS: 12.0" 0.0" 13'- 6.0" -97/ 5 6V 0/ OH 5.50" 0.42 KDDF (1400) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ,I ** For hanger specs. - See approved plans 'COND. 2: Design chec ed for net(-7 psf) uplift at 24 "oc spacing. M-3x4 where shown; Jts:2,8-11,13 VERTICAL FLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DE - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DE - -0.003" @ -1'- 0.0" Allowed - 0.133" 0-02-10 MAX TL DE _ -0.016" @ 8'- 1.4" Allowed - 0.839'• MAX TC PANEL LL DE = 0.033" @ 3'- 0.0" Allowed = 0.434" 6-07-11 0-0-f-10 9-07-11 2-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 4f 4 4 '!L 5-02-09 1-05-07 1-05-07 3-02-09 2-00 MAX H9BtIZ. LL DEFL - -0.010" @ 13'- 4.3" '1 f 4T I ,( 1 MAX HJW1',IZ. TL DEFL = 0.010" @ 13'- 4.3" 5-09-10 Desigtl conforms to main windforce-resisting T 1' systedl'l and components and cladding criteria. 1. 12 45 12 Wind: 140 m h=22.5ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, 12.007 N12.00 (All fights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), k9-9x6 M-9x6 load ration factor=1.6, End v •tical(s) are exposed to wind, Truss esigned for wind loads in th Iplane of the truss only. 40111111111.1110 I I1 VE .:,ICAL LEGS ARE NOT DESIGNED FOR LATERAL LOA S IMPOSED BY SUPPORTS(BEARINGS). ri M-5x6 li 8 I' ITIMR471 .. m jJ o 1. rn Ill to V� s 41113o 1 9 0 I O � A O k jj 1 2 NNN._ �� O PROFFss Interior condition not exposed J, l l 1 to wind load criteria. �NG NF�n �OA9 5-02-09 3-05 3-02-09 1-08-08 77 _v ,I, i' 13-06 4� 89200PE• 1` • JOB NAME : RT FRENCH 5 PLEX - BH4li Scale: 0.2787 1 •� • WARNINGS: GENERAL NOTES, unless otherwise noted: { '� 1.Builder and erection contractor should be advised of all General Notes 1.Thla design is based only upon the parameters shown and is for an individual 11 yL ,�OREGON 14, Truss: BH4 and Warnings before construction commences. building component.Applicabi,ty of design parameters and proper 2.2a4 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ''. IO Al) 14, AO� �� is the responsibility of the erector.Additional permanent bracing of 2'c.c.and al 70'0.4 respectively S plywoodly unless braced throughout their length by 4 DATE: 10/31/2018 the overall structure is the responsibility I the buildingdesigner. continuous0ptsheathinginsuch l b asng required uiredwhere shown and/•r tlrywall(BC). � 1�� P ry° Basin 3.2a Impact bridging or lateral Waring required ** SEQ.: K5 3 3 6 8 9 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiRy of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design acoes trusses are to be used in a nonosive environment, - TRANS I D: LINK design bads be applied to any component. and are or dry condition.of use. crro 5.CompuTrus has no control over and assumes no responsibiky for the 8.Design assumes full bearing H el supports shown.Shim or wedge d w EXPIRES: 12-31-2019 fabrication,handling, necessary. ` g,shipment and installation of components. 7.Design assumes adequate drainage is provided. OC`w ber 31,2018 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 TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate arse of plate in inches. j MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-Z 10.For bask 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 15-05-08 GIRDER SUPPORTING 20-11-00 FROM 4-07-08 TO 15-05-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 .TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-4656) 702 7- 8=(-2084) 2554 7- 1=(-4856) 696 10- 4=( -438) 2892 BC: 2x8 KDDF #16BTR 2- 3=(-3660) 638 - 9=( -632) 3986 1- 8=( -414) 3514 4-11=(-5102) 758 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-2268) 488 -10=)-1052) 3612 8- 2=( -222) 1710 11- 5=( -142) 64 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -358) 358 1 -11=(-1052) 3612 2- 9-(-1584) 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) 2494 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 7.5" V 9- 4=( -868) 1748 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 4'- 7.5" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA _,),� ADDL: BC CONC LL+DL= 2353.0 LBS @ 3'- 7.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 2134.0 LBS @ 13'- 6.0" 0'- 0.0". -691/ 4953V -2319/ 2319H 5.50" 7.92 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 15'- 5.5" -1064/ 6792V -2319/ 2319H 5.50" 10.87 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Full height blocking is required at right bearing 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET.9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 206 webs, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP POND. 2:i Design checked for net(-7 psf) uplift at 24 .oc 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 = 0.025" @ 10'- 10.9" Allowed = 0.727" MAX TL DEFL - -0.058" @ 10'- 10.9" Allowed = 0.969" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.008" @ 0'- 2.7" MAX HORIZ. TL DEFL = -0.013" @ D'- 2.7" 6-09-14 8-07-10 1' '1 '1 POND. 3: 150.00 PLF SEISMIC LOAD. 3-09-09 3-00-10 4-01 9-03-19 0-02-12 4 4 4 .e 4 4' Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-5x6 M-4x8 M-1.5x3 Wind: 140 mph, h=23.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 12.00 3 4 5 6 - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �� 11 End vertically) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 2 M i N 0 M-3x8 1 o SS • 7'''''' 8 9 10 .--s‘13. M-3x4 M-6x10 M-3x8 M-3x10 M-4x10 EOPRQFs�fGv, s 2353# +21348 OG�NE9 /0; i, y 3-05-12 3-05-14 3-11-04 4-06-10 �� t9 y y :9200PE is-os-oa 4 /� JOB NAME : RT FRENCH 5 PLEX - BGIRD < 461IP Scale: 0.2812 WARNINGS: GENERAL NOTES, unless otherwise noted: CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G ".„OREGON ON �4, Truss: BGIRD and Wamirgs before construction commences. building component.Applicability or design parameters and proper 2.244 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. , 91' AO� �� 2.Design assumes the top and bottom chords to be laterally bracsd at / •G 3.Additional temporary bracing to insure stability during construction 14 s is the responsibility of the erector.Additional permanent bracing of T a.c,end at 10'o.c.respectively unless braced throughout their length by (]� continuous sheathing such a•plywood sheathing(TC)and/or drywell(BC). la/!C�R'I- `J DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !^ �+ 4.No bed should be applied to any component until alter all bracing and 4.Installation of truss is the respanstbiNty of the respective contractor. i SEQ.: KS 3 3 6 8 9 9 fasteners are complete and at no time should any loam greater then 5.Design assumes trusses are to be used in a non-corrosive environment, design load•ba applietl to arty component. and are fordry condition"of use. TRANS ID: LINK 5.CampuTrushasnocontrol°verandassumesnoresponsibilityforthe B.°;=red°•dam•°k°b°•^°ga°N�ppana•^°wn.5^im°rw•dg°g EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 31,2018 8.This design Is famished subject to the limitations set forth by 8.Rates shall be located on both faces of truss,and placed so their center TPIIW1CA in BC51,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MITek USA,Inc./ConlpuTnls Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111 This Design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBI,! 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 11 1-2-) 0) 99 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 47 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VER1 MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTI • REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD - 45.0 PSF 0'- 0.0" -72/ 42 -26/ 102H 5.50" 0.68 KDDF ( 625) 2'- 11.0" -55/ 8 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 3 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1,, 'PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checd for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL D LECTION LIMITS: LL-L/240, TL=L/180 MAX LL DE = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DE = -0.014" @ -1'- 6.0" Allowed = 0.200" 2-11-12 MAX LL DE = 0.000" @ 0'- 0.0" Allowed - 0.028" fMAX TL DEF4= 0.000" @ 0'- 0.0" Allowed - 0.037" MAX BC PANEL LL DEF'1 - 0.007" @ 1'- 10.6" Allowed = 0.154" MAX BC PANEL TL DEF1 - 0.006" @ 1'- 9.2" Allowed = 0.206" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 8.0D MAX HOZ. LL DEFL = -0.000" @ 2'- 11.0" MAX HO Z. TL DEFL - -0.000" @ 2'- 11.0" 3 -0 1 Design ponforms to main windforce-resisting system'and components and cladding criteria. li '' Wind: 140 mp h=21.4ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All H 'ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load d ation factor-l.6, Truss signed for wind loads o in the lane of the truss only. I N I( Ia ria /- o o I ua O o 2�� 110.." 114 M-3x4 1 (,i Jtf l l l 1-06 4-00 EO PROFF �� ss �� 04GINFF�9 /0 :9200PE �r JOB NAME : RT FRENCH 5 PLEX - BJ1 111 L �i•: Scale: 0.6965 WARNINGS: GENERAL NOTES, unless otherwise noted' i Q Ct. Truss: BJ1 and Wamings before construction commences. building component.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 �j 74. 4"OREGON 44/t Applicabilityproper ity of design parameters and 1 2.2x4 compression web bracing must be installed where shown i. incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to De laterally braced at <O ° y 14 2. �4 is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respecgvely unless braced throughout their length by Y s f� w DATE: 10/30/2018 the overall structure is the responsibility of the building designer. continuous sheathing or such as acinplywg re uir et where annoy drywall(BC). a��R t��NV 3.2x Impact budging or lateral bracing required where shown•r• �� /\� SEQ.: K5336900 4.No bad should be applied to any component until after all biasing and 4.Installation of truss is the responsibilityof the res dive 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. end are for"dry condition-ofuse. 5.CompuTrus hes no control over and assumes no responsibilty for the 6.Design assumes fug bearing at al supporta shown.Shim or wedge g ' EXPIRES: 12-31-2019 fabrication,handling,shipment pone necessary. g, pment and installation of components. 7.Design assumes adequate drainage is provided. OCtlber 31,2018 6.This design Is famished subject to the limitations set forth by 8.Plates shag be located on bob faces of truss,and placed so their center TPIAWICA in SCSI,copies of which will be furnished upon request. Ines coindtle with joint center lines. 9.Digits Indicate see of plate in inches. M7ek USA,Int./CompuTrus Software 7.6.8(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) ,I 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/Cg-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: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 1-4=(-54) 56 WEBS: 2x9 RODE STAND LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" 0/ 70V -96/ 52H 5.50" 0.11 KDDF ( 625) TOTAL LOAD = 95.0 PIE 0'- 9.9 -107/ 59V 0/ OH 1.50" 0.09 KDDF ( 625) 3'- 10.5 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:3,2,9 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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/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" ' 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 7 MAX HORIZ. TL DEFL - -0.001" @ 0'- 9.4" 2 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 (Wind: 190 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, /I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 V End load vertical(s)aare rexposed to wind, Truss designed for wind loads A- �° in the plane of the truss only. hhihihi...._ ,0 • mi I io0 W 3► I/4 M-1 5x3 M-1.5x3 I C.��OD PRpppss y ; y ��GINEFR /029 3-05-06 0-05-02 ' y y 89200PE �' 3-10-08 • JOB NAME : RT FRENCH 5 PLEX - BJ1X Scale: 0.8631 WARNINGS: GENERAL NOTES, unless otherwise noted: J'� CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON 40 Truss: BJ1X and Wamirgs before construction commences. building component.Applicabilty of design parameters and proper �� 2.204 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. 7 �{� 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be IateralN braced at <O `� a `v �r is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'0.0.respectively unless braced throughout their length by I �j DATE: 10/30/2018 the overall structure is the res onslbiof the building continuous sheathing such as bracing rewood sheat where s andlor Orywall(BC). I 411R10- SEQ.: E R R 10- `J P NY g designer. 3.2x Impact bridging or lateral breang required where shown++ SEQ.' '53' a 4.No toed should be eppled to any component untit after eli bracing end S. lleticnoftmUussthe see°bebulised the anonpoctovsiweacontractor. environment, •fasteners are complete and at no bre should any bads greater man Design assumes and are for"dry condition"of use. TRANS ID: LINK • s.C°mpuTmshas nocontrol over and assumes noresponsibility for ine B.Design°°anm °° Nllb°°^°ga°taupe°^°ah°wn.s^im°rw°dg°° design bees be applied to any component EXPIRES: 12-31-2019 ry robds ,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 31,201$ 6.Thiss desgn is furnished subject to the limitations set forth by 8.Plates shat be located on both faces Mimes,and placed so their center TPIMrCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITyk USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I', This esign prepared from computer input by Paci 'c Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.3" IB 2012 MAX MEMBER FORCES 4WR/DDF/C 1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 9 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DIY 1-2=(-156) 139 1-4=(0) 0 WEBS: 2x4 KDDF STAND i' 2-3=( -56) 26 LOADING I' TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSP BEARING MAX VER MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIO REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -23/ 17 -43/ 115H 5.50" 0.27 KDDF ( 625) 3'- 7.7" 0/ 4 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.8" -121/ 23 0/ OH 1.50" 0.30 KDDF ( 625) 5'- 10.3" -22/ 4 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. II 11.1 'PROVIDE FULL BEARING;Jts:1,4,2,3 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 12 VERTICAL DI(f'LECTION LIMITS: LL=L/360, TL=L/240 8.00 177 3 -/ MAX TC PANEL LL DEFL= 0.013" @ 1'- 10.6" Allowed = 0.249" MAX TC PANEL TL DEFL= 0.011" @ 1'- 10.7" Allowed = 0.374" N 0 MAX HOZ. TL DEFL = -0.001" @ 5'- 9.5" Designonforms to main windforce-resisting systemnd components and cladding criteria. Wind: 190 op h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Hight s), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load dation factor=1.6, End ye ical(s) are exposed to wind, Trusssigned for wind loads o in thelane of the truss only. 61 11 M , IA O ' CD o 1 9 ., M-3x4 4 i I' ,1 y y 3-10-08 1-11-12 I,1 v,cp PROF .<<,iso. l GINEF9 sv0 2 :9200PE r JOB NAME : RT FRENCH 5 PLEX - BJ2 I Scale: 0.5793 l _ l. WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr Truss: BJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9/ ,�OREGON and Warnings before construction commences. building component.AppllwbiRy of design parameter:and proper 2.204 compression web bracing must be instated where shown+, incorporation of component is Me responsibility of the building designer. l 2O 4/< 3.Add'asnal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be ty braced at �O q�I TE is the responsibility of the erector.Additional permanent bracing of 2'ex.and at 7 G 0.0.respectively unless braced throughout(heir length by Ij �� DATE: 10/30/2018 the overall structure is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ',� p ty of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ +, � �� SEQ.: K5 3 3 6 9 0 2 4.No load should be applied to any component until after al bracing and 4.Installation of truss a the responsroilty 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 beds be applied to any component. and are or"dry condition.ofuse. 8.Design assumes NII bearing at al supports shown.Shim or wedge if 5.compoTrusnasn000mroloveranaassumesnoresponsibilityerma I EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. B.This design:stumishedsubject tothe limnationsset fodhby 7.Pltisshallbgn elctedon orataceinagesopross,an Oct er 31,2018 8.Plates shall be located on both etas of truss,and placed so their center TPIANTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Ina/Compolrus Software 7.6.7(1L)-E 9.Digits indicate sae of plate in inches. 70.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 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 -TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 4-5=(-52) 50 4-1=(-33) 16 BC: 2x4 KDDF #16BTR 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)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" 0/ 70V -46/ 52H 5.50" 0.11 KDDF ( 625) O'- 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 PROVIDE FULL BEARING;Jts:9,2,5 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: pesign checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL - 0.000" @ 0'- 6.1" Allowed = 0.037" MAX TC PANEL TL DEFL = -0.000" @ 0'- 5.9" Allowed = 0.055" 2-10-03 MAX BC PANEL LL DEFL - 0.000" @ 3'- 0.8" Allowed = 0.128" / 1 1 MAX BC PANEL TL DEFL - -0.005" @ 1'- 9.6" Allowed = 0.171" 12MAX HORIZ. LL DEFL - -0.001" @ 0'- 9.4" MAX HORIZ. TL DEFL - -0.001" @ 0'- 9.4" 12.00 -/ '1 Design conforms to main windforce-resisting system and components and cladding criteria. ninth 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. I M-4x6 0 0 V m IIIIIIII w f 4► ►�5 M-1.5x3 M-1.5x3 • • ��Ep PROFF y J' y �� NGINE. /0'L 3-05-06 0-05-02ir b 3-10-08 l �� :9200PE 9r JOB NAME : RT FRENCH 5 PLEX - BJ2X Scale: 0.5659 • /1 /�� WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON �(/� 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and is for an Individual Truss: BJ2X and Warnings before construction cemmences. building component.Applicability of design parameters and proper • • 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. G�'�q y y 4 20 '4 3.Additional temporary bracing to insure stability during construction 2.Oeagn assumes the top and bagom Chords to be laterally braced at (� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a1 10 o.c.respectively unless braced throughout their length by �`_ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 MCR RIO- I I DATE: 10/30/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*. ` H {�' 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. i SEQ.: KS 3 3 6 9 0 3 fasteners are complete and at no time should any wads greater than 5.Design assumes tresses are to be uxd m a non<enosive environment, TRANS I D• LINK design loads be applied to any component, end are for"dry full condition"of use. 12-31-2019 n 3 n 1 9 5.Compuims has no control over and assumes no re bilb for the S.ne.ssassumes ill bearing at all supports shown.Shim or wedge if EXPIRES. (L�J�-L,O IA sponsi y ,y_ • fabrication,handling,shipment and installation of components. 7.Dealgn assumes adequate drainage is provided. '.. C)ctober 31,201$ 8.This design is furnished subject to the limitations set forth by B.Plates Niel be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) rilliMMIMIIIMIIMMIIIMMII.11.17 This esfgn prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBO' 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1 1-2=(-269) 211 1-5=(0) 0 BC: 2x4 KDDF' #168TR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND2-3=(-129) 67 LOADING 3-9=( -65) 0 TC LATERAL SUPPORT <= 12••00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VER MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIO REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0•' 11.8" 0'- 0.0" -16/ 16 -62/ 187H 5.50" 0.26 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 4 0/ OH 5.50" 0.07 KDDF ( 625) ** For hanger specs. - See approved plans 3'- 9.8" -158/ 31 0/ OH 1.50" 0.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.5" -116/ 25 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 i1 BOTTOM (PROVIDE FULL BEARING;Jts:1,5,2,3 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checkd for net(-7 psf) uplift at 29 "oc spacing. VERTICAL D11E'LECTION LIMITS: LL-L/360, TL=L/240 MAX LL DEFY - -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" MAX TC PANEL TL DEF'); = 0.009" @ 1'- 9.2" Allowed = 0.374" 8.00 3 12 0 MAX HO4Z. LL DEFL = -0.003" @ 7'- 9.8" MAX HO Z. TL DEFL = -0.003" @ 7'- 9.8" id Design Conforms to main windforce-resisting system nd components and cladding criteria. Wind: 190 mp ' h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All H ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load d ation factor=l.6, o End ye ical(s) are exposed to wind, I Truss signed for wind loads o in the lane of the truss only. I oD 3 ,t { M 11 , [ IIMMIMIIMMmi 1, O 5 1.=,:-W -/ { M-3x4 j i y y y .\((?"ED PROPess 3-10-08 4-11-12 11 '1.41C.° �NGINFFR X02 =92•OP 9r JOB NAME : RT FRENCH 5 PLEX - BJ3 Scale: 0.9558 999� ...de� 7�• WARNINGS: GENERAL NOTES, unless otherwise noted: , Truss: BJ3 in 4C- I.Builder and erecdoncontractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown and is for an individual ,�OREGON and Warnings before construction commences. building component.Applicablity of design parameters and proper *, Zii 2.204 compression web bracing must be installed where shown*. incorporation of component k the responsibility of the building designer. I N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,, �O�y r 1 2�� is the responsiblllly of the erector.Additional permanent bracing of `'o.c.and at 70'o.c.respectively unless braced throughout their length by (� DATE: 10/30/2018 the overall structure is me re bi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0 Qsponai A y of the building designer. 3.201mpaM bodging or lateral bracing required where shown** FR R 10,. S E K5 3 3 6 9 0 4 4.Na load should be applied to any component until after al bracing end 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a nanconoMve environment, i, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrushasnocontrolovererMeseumesnoresponsibilihNrihe 6.Design ssumesfllbearingataasupportsshown.Shimorwedgeit III EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 4 6.This design is famished subject to the limitations set forth by T.Design assumes adequate on both face is provided. a. OClo)er 31,2018 e.Plates fine be located on born faces of floss,end placed so their center TPNMCA in BM,copies of which will be furnished upon realest. lines coincide wfth joint center lines. • MiTek USA,Inc./CompuTms Software 7.6.7(1 L)-E A Digits indicate size of plate in inches. 1 10.For basic connector plate design values see E512-1311,ESR-1988(MiTek) til 1 r This design prepared from computer input by Pacific Lumber and Truss-BC • • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" ,I IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 11 .TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-49) 43 1-3=(0) 0 BC: 2x9 RIDE #1&BTA SPACED 29.0" O.C. - TC LATERAL SUPPORT <= 12"01. UON. LOADING BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"01. 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/1B0 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" 1' ,f 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 V Design conforms to main windforce-resisting system and components and cladding criteria. ind: 190 mph, h=2l.lft, TCDL=6.O,BCDL=6.0, ASCE 7-10, • • (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, Truss designed for wind loads /FjgjIIIIIIIIMII ~ • in the plane of the truss only. rn I 0 o N O o f1 01110--- 1 11101113 01-3x4 R`O° PRopFs c„,..<(' ,..AG y � INFs� 2-00 � 9 0 ' � 89200PE ,. JOB NAME : RT FRENCH 5 PLEX - BSJ1 :i40 P�i��• Scale: 0.9428 WARNINGS: GENERAL NOTES, unless otherwise noted. O OREGON �CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t Truss: BSJ1 and Warnings before construction commences. building component Applicability of design parameters and proper 4/OREGON 2.2c4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �� "q 1� nO� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al T 4 ^��a(� 2'o.c,and at 10'o.c,respectively unless braced throughout their length by s M is Me responsibilfty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andror drywall(BC). DATE: 10/30/2018 the overall structure is the responsibility of the building designer. 3.rat Impact bridging or lateral bracing required where shown++ iviFR R I1.-k- SE K5 3 3 6 9 0 5 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. I Q• fasteners are complete and Inc time should any bads greater than s.Design assumes busses are to be used b e non-corrosive environment, 1 TRANS ID: LINK design loads be applied to any component DesWnassand are for udtyfullberigof at EXPIRES: 12-31-2019 6.Design assumes full bearing at al supports shown.Shim or wedge i( • 6.CompuTrus hes no control over and assumes no responsibility for the necessary fabrication,handling,shipment and installation of components. • 7.Design assumes adequate drainage is provided. October 31,2018 6.This design is furnished subject to the limitations set Porth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWrCA in BCSI,copies of which will be furnished upon request. lines croindde wfth joint center litres. 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,ESR-1988(MiTek) This esign prepared from computer input by Paci 'c Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-108) 170 6- (-252) 635 1-6=(-156) 122 4-8=(-330) 151 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-734) 312 7- (-152) 503 6-2=(-905) 214 8-5=(-131) 636 WEBS: 2x4 KDDF STAND 3-4=(-635) 269 8- ( -67) 88 2-7=(-274) 271 5-9=(-865) 238 LOADING 4-5=(-631) 195 3-7=(-230) 478 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 - 45.0 PSF BEARING MAX VER MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTI S REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -144/ 92 -297/ 322H 5.50" 1.48 KDDF ( 625) 20'- 5.0" -142/ 91 0/ OH 5.50" 1.46 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checleld for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DI ELECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEE') = 0.017" @ 9'- 10.4" Allowed = 0.975" 9-08-10 10-08-06 ` MAX BC PANEL TL DEET(= -0.102" @ 4'- 8.4" Allowed = 0.604" 1' .1' 1 I1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-09-01 4-11-09 5-05-07 5-02-15 MAX HO Z. LL DEFL = 0.007" @ 20'- 3.2" 1 1' '1 T 1' MAX HO Z. TL DEFL = 0.011" @ 20'- 3.2" 12 12 M-5x6 12.00 3 QB.00 Design onforms to main windforce-resisting Qksystem. nd components and cladding criteria. Wind: 140 mp h=24.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All H 'ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load d ation factor=1.6, End ve ical(s) are exposed to wind, Truss signed for wind loads M-3x4 in the plane of the truss only. 4 .31 M-3x9 I 112 r 1p M-3x9 �a -/ • i1 I M-1.5x3 1 i li, 11 ,L L '�' MM 61I M-3x4 M-3x8 M-3x4 M-1.5x3 i M-3x5(S) !i l 1 )' l 9-10-06 5-07-03 4-11-07 �� PR Fery y `14-00 6-05 c;\ GtNEF C� 0 9O ,y y ,_20-os �� :9200PE - JOB NAME : RT FRENCH 5 PLEX - Cl li „000.",•••• Scale: 0.2206 I1pL • WARNINGS: GENERAL NOTES, unless otherwise noted: O 4t'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 12. 41OREGON lV` Truss: Cl and Warnings before construction commences, building component.Applicability of design parameters and proper Il 2.2x4 compression web bracing moat be installed where shown,. incorporation of component is the responsibility of the building designer. II 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at !ii �O 9 y A � �� is the responsibility of the erector.Additional permanent baring of 2'on.and al 10'o.c.respectively unless braced throughout their length by 14y fr - continuoussheammgauchasacing required uiredsheathing(TC)ereshntl/ol dryvrell(BC). I, MFRR�1_� DATE: 10/30/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or latest bracing required where shown++ C SEQ. : K5336906 4.No load should be applied to any component until after al baring and 4.Installation of truss is me responsibily of the respective contactor. fasteners are complete and al no time should any mads greater than 6.Design assumes trusses are b be used in a non-corrosive environment, de meas be applied to a tient and are for%try condition"of use. III'' TRANS I D: LINK 5.Camy Tms has no onirol over ntlessumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, necessary' a%%j+._ shipment and a hrnkticn of components. 7.Design assumes adequate drainage is provided. 0 ctllyber 31,201 8 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 l TPINJ1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tins. 9.Digits indicate sae of plate in inches. 111 MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 1{ I; II 11 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-00 GIRDER SUPPORTING 8-00-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 -TC: 2x9 KIDS #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1836) 291 17- 8=1-301) 399 7- 1=(-2047) 295 10- 4=( -69) 886 2x6 KDDF #16BTR T2 2- 3=(-1829) 371 8- 9=1-312) 1261 1- 8=( -131) 1301 9-11=(-1364) 213 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-1252) 298 9-10=1-253) 1406 8- 2=( -212) 104 5-11=7 -93) 367 - WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=) -639) 205 _0-11=1-253) 1406 2- 9=1 -165) 177 11- 6=( -220) 1589 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 20.01= 70.0 PLF 0'- 0.0" TO 20'- 5.0" V 5- 6=1 -930) 291 :1-12=1 -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. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0'" -315/ 2297V -213/ 279H 5.50" 3.68 KDDF ( 625) NOTE: 2x9 BRACING AT 24"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. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 a. For hanger specs. - See approved plans MAX LL DEFL = -0.039" @ 12'- 2.5" Allowed = 0.975" ' MAX TL DEFL = -0.072" @ 12'- 2.5" Allowed = 1.300" A 6-11-11 10-05-10 2-11-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1' f MAX HORIZ. LL DEFL = 0.009" @ 20'- 2.3" 3-08-01 3-03-10 5-02-13 5-04-04 2-10-04 MAX HORIZ. TL DEFL - 0.016" @ 20'- 2.3" T T T T T T 12 12 Design conforms to main windforce-resisting 12.00 V M-4x6 M-9x6 N 12.00 system and components and cladding criteria. 3 M-3x8 Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4C 9 Q� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertically) are exposed to wind, Truss designed for wind loads M8-5x6 in the plane of the truss only. M-3)1921 pilli � -I N I M-3x6 ni 1 A ` OWE; saillE�3l�`'VINIF,1.1I�II M-5x8+llibbiti.. N / lliMil � 7 ** B 5 _ a _ 10 11 ** 12 ,, M-1.5x4 M-3x5 M-3x8 M-3x9+ M-3x6 M-4x8 M-7x10+ M-3x9+ M-3x9+ M-5x6(5) M-7x10+ M-1.5x4 M-5x6+ M-5x10+ M-3x4+ M-3x4+ M-7x12+ M-5x8+ b J• J 1 J' 1 �a,ED PR Ore„ 3-04-09 3-03-15 5-06 5-06 2-08-08 y y y „...."•44 � �NGINEE9 /ge. .1' 14-00 6-05 :9200PE r 20-05 JOB NAME : RT FRENCH 5 PLEX - CH1 /.414i: Scale: 0.2199 WARNINGS: GENERAL NOTES, unless otherwise noted: tiNF1 /.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 40 OREGON tl.. iti Truss: CH1 and Wamings before construction commences. building component.Applicability of design parameters and proper Vs 2.2x4 compression web bracing must be installed where shown e. incorporation of component is the responsibility of the building designer. �� 3.Additional temporary bracing to insure ctabllky during construction 2.Design assumes the top and bottom chortle to be laterally braced at GAO qY 14 0 is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 No DATE: 10/31/2018 the overall structure is the responsibility of the building designer. co Impacts sheathing such as plywood aired in ere s and/or dryw011811 �`R R 10- SEQ.: a�� p b g3.2x Impact bodging or lateral bracing required where shown+i I SEQ,: K5336907 4.No load should be applied to any component until after all braong and 5.4. allation of truss isshB responsibilityof the respective espe plowsntnetot. fasteners are complete and at no time should any loads greeter thenDesign assumes TRANS ID: LINK design loads be applied to any component. 6 o are for"dry fdI Hearin fat elw os shown.Shim or wed f . 5.Compurrushas nocontrol over and assumes noresponsibility for the Design g supports wedge EXPIRES: 12-31-2419 ry fabrication,handling,shipment and installation of components 7.Design assumes adequate drainage is provided. October 31,2018 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 TPINNCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connedor plate design values see ESR-1311,ESR-1988(WWI ii This esign prepared from computer input by Paci '0 Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX)' EMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 2- 3=(-745) 251 9- 0=(- 17) 257 8- 9=(-105) 271 11- 2=(-373) 210 SPACED 29.0" O.C. 2- 3=(-795) 393 9-10=(- 35) 630 1- 9=(-105) 561 6-12=(-373) 210 WEBS: 204 KDDF STAND 3- 5=1-473) 349 10-11=(- 79) 480 9- 2=(-129) 133 12- 7=(-199) 690 LOADING 4- 5=( O) 0 11-12=(- 92) 454 2-10=(-262) 216 7-13=(-885) 306 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 5- 6=1-640) 342 12-13=( 66) 88 10- 3=(-189) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-588) 209 1 10- 5=(-127) 112 TOTAL LOAD = 45.0 PSF II 5-11=( -57) 185 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VER MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTI REACTIONS SIZE SQ.IN. (SPECIES) = BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -143/ 91 -272/ 298H 5.50" 1.47 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 5.0" -143/ 91 0/ OH 5.50" 1.47 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. • M-3x9 where shown; Jts:l-2,6-7,9,11-12 00 For hanger specs. - See approved plans COND. 2: Design checv.'d for net(-7 psf) uplift at 24 "oc spacing. 0-03-14 N VERTICAL D 'LECTION LIMITS: LL=L/240, TL=L/180 MAX LL DE h = 0.015" @ 10'- 10.6" Allowed = 0.975" 8-11-12 1-10 9-07-04 MAX TL DE = -0.024" @ 10'- 10.6" Allowed = 1.300" 1' 1' ' f SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-05-12 4-04-04 1-11-12 4-10-08 4-04-14 1 .f. f ,' MAX HO ir Z. LL DEFL = -0.008" @ 20'- 3.2" 12 12 MAX HO'r Z. TL DEFL = 0.009" @ 20'- 3.2" M-9x6 12.00 3 9 M-5x6 61 Q 8,00 Designonforms to main windforce-resisting O=s� system nd components and cladding criteria. Wind: 190 mp lrh=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All H ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load d ation factor=1.6, End ve 'cal(s) are exposed to wind, Truss signed for wind loads in the lane of the truss only. II fl 11 to io1.101.4111iIb3 M-1.5x3 M-3x8 M-3x5(S) M-1.5x3 „I 1 i' l l l 1 4-02-04 4-06 2-08-13 4-10-08 4-01-06 y y �� PD Ora �I s14-00 6-05 oNGINEF9sO'b ' C 2zo-os j44t it JOB NAME : RT FRENCH 5 .LEX - CH2 89200.E r Scale: 0.2287 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual w O,JREGON Truss: CH2 and Warnings before construction commences. building component.A gcebRt of (' kit pp ydesign parametersyof the proper 2.2x4 compression web bracing must be installed where shown+. incorporation o/component k the responsibility o/the building designer. N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at • < 4 fr 2•°\ �4 is the responsibility of the erector.Additional g of2'o.c.end at 10'o.c.respectively unless braced throughout their length b p M permanent bracing continuous sheathing such as d required in a g y 14 a - DATE: 10/30/2018 the overall structure is the responsibility of the building designer. or plywood sheathing(TC)s wn•tlrywmgac). il ��'�� 3.2x Impactotruss bridging lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of Is the res SEQ.: K 0 8responsibility 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 mads be applied to any component and are ro dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility br the B.Design assumes loll bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 7.Designsshall b assumes adequate oth face is truss, d. and r 31,201 8 6.This design is famished subject to the limitations set forth by e.Plates shall be located on both laces of truss,end placotl so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Compelrus Software 7.6.8(7 L)-E 9.Digits indicate sae of Mate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I: I1 III r L 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 919R/DDF/Cq=1.00 -TC: 2x9 ROOF #1&BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-9316) 760 1- 7=(-1196) 3599 2- 7-) -642) 3816 10- 5=(-630) 3730 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3026) 592 7,- 8=(-1216) 7666 7- 3=(-4979) 772 WEBS: 2x4 KDDF STAND; 3- 9=(-7424) 1316 81- 9=(-1228) 7769 3- 8=( -286) 1984 - 2x9 DF STAND A LOADING 9- 5=(-2958) 530 91-10=(-1228) 7769 8- 4=( -382) 910 LL = 25 PIF Ground Snow (Pg) 5- 6=(-9216) 799 10L 6=(-1210) 3548 9- 4=( -278) 1796 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 9-10=(-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 LI( 0.0)-IDL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 437.5)+DL( 350.0)= 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J''--- ( 2 ) complete trusses required. 0'- 0.0" -760/ 9289V -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/ 9289V -2000/ 2000H 5.50" 6.85 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, o /XVX\ 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 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/290, TL=L/180 MAX LL DEFL = -0.048" @ 3'- 10.2" Allowed = 0.938" MAX TL DEFL = -0.085" @ 3'- 10.2" Allowed = 0.583" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.019" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.029" @ 0'- 5.5" 1-00 7-08 1-00 f f f 1 BOND. 3: 2000.00 LBS SEISMIC LOAD. 1-00 2-06-11 2-08-07 2-04-15 1-00 Design conforms to main windforce-resisting 1' '1 f '1 4 1' ( system and components and cladding criteria. 12 12 Wind: 140 mph, h=20.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 7 N12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8M-4x10 M-5x6 3 4 ' __ _____,..___________:. 400.. ,,,, _ 4 1 7 /"-"-----T- t.----------------, 1 1 = _ . 0[ -- I + I I I II I + N n O f I 1 7 8 9 10 6 I O 0 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 • .6 y 1 .6 .6 ,L 1 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 y y �� OPROp 9-08 1. �NGINE�c9 X02 .....'44• • 89200PE 9x• • ir • JOB NAME : RT FRENCH 5 PLEX - DH1 �r Scale: 0.5129 - ' WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.TMs design is based onty upon the parameters shown and is for an individual OREGON bN �� Truss: DH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown ii. incorporation of component is the responsibility of Me building designer. �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced al G<0 11' 14, . is the responsibility of the erector.Additional permanent bracing of 2'op.and al 10'o.c.recpectivety unless braced throughout[heir length by M q, continuous sheathing such as plywootl sheathing(TC)and/or tlrywell(BC). r� 1�� DATE: 10/30/2018 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown•• (� SEQ.: K5 3 3 6 9 0 9 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Misses are to be used In a noncorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"c/use. 5.CompuTrus has no control over and assumes no responsibility for the e 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 31,2018 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 TPVWTCA 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,InciCompuTrus Software 7.6.8(TL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I l This'design prepared from computer input by Paci is Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2015 MAX M ER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-4316) 760 1- 7=(-1196) 594 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) 666 7- 3=(-4474) 772 WEBS: 2x4 KDDF STAND; 3- 4=(-7424) 1316 8- 9=(-1228) 764 3- 8=( -286) 1984 2x4 DF STAND A LOADING 4- 5=(-2958) 530 9-10=(-1228) ,LL 764 8- 4=( -382) 910 LL = 25 PIE Ground Snow (Pg) 5- 6-(-4216) 744 10- 6=(-1210) Ig548 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"00. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 8'- 8.0" L li BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT1 MAX HORZ BOG REQUIRED BOG AREA __,,- BC UNIF LL( 937.5)+DL( 350.0)= 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIO REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0. -760/ 428 -2000/ 20000 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/ 428 -2000/ 2000H 5.50" 6.85 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, /XVX\ 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design chec4d for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DBI/'LECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL= -0.048" @ 3'- 10.2" Allowed = 0.438" MAX TL DEFIq= -0.085" @ 3'- 10.2" Allowed = 0.583" l.; SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HOZ. LL DEFL = -0.014" @ 0'- 5.5" MAX HO Z. TL DEFL = -0.024" @ 0'- 5.5" 1-00 7-08 1-00 f f i1COND. 3: 2000.00 LBS SEISMIC LOAD. I 1-00 2-06-11 2-08-07 2-04-15 1-00 , f f fDesign ln.onforms to main windforce-resisting f f systemnd components and cladding criteria. 12 12 12.00 12.00 Wind: 140 mp h=20.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All H ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load d ation factor-1.6, Truss signed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-4x10 M-5x6 4 iI% ll 4.111/1 1__ 4 ril o� - + I I ( I-i I I B of rl � � � � � ii II -. Io 1 7 g S 1 . 10 ��6 I M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 lI g 1 1 l l b T 1s 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 y 9-08 y11 ii I-AEOPRpss 1,:v- FR X02 I'; 2 89200PE �r JOB NAME : RT FRENCH 5 PLEX - EH1 Scale: 0.5129 WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss EHl1Budder and erectioncontredorshoudbeadvisedofallGeneralNotea This desgnebesedonly upon the paromet benand isnoranntlntlual -V9L ,OREGON tV and Warnings before construction commences building component.Applicability of design parameters and proper I' 2.2x4 compression web bracing must be installed where shown 4. ,....- incorporation of component bthe00 responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at /O 9 y 24\ �� 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: 10/30/2018 the overall structure is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! Alk s 4• sponai IW of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4♦ �[�R'�` SE K5336910 4.No load should be applied to any component until after al bracing and 4.Installation at truss is the responsibility of the respective contractor. ( (!�� {� fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry ponddfon of use. il 6.Dec anassumes full bearing at all supports shown.Shim or wedge it 1 EXPIRES: 12-31-2019 5.CompuTms has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. ry' 6.This design is furnished subject to the limitations set forth by T.Design haasumel adequate to drainage is truss, d. OCLcer 31,2018 e.Plates shat be located on both faces of truss,and placed so their center ''II TPIIWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. • MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E s.Digit indicate see of pin inches. 10.For basic connector plate design values see ESR-7311,ESR.f sac(MiTek) Ir I II r) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 19-00-00 MONO HIP SETBACK 4-00-00 FROM END WALL 1 TO: 2x9 KDDF #16BTR 19-00-00 GIRDER 5UPPORTING 20-05-00 FROM 8-03-00 TO 19-00-00 1- 2-(-5172) 1150 1-''.8=( -819) 3508 8- 2=( -692) 3268 11- 5=(-1672) 918 BC: 208 KDDF #163TR2- 3-)-3508) 836 8-710=(-1986) 6590 8- 3=)-4966) 1020 5-12=(-1340) 902 LOAD DURATION INCREASE = 1.15 (Non-Rep) 3- 9=(-6712) 1558 9-]j1=1 -99) 190 3-10=( -980) 2898 12- 6-) -680) 3169 WEBS: 2x6 KDDF STAND; 2x6 KDDF #2 A LOADING 9- 5=(-5779) 1366 11-12=(-1306) 5892 9-10=( -920) 2482 13- 6=( -194) 1 5- 6=(-5792) 1359 12-13=) -856) 3792 10-11=(-1232) 5560 6-19-(-5792) 1342 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70. 6- 7=( -66) 82 13-19-) -856) 3792 10- 9=( -622) 2734 19- 7=( -156) 106 0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"0C. CON. 11- 4-) -378) 200 TC UNIF LL( 75.0)+DL( 30.0)= 105.0 PLF 9'- 0.0" TO 19'- 0.0" V BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC UNIF LL) 230.2)+DL( 189.2)= 919.9 PLF 8'- 3.0" TO 19'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2T4 OPACIOR AT E9SOC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHEDTC CONC LL( 100.0)+DL( 40.0)= 140.0 LBS @ 9'- 0.0" 9'- 0.0" 1238/ 5383V -68/ 15OH 5.50" 8.61 KDDF ( ) 19•- 0.0" -1238/ 5383V 0/ OH 5.50" 8.61 KDDF ( 625) ADM, BC CONC LL+DL= 2297.0 LBS @ 7'- 4.5" J LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc c spacing. I Attach 2 ply with 3"0.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 • nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.058" @ 7'- 5.8" Allowed = 0.904" 9" oc in 1 row(s) throughout 2x9 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.118" @ 7'- 5.8" Allowed = 1.206" 9" oc in 2 row(s) throughout 2x8 bottom chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 206 webs. MAX HORIZ. LL DEFL - -0.016" @ 18'- 8.5" NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. MAX HORIZ. TL DEFL = 0.032" @ 18'- 8.5" PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR TO FABRICATION OF TRUSS. Design conforms to main windforce-resisting system and components and cladding criteria. 3-11-11 6-00-05 1-10-02 7-02-14 f '1 1 ,r f ind: 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), y/ load duration factor=1.6, f f fEnd vertical(s) are exposed to wind, ♦190# 12 12 Truss designed for wind loads 12.00 P7 ''': 6.00 rn the plane of the truss only. M-9x6 2 M-3x10 M-7x8 3 9 .1". x6 M-9x10 M-1.5x3 • 6 JO I rn M O O z7z /y \ 8 - Io /1M-5X16 M-3x8 ` 1.1 1= _ ti 9 2 3 14 M-5x10 M-4x12 M-3x6 M-1.5x3 M-4x8 MSHS-10x18+ ' 2297# y y J' l 1 l 3-10-04 3-07-08 2-04-08 2-03-06 3-03-07 3-03-07 y 19-00 y ,�Ep PROpk A 1-00 7-03 y 11-10 ��NG1NEFn v/0A- i-oo 19-01 `� 89200PE ' • JOB NAME : RT FRENCH 5 PLEX - FH1 Scale: 0.2192 •� " . WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON ' Ct 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: FH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown o. incorporation of component is the responsibility of the building designer. L/O 91 �0� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al r 2'o.c.and at 10'ox.respectively unless braced throughout their length by A e a is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaming(TC)and/or drywall(BC). eyi 1 V DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required Where shown 0 J ' R R u w'- 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. SEQ.: KS 3 3 6 911 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used b a non-corrosive environment. design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK s.Comp9Truahas nocontrol over and assumes nore bile for the 6.°e�g aasumeak.°b°°^^ga'a'sappa"aa"°Wm6"`m°`wedge" EXPIRES: 12-31-2019 responsibility ry,_ p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 31.l,20.I 18 6.This design is furnished subject to the limitations set font by 5.Mates shall be located 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 sae of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) irMIMMIIIIIMMIINIMIIIMMIMMIOMIMI • . This irlesign prepared from computer input by Paci 'c Lumber and Truss-BC µ LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" I 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. !i 2-3=(-77) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING ij BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+OL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VER MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTS S REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PIF 0'- 0.0" -36/ 31 -33/ 101H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -84/ 7 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 3 0/ OH 5.50" 0.05 KDDF ( 625) Ij LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. III 'PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Design chec--.!:d for net(-7 psf) uplift at 24 "oc s.acing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4. VERTICAL D: LECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DE 1 - -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DE - -0.003" @ -1'- 0.0" Allowed - 0.133" 4' 4' MAX LL DE = 0.000" @ 0'- 0.0" Allowed - 0.078" MAX TC PANEL LL DE = 0.004" @ 1'- 3.7" Allowed = 0.147" 12 MAX BC PANEL IL DE = 0.003" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DE - -0.003" @ 1'- 12.0" Allowed = 0.206" 12.00 177 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HOSr2. LL DEFL - -0.000" @ 1'- 10.9" 3 -/ MAX HO.2. TL DEFL - -0.000" @ 1'- 10.9" Design onforms to main windforce-resisting 0 system nd components and cladding criteria. Wind: 140 mp h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, d, (All Hs4ghts), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load da'fy�`.ation factor=l.6, I Truss signed for wind loads c o in the',,plane of the truss only. N if if M f �f O IIINNriamilliMillil O I M-3x9 1 L. Li 1 J' y i' 1-00 4-00 ill LI �,,il‘Ep P pFesLis � EFR /kit I' �� :92NGiN00PE JOB NAME : RT FRENCH 5 PLEX - FJ1 Ii. Scale: 0.6726 WARNINGS: GENERAL NOTES, unless otherwise noted: Q 4r 1 .Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7, "',OREGON 1k Truss: FJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be inctalled where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constmctbn 2.Design assumes the top and bottom chords to be laterally braced at i IO 41).. 1 4A4�A� is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced Throughout their length by ('a DATE: 10/30/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheething(TC)andror drywall(BC). 3.2x Impact bridging or lateral bracing required where shown++ G FR R 1 LN- SEQ.: K5336912 4.No bad should be applied to any component until alter atl bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment end are for"dry condition"of use. j - TRANS I D: LINK design bads be applied to any component. s.CompuTrushasnoconholover aiMassumes nomoponsibi8yrorthe 8.Design assumeslulibeadngalalsuppodsshown.5himarwetlge8 "I EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design necesryassumes adequate drainage Is provided. C 4` tier 31,2018 8.This design is fumished subject to the limitations set forth by 8.Plates shell 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 alae of plate in Inches. MiTek U$A,InC./CpmpuTfBa Software 7.6.8(iL}E f0.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) jj i • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'-- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 'TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 • 1-2=( 0) 89 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-106) 92 3-4=( 0) 0 ' TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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 checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T f ! MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" 4 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 ',. MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" '' Design conforms to mai n windforce-resisting system and componentsand 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, o Truss designed for wind loads m in the plane of the truss only. M o KANIIIIIIN i f �5 M-3x4 i • ). 1-00 ' 4-00 " IP �� -57 Co. �NGINEF9 /0 ,.......89200PE <' JOB NAME : RT FRENCH 5 PLEX - FJ2 Scale: 0.5521 �.•,~-"� WARNINGS: GENERAL NOTES, unless otherwise noted: IP /1^ Zr 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 '9L A OREGON Ix diy Truss: FJ2 and wamings before constriction commences, building component.Applicability of design parameters and proper �/� 2.2x4 compression web baang must be Installed where shown�, incorporation of component Is the responsibility of the building designer. w �� 3.Additional temporary bracing to insure stability during condrection 2.Design assumes the top and bottom ecuchotin to dbly braced at ,O qY 1 v1 s • $3 is Me responsibilM1y of the erector.Additional permanent bracing of 7 o.c,and at Ia o.c.respectively unless braced throughout their length by F I�'F w DATE: 10/30/2018 the overall structure is the responsibility f the building desi continuous sheathing or etch t b plywood airedheaf Rre s and/or drywall(BC). �`R R I��1VV1 p ty o 9 9ner. 3.2x Impact bridging or)stere)bracing required where shown-+ SE K5 3 3 6 913 a.No load should be applied to any component until eller al bracing and 4.Installation of truss is the responsibility of the respective contractor. 4'' fasteners are complete and at no time should any loads greater than 5.Design assumes hisses are to be used in a noncorrosive environment, design bads be applied to any component. and are for"dry condition"of use. '.. TRANS I D: LINK 5.CompuT us has no control over and assumes no responsibility kr me B.Design assumes Nil bearing at•°suppods shown.shim or wedge" • EXPIRES: 12-31-2019 fabrication,handling, necessery. .l r� p edlsujecaotl installation o(compth by 8.Design shall besaded on both iopresse October 3I,G��V 8.This design is tarnished subject to the limitations set font by 8.Plates shall be located on both faces of buss,and placed so their center TPIM ICA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Diggs indicate see of plate in inches. MEek USA,Inc./CompuTrus Software 7.6.8(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) li Thisesign prepared from computer input by Paci c Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IB 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2_ BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-301) 251 2-5=j0) 0 3-4=( -78) 50 TC LATERAL SUPPORT <= 12"0C. UON. LOADING i. BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF j. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VER MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF LOCATIONS REACTIO REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 32 -92/ 231H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -181/ 26 0/ OH 1.50" 0.34 KDDF ( 625) 3'- 9.2" 0/ 4 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -49/ 7 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP Iii (PROVIDE FULL BEARING;Jts:2,3,5,9 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checkl`IIId for net(-7 .sf) u.lift at 24 "cc spacin.. q VERTICAL DI ECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DE 1= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEh= -0.003" @ -1'- 0.0" Allowed = 0.133" 11,1MAX LL DE d= 0.000" @ 0'- 0.0" Allowed = 0.002" MAX TL DE 1= 0.000" @ 0'- 0.0" Allowed = 0.003" MAX TC PANEL LL DE d= 0.011" @ 1'- 8.7" Allowed = 0.291" MAX TC PANEL TL DE tl 0.010" @ 1'- 8.7" Allowed = 0.437" r,iSEASONED LUMBER IN DRY SERVICE CONDITIONS 7 MAX HO• Z. LL DEFL = -0.003" @ 5'- 10.9" MAX HO'4Z. TL DEFL = -0.003" @ 5'- 10.9" Design onforms to main windforce-resisting system nd components and cladding criteria. tiWind: 140 mp h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All H ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I oo load d ation factor=l.6, I Truss signed for wind loads in the lane of the truss only. li it { Vii{ rn o /- I 011111 T A- i0 1. I' 11 t I y 1-00 1 4-00 b 1-11-11 l 11 �� O FROFFs 0AGINEF�4 0/0 :9200PE 9r JOB NAME : RT FRENCH 5 PLEX - FJ3 • �i Scale: 0.4568 . WARNINGS: GENERAL NOTES, unless otherwise noted: I V Truss: CC FJ3 I.Builder and erection contractor should be advised of all GenarelNotes 1.This design is based only upon the parameters shown and is for an individual { 1 4 OREGON and Warnings before construction commences. building component.Applicebily of design parameters and proper 2.2x4 compression web bracing must be instaIled where shown+. incorporation of component Is the responsibility of the building designer. a i' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally bracetl at -7 Y 2" 1 is the responsibility of the erector.Additional g of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 �(�T permanent continuous sheathinghas dsheathin G Aor d ., O ��a _ - DATE: 10/30/2018 the overall structure is the responsiblNy of the building tlesigner. r late psingr sheathing(TC))an rywell(BC). �eR R 10- SEQ.: 3.2x Impact bridging or lateral bracing required where shown++ K5336914 4.No Iced should be applied to any component until Nter W bracing and 4.Installation of truss Is the responsibility of the reapeaive 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 deugn loads be applied to any component. and areror'tlryeanditmroruse. 5.CompuTrushasriacontroloverantlassumesnoresponsibilitybrthe 6.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 - fabrication,handling,shipment and installation of components. 7 necessary. 6.This design is furnished subject to the limitations set forth by0.Design assumes adequate bdoth Is truss, andd. er 31 r 2018 e.Plates shall be located on both faces oltruss, pfacetl as their center • TPbWfCA in BCS(,copies of which will be furnished upon request. fines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.8(114-E 9.Diggs indicate alae of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) ii !{ lam___ This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 •TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-160) 196 9-5=(-255) 239 9-1=(-199) 82 BC: 2x9 RIDE #1&BSA SPACED 24.0" O.C. 2-3=( -15) 7 1-5=(-200) 225 WEBS: 2x9 KDDF STAND 5-2=(-172) 160 - LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PS 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" -29/ 185V -99/ 143H 5.50" 0.30 KDDF ( 625) 3'- 10.5" ! -84/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 21 Design checked for net(-7 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC OANEL LL DEFL = 0.027" @ 1'- 8.7" Allowed = 0.239" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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 I. 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 T • Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 17 Mind: 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 S • load duration factor=1.6, -e End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. A u M 3x4 m 1 o f ilillibill.... m 1 0 I 1 5 M-1.5x3 M-3x4 y 3-10-08 y .<<.\''°) PROpe.0' taGINE :921 r JOB NAME : RT FRENCH 5 PLEX - FJ4 Scale: 0.9806 -a! (�� "° WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erecbon contractor should be advised of all General Notes 1.This design M based only upon the parameters shown and is bran individual Q OREGON zu Truss: FJ4 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. ^ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chortle to be Wterelty braced at G< Y 14, fl 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 t]. continuous sheathing such as plywood sheelhing(TC)and/or drywall(BC). �R a�ILA- SEQ.: \ �J DATE: 10/30/2018 the overall structure is the responMbiYty of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* R `+ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contredor. S E Q.: KS 3 3 6 915 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used m a non-corrosive environment, and are for"dry condition"of use. design loads be applied to any component. TRANS ID: LINK 5.CompuTrushasnocontroloverantlassumesnore responsibility for 6. i ,a°me°bgbe°^^g°t°gsuppad°°^°wn.5aim°rw°dg°" • • EXPIRES: 12-31-2419 sPon% Y necessary. febdcelion,handling,shipment and installation of components. . 7.Design assumes adequate drainage is provided. October 31,201 8 6.This design is fumished subject to the limitations set forth by 8.Plates shall be bcated on both faces of truss,and placed so their center TPIIWDCA in SCSI,copies of which will be furnished upon request. lines coincide web joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-E 10.For basic connecter plate design values see ESR-1311,ESR-1988(MiTek) d I. ThisI, sign prepared from computer input by Paci c Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IB 2015 MAX MEMBER FORCES compute: TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- ( -4) 129 5-6=(-259) 296 5-2=,(-403) 161 BC: 2x9 KDDF #1&BTR SPACED 24-0" O.C. 2- WEBS: 2x9 KDDF STAND (-115) 197 6-3-(-170) 227 3- ( -15) 7 6-3=(-170) 169 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 VER* MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIOI1NS� REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0,0" 0'- 0.0" -39/ 9907 -109/ 163H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -85/ 211/ 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. COND. 2: Design chec-:Vd for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL D LECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DE V - -0.009" @ -1'- 6.0" Allowed 0.150" MAX TL DE - -0.010" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DE )i = 0.026" @ 2'- 0.9" Allowed = 0.248" MAX TC PANEL TL DE N = 0.026" @ 2'- 0.9" Allowed = 0.373" 3-08-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f 12 MAX HO rr Z. LL DEFL = -0.001" @ 3'- 6.5" MAX HO +Z. TL DEFL = -0.001" @ 3'- 6.5" 8.00 M-1.5x3 4 -/ 3 Design onforms to main windforce-resisting system std components and cladding criteria. A Wind: 190 mp h=21-2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All H 'ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load d ation factor=1.6, End ve ical(s) are exposed to wind, Truss signed for wind loads in the lane of the truss only. N M-3x4 m I CD P: 2 I, 4041111 1. liN I r I il 5./ 6 M-1.5x3 M-3x4 1 ill li 1 1-06 b 4-00 1 l'' ''C'C PROFFss I. 1. �NG INEF�9 /O 2 -41 9 :9210P 1-' JOB NAME : RT FRENCH 5 PLEX - FJ5 . 4111104,.... Scale:Scale: 0.5170 ] li WARNINGS: GENERAL NOTES, unless otherwise noted: Q CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: FJ5 Ij yG OREGON DIto and Warnings before construction commences. building component.A neat is ih of responsibility parametersyoft and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibildy of Me building designer. 3.Addlional temporary bracing to Insure stability during consimctbn 2.Design aesumea the[op and bottom chards to be Wteralty braced al �O ' A nO �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at iG o.c.respectively unless braced throughout their length by Ili Y ✓ ,S DATE: 10/30/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywootl sheathing(TC)andlor tlrywall(BC). � R R i L�NV 3.2x Impact bridging or lateral bracing required where shown++ j S EQ.: K5 3 3 6 916 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. l fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, • TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrushas nocontrol over and assumes norespansibilWfor the B.D.aignassumealullbearingalalwpperiaahawn.5himarwedgeif EXPIRES: 12-31-2019 fabrication,handling, ssery. pp q rT p shipment and installatione of components. 7.Design assumes adequate drainage is provided. OCl k/ef 31,2�18 8.This design s furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center TPIIWlCA in BCSI,copies of which will be Burnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in Inches. • MiTek USA,Inc./Compolrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-1986(MiTek) • • II II l' 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 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-73) 51 ` TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL) 25.0)+DL( 10.0) ON TOP CHORD- 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 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 RE MENTS F IBC 5 BOQTTOMECHORD OCHEC CHECKED OPSFIRC LIVEILOAD. TOP 'COND. MET. 'PROVIDE FULL BEARING;Jts:2,9,3 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/290, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 4' 4' MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed - 0.197" MAX TO rANEL TL DEFL - -0.002" @ 1'- 2.9" Allowed - 0.220" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 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. 41 Wind: 190 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. • m 0 1 N ro /- o 0 1 al1113.111111 0 M-3x4 1 • l y y 1-00 2-00 ��Q,ED PRQp • • • ¢�� NGINEF9 /O29f :9200PE JOB NAME : RT FRENCH 5 PLEX - FSJ1 / „ Scale: 0.6726 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 OREGON ate' �/� Truss: FSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper ys 2.2x4 compression web bracing must be instaled where shown+, incorporationgn assumes of component is the responsibilitytof the building designer. ��/O 'l 11 wO � 3.Additional temporary bracing to insure stability during wnsWction 2.Design assumes the lop and bottom chords to be laterally braced at / •L is the responsibility of the erector.Additional permanent bracing of 2'a.<.and at 10'o.c.respectivety unless braced throughout their length by //�� a DATE: 10/30/2018 the overall structure is the responsibility f the building des continuousxImsheathinginor such as acinplwrg re aired l h to a a: drywall(BC). �`R R V� p lty o g igner. 3.2x Impact bridging or faterel bracing required where shown S E K5336917 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. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used In a non-corrosive environment, and are for"dry condition"of use. TRANS ID: LINK design baits be applied to any component. 6.CompuTmshas nocontrol over and assumes noresponsibilty for the 6.Design assumes l mesfullbearingatasupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 necefabrication,handling, scary fabrication, • shipment and installation of components. 7.Design assumes adequate drainage is provided. Octobel'3 ,20 6.This design is limitations subject to the limitatioset forth by 8.Plates shall be located on both faces of truss,and placed so their center 18 TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits indicote sae of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 i I. This esign prepared from computer input by Pacif c Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" ICOND. 2: Design cher d for net(-7 psf) uplift at 24 "oc spacing. IT: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. I - WEBS: 2x4 KDDF STAND JJ LOADING 4 NOTE:Design assumes moisture content does TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF IiI not exceed 19% at time of manufacture. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Designonforms to main windforce-resisting TOTAL LOAD = 45.0 PSF system) nd components and cladding criteria. M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) Wind: 190 mp 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 H 'ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. End ve calload d ical( factor=l.6, s) are exposed to wind, Truss signed for wind loads BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP in the lane of the truss only. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1 Note:Truss design requires continuous bearing wall for entire span UON. 3-08-04 0-03-12 • T T T ii 12 ri 8.00 p r M-1.5x3 4 ; 3 1. • j Lin N m M-3x9 o 0-,1 2 i11 a sr E4 li I Ln • r 1 0 ti IIIIIIIIIIIIIhh„_ MEI I ENE f f , —, Ilii 5 6 7 M-3x4 I' lip M-1.5x3 ED PREF R y 06 y 4 00 y 13 ��NGINEF��'i0� 44 ii `x t..;..89200PE 9r JOB NAME : RT FRENCH 5 PLEX — FWC /� ��_ Scale: 0.5089 IMIK / WARNINGS: GENERAL NOTES, unless olhenwise noted: I' fCC 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 I•� 171 OREGON fly Truss: FWC and Warnings before construction commences. building component.Applicability of designparameters and proper II 2.2x4 compression web bracing must be installed where shown-i. lesion of component is the responsibility of the building designer. §. + 3.Atldttional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at a/O 9 y 14 20� P+ ie the responsibility of the erector.Additional permanent bracing of s7 o.c.and at 10'o.c.respectively unless braced throughout their length by I N' 1 DATE: 10/31/2018 the overall structure Nth.responsibility of the building designer. continuous sheathing such as plywood required et where s awn s drywall(BC). F 3.2x Impact bridging or lateral bracing required where shown++ 1 FIR(1 SEQ.: K 5 3 3 6 918 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. 1 fasteners are complete and al no time should any loads greater than B.Design assumes trusses are to be used Ina noncorrosive environment, • loads beapplied toa [ ant are for"dry condition"of use. design TRANS ID: LINK g^oanycompone B.CompuTms has no control over and assumes no responsibility for the O.Design assumes full bearing al all supports shown.Shim or wedge it ssery. EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Octoier 31,2018 6.This design is furnished subject to the limdallnns set forth by 8.Plates shall be located an both faces of truss,and placed as their center TPpWrCA In BC51,copies of which will be furnished upon request. Ines coindde with joint center Ines. 9.Diode indicate We of plate in Inches. • MiTek USA,IncJCompuTrus Software+7.6.9(1 L)-E 10.For basic connector plate design values see ESR-1311,E5R-1988(MiTek) I 11 I ii " This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ,TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 38 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-93) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 92.0 PIE 0'- 0.0" -50/ 296V -6/ 3711 5.50" 0.39 KDDF ( 625) 1'- 8.2" -16/ 19V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.0" -17/ 40V 0/ OH 1.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jt5:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: besign checked for net(-5 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 - 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL - -0.001" @ 0'- -9.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 11.6" Allowed = 0.046" MAX BC SANEL TL DEFL - -0.001" @ 0'- 11.6" Allowed = 0.061" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.3" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.3" 6.00 1;7- • 1.11.11.° -, Design conforms to main windforce-resisting system and components and cladding criteria. ind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads I in the plane of the truss only. M m oo 1/1°11 -3x4 • l y J' \(AtiD PRO4„ 0-09 1-11 t4C .aGINEFR /a7/ :9200PE f JOB NAME : RT FRENCH 5 PLEX - G1 • Scale: 1.0398 WARNINGS: GENERAL NOTES, unless otherwise noted: J'� 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 • 17, w OREGON �� Truss: G1 and Wamings before consWction commences. building component.Applicability of design parameters and proper ij� 2.2x4 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the building designer. � w,ya,I 2A�,„1,.. 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at /O ^/ 14 e 'VV is me responsibility of the erector.Additional permanent bracing of 2'a.c.and at la o.c.respectively unless braced throughout their length by J�- �'F continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). MER RIO- DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•. _I SEQ.: K5 3 3 6 919 4.No load should be applied to any component until after all bracing and 4.Installation allation of truss U88hhe responsibility ya m a respective o�Rie contractor..nent, fasteners are complete and at no time should any loads greeter than Design assumesto and are for"dry condition"of use. TRANS ID: LINK design loads be applied to any component. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.Design assumes epwppodaa^awn.3^int prwetlgeif EXPIRES: 12-31-2019 • fabrication,handling,shipmentwry. aotheitiostterm 7.Pltesshalbelcteduoneothifageiotruss, October 31,2018 6.This design is famished subject to the Imitations set forth by 8.Plates shay be located on both laces of truss,and placed so their center TP WVICA in BEN,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate In Inches. MiTek USA,IncJCornpuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This 1.esign prepared from computer input by Pacli'c Lumber and Truss-BC LUMBER SPECIFICATIONS 10-00-00 HIP SETBACK 2-00-00 FROM END WALL IBC 2015 ,I MAX MEMBER FORCES, 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR 10-00-00 GIRDER SUPPORTING 3-06-00 1- 2=(-900) 212 j 1- 6=1-1902) 1779 6- 2=1-187) 556 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-592) 121 6- 7=( -760) 1966 6- 3=(-863) 992 WEBS: 2x9 KDDF STAND 3- 9=(-542) 121,, 7- 8-) -760) 1966 7- 3=( 0) 178 LOADING 4- 5=(-900) 212'jI 8- 5=1-1902) 1779 3- 8=(-863) 992 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) III 8- 9=(-187) 556 BC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 2'- 0.0" V TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 2'- 0.0" TO 8'- 0.0" V BEARING MAX VER 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 REACTIO REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 209 BRACING AT 29"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/ 76 -2000/ 2000H 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/ 76 -2000/ 2000H 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 @ 8'- 0.0" ICOND. 2: Design checd for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL D LECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DE -0.013" @ 5'- 0.0" Allowed = 0.454" MAX TL DE _ -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 HO Z. LL DEFL - -0.008" @ 0'- 5.5" MAX HO Z. TL DEFL - -0.010" @ 0'- 5.5" a 1-11-11 6-00-10 1-11-11 II Ir OND. 3: 2000.00 LBS SEISMIC LOAD. I 1-11-11 3-00-05 3-00-05 1-11-11 Design onforms to main windforce-resisting system, rad components and cladding criteria. 23.30# T 423.30# T 12 12 Wind: 140 mp h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All H"ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 F77 N12.00 load d ation factor=l.6, Truss signed for wind loads in the lane of the truss only. M-4x6 M-4x6 I j M-3x8 3 4� 1 N h� N l0 1►� 1..-- 156 7 B �5 i o M-3x4 M-3x4 M-1.5x3 M-3x4 M-3x4 If ( j l l l b l 1-10-09 3-01-12 3-01-12 1-10-09 1 10-00 i 4 cO PROFFS ,So. � �NGINE �9 d/�� 89200PE 9r IT JOB NAME : RT FRENCH 5 PLEX - GH1 � .• Scale: 0.9760 CC WARNINGS: GENERAL NOTES, unless otherwise noted: i 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: GH1 andWamin before construction commences. buildingomponentA Applicability ofeters and " :- OREGON 40 ga pp Mdesign parameters proper 2.2a4 compression web bracing mud be installed where shown ii. incorporation of component is the responsibility of me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design sesames Me[op and bottom chards to be leteralty braced at �/� '41Y y !1'� �# is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'0.5.respectively unless braced throughout their length by �J 1 (� w • DATE: 10/30/2018 the overall structure is the re bifof the buildingcontinuous sheathing each as plywood sheathing(TC)and/or tlrywell(BC). ��R R L\NV sponsi ly designer. 3.rax Impact bridging or lateral bracing required where shown++ SEB".: K5 3 3 6 92 0 4.No load should be applied to any component until after al bnadng 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 noncorrosive environment, and are for"dry condition"of use. li tledgn bads be applied to any component. TRANS ID: LINK 5.Com Trus 6.Design assumes Ml bearing atall supponsshown.Shimorwedge if EXPIRES: 12-31-2019 pu sponsibWy br the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OctAber 31,L'01V p 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 TPI,VJrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. • MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,655-1988(MiTek) I. 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) 89 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 51 • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING F MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE I OF IBC 2015 NOT APPLY CUTOE SPATIAL THE 2015 ANDIRC2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,3 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 , MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" ` 1' 'I 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 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. r Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N M /- 0 O 111111111111 o O M-3x4 1 • l 1 l 1-00 2-00 ��`5° PROFFss ��• � ° NEF9 /029 92 0 r' JOB NAME : RT FRENCH 5 PLEX - GJ1 Scale: 0.6726 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based Gory upon the parameters shown and is for an individual , OREGON a.- �� Truss: GJ1 and Wamings before construction commences. building component.Applicability of design parameters and proper 7` N 2.2a4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of Me building designer. / 20� �� 3.Additional tem bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Y temporary 9 Y g cons O 14 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 DATE: 10/30/2018 the overall structure is Mere responsibility of building desi continuous sheathing later I b plywoodre meed In ere s ownand/ dna 11)01). �� spone ty o g goer. 3.2a Impact bridging or lateral bracing required where shown S E K5 3 3 6 9 21 4.No mad ameld be applied to any component until ager al bracing and 4.Installation of truss is the responsibisy of the respective contractor. Q'' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non conoaiae environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.camparme 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. ssary. r� p 6.This design Is Nrnished subject 10 the limitations sal forth byT.Design assumes adequate drainage is provided. October 31,201 8 9 1 8.Plates shall be located on both feces of truss,and placed so their center TPW6TEA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digds indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 1o.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) 1 This esign prepared from computer input by Paci 'c Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" I 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-115) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING I� BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VE MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTI I REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PIF 0'- 0.0" -38/ 3 V -61/ 161H 5.50" 0.55 KDDF ( 625) 1'- 9.2" -16/ V 0/ OH 5.50" 0.11 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 11.7" -80/ 1)V 0/ OH 1.50" 0.19 KDDF ( 625) li LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. f 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR 102SF LIVE LOAD. TOP 'COND. 2: Design checd for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL FLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DE _ -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DE - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DE = 0.003" @ 1'- 0.1" Allowed - 0.054" MAX BC PANEL TL DE = 0.003" @ 1'- 0.1" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX H IZ. TL DEFL = -0.001" @ 3'- 10.9" 12 i 12.00 7 '' ingDesig 'cnoomotmawnlfocrsyste pia . Wind: 140 m , h=21.2ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All ights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load ration factor=1.6, Truss esigned for wind loads in that plane of the truss only. • 1 0 c l • ii I,1 nd p I I l p 100.04�� -/ iI.� M-3x9 • I. ,,ii,Ep PROE46, ), 1-00 ' 2-00 ), 1-11-11 ), . ��.3 fNGINE � V/OA_ 1i ct 89200PE 9r JOB NAME : RT FRENCH 5 PLEX - GJ2 Sale: 0.5807 1 4� --- WARNINGS: GENERAL NOTES, unlessotherwise noted' Q CC 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 7 4 OREGON tV Truss: GJ2 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 is the responsibility of the building designer. / 3.Additional tem bracing to insure stability Burin 2.Design assumes Me top and bottom chords to be leterally braced at A v2 ' #k temporary g y g con&ructbn 2•u.c.and at I0'o.c.respectively unless braced throughout their length by O 1'{a (�V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Allk DATE: 10/31/2018 the overall structure Is the responsibiNy of the building designer. 3.28 Impact bridging or lateral bracing required where shown.. SEQ.: K5336922 4.No land should be applied to any component until alter al bracing and 4.Installation of truss is the responsibility of the respective contractor. FR R I 1.4‘' 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, loads be applied an m. and are for"dry condition"of use. design' TRANS ID: LINK g^ pplie ycompone S.CompuTrushas nocontrol over and assumes noresponNblllyfor the 6.Design a�umesfull beedngatall supponashown.Shim orwedge if EXPIRES: 12-31-2019 Octmcessiarj fabThis handling,shipment andinstallation ssatfaof nerds. 7.Design assumes adequate drainage is provided. l,l er 31,2018 6.This design b furnished subject to the limitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center TPOYVTCA 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,Int./Compalrus Software 7.6.8(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 I{ 4 Ai • 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 24 "oc spacing. • •TC: 2x9 DF 2900F LOAD DURATION INCREASE = 1.15 iIr OND. 3: 150.00 PLF SEISMIC LOAD. I I BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND; Design conforms to main windforce—resisting • 2x9 KDDF #1&BTA 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. DON. DL ON BOTTOM CHORD = 10.0 PSF Hind: 190 mph, h=23.9ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor—l.6, LL — 25 PSF Ground Snow (Pg) End verticals) are exposed to wind, Truss designed for wind loads M-1.5x4 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Note:Truss design requires continuous Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. complete specifications. 6-04-02 5-08-19 T T T 12 0.00 M-1.5x3 q —,1r M-3x6 00007 � N 4111 IIO 1 co II I o o M-15x3 M-ix6 M-3x9 y 6-02-06 y 5-10-10 l ,�( tI PROF. y l l ��s ANGINFF47 /O��f 1-06 12-01 89200PE JOB NAME : RT FRENCH 5 PLEX — FWA Scale: 0.3070 4 / 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 OREGON bl IQ Truss: FWA and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.0 �� 3.Additional temporary bracing to insure stabllfty during censbuction 2.2's.c.Desigandattassumes the lop and bottom chords to be laterally braced at G/ T '1 A `e Is the responsibility of the erector.Additional permanent bracing of 2'°.°. x110'o.c.respectively ssodunless braced throughout their length by 1`i DATE: 10/31/2018 the overall structure is the responsibility f the building continuous sheathing r suchr l bs acing e required a where sl canand/on drywell(BC). CR R I�"- p ItY o g designer. 3.Zr Impact bridging or lateral bracingdshe where shown++ SEQ.: K5336923 4.No lead should be appled to any component until after all bracing and 4.Installation llationoftrusissthhs esioeebdkye fthenrespenoaconncomment, F fasteners are complete and at no time should any loads greater than Design assumes design loses be applied to any component. and are for'er condition"of use. 12-31-2019 f] I�i .I(� TRANS I D: LINK 8.CompuTrus hes n°control over and assumes n°responsibility for the 8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12-3 1 H2O 1 A eery. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 3 1 1,20 1 8 6.This design a furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPVWTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ES12-1311.ESR-1988(MiTek) i This,design prepared from computer input by PacOic Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 FROM 4-00-00 TO 12-01-00 IBC 20 5 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2434)'.390 1-6=(-380) 1889 6-2=( -152) 1197 BC: 2x6 KDDF #16BTR 2-3=(-1267) 215 6-7=(-376) 1863 2-7=(-1128) 236 WEBS: 2x4 KDDF STAND; LOADING 3-9=( -206) 228 7-8=(-212) 925 7-3=( -283) 1817 2x4 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4-5=( -15)i 7 3-8=(-1708) 338 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 14'- 1.0" V I 8-9=( -209) 176 TC LATERAL SUPPORT <= 12.0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 0.0" V ilk BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 143.8)+DL( 135.0)= 278.8 PLF 4'- 0.0" TO 12'- 1.0" V BEARING MAX VE MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTI S REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. ADDL. BC CONC LL+DL= 754.0 LOS @ 3'- 0.0" 0'- 0.0" -249/ 17 V -149/ 301H 5.50" 2.88 KDDF ( 625) Hangers attached to the bottom chord 12'- 1.0" -385/ 21 V 0/ OH 5.50" 3.41 KDDF ( 625) will have 1.5" max. nail penetration. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. �q ++ For hanger specs. - See approved plans ,} 'COND. 2: Design checN�ed 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 tLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DE = 0.024" @ 4'- 3.7" Allowed = 0.558" MAX TL DELT. _ -0.056" @ 4'- 3.7" Allowed = 0.744" ( SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-05-07 A 3-08-15 3-06-15 0-03-12 IIiapa T I 4 f I MAX HORIZ. LL DEFL = -0.007" @ 11'- 7.5" 12 MAX H.4411�iiiFFIZ. TL DEFL = 0.014" @ 11'- 7.5" /- 8.05 F7' M-1,5x3 s NOTE:Design assumes moisture content does i Il not exceed 19% at time of manufacture. 1 Design conforms to main windforce-resisting systema{and components and cladding criteria. Wind: 140 mp , h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x6 (All H ights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load d ration factor=l.6, End ve tical(s) are exposed to wind, # Truss signed for wind loads in the lane of the truss only. I.i .66 N ut m ml-3x6 1. i II ii m il mum Mil ® ® �� 11 I a = 6 8 -5x10 M-3x8 7.M-6x6 M-6x8 �',{ ( P J• +754# , y y cD P R Opr9-03-11 3-07-03 4-02-03 �� d'y l lz-ol i. �� -N9G2I0NE:E /O2T JOB NAME : RT FRENCH 5 PLEX - HGIRD Scale: 0.3188 i WARNINGS: GENERAL.NOTES, unless otherwise noted: Iii O Truss: HGIRD 1.Builder and erectoncontractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown and is foranindividual I IP, 4,OREGON iV and warnings before construction commences. building component.Applicability of design parameters and proper a,, 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. '� 7S Vs 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I ` is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by I� O 4 20 (fir DATE: 10/31/2018 the overall structure is the responsibility of Me buildingcontinuous sheathing such as plywood shealhinereelrnd/or drywall(BC). �`_ designer. 3. Impact bridging or lateral booing required he where shown++ ' ��'�� SEQ.: K5 3 3 6 9 2 4 4.No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsibility of the respective contractor. • II fasteners are complete and at no nme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beappiedtoany component and arehrtlryconainan or sae. il 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lilt bearing at all supports shown.Shim or wedge if EXPIRES: 12-31=2019 fabrication,handling,shipment and installation of components. ry' ill 6.This design is furnished subject to the limitations set forth by 7.Design assumesallb adequate ondrainage is truss, pld. aced er 31,2018 e.Plates shah be located on both faces of truss,and so their center TPVWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • MiTek USA,Inc./CompuTrus Software+7.6.9(11.1-E 9.Digits indicate sae of plate in inches. • 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I I • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" , IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 38 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1 2-3=(-44) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING i,' MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS i REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 242V -6/ 38H 5.50" 0.39 KDDF ( 625) 1'- 10.9" -21/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 4.0" -2/ 20V 0/ OH 5.50" 0.03 KDDF ( 625) LIMITED STTO THE SPATIAL • REQUIREMENTSAGE OF IIBCS 20115RT EMY IRCUE 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 I `OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed - 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX BC PANEL LL DEFL - 0.001" @ 1'- 1.7" Allowed - 0.067" MAX BC PANEL TL DEFL - -0.001" @ 1'- 2.6" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 1-11-11 T f Design conforms to main windforce-resisting system and components and cladding criteria. 12 6.00 F7- Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 0 • 0 r0 .661 o El 0 M-3x4 •<<, PROF Fss J, l y ct,� 6NG�NEFR /0* 0-09 2-04 i ' _92/OP f' JOB NAME •. RT FRENCH 5 PLEX - HJ1 ! �/j�;s" Scale: 0.7071 j1/'� WARNINGS: GENERAL NOTES, unless olheroase noted: O OREGON Ay 1.Builder and erection contractor should be advised of all General Notes 1.Thc design is based only upon the parameters shown and is for an individual 1._ Truss: HJ1 and Wamingsbefore wnatrudiancommences. building component.Applicability of design parameters and proper G/ �I� �� 24� 2.2x4 compression web bracing mud be installed where shown+. incorporation of component is the responsibility of me building designer. y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords 10 be laterally braced at /�1(� 2'o.c.and al 1O o.c.respectively unless braced throughout their length by 1111:1 e y�`_ is the responsibility of the erector.Additional permanent brodng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � �� V DATE: 10/31/2018 the overall structure is the responsibilty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: KS 3 3 6 9 2 5 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 bads be applied to any component and are ssudry full condition"of a. EXPIRES: 12-31-2019 TRANS ID: LINK B.Design assumes NII bearing at all supports shown.Shim at wedge it • 5.compurma has no control over and assumes no responsibility for the nec.aaary. l� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided fl A I-e.r 31,2018 6.This design Is furnished subject to the limitations set rods by 8.Plates Mull be located on both faces of truss,end placed so their center TPNMCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MTek USA,Ino./CompcTrus Software 7.6.8(1 L(-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) t This esign prepared from computer input by Facie, c Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBly 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 38 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-96) 18 TC LATERAL SUPPORT <= 12"OC. USA. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VER I�'I MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIO REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -45/ 24 -7/ 43H 5.50" 0.40 KDDF ( 625) 2'- 1.3" 0/ 2 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -23/ 5 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE REQUIREMENTSAS1APPLYT CUE 5SPATIAL THE OF IBC 2015 ANDIRC2015 NOT BEING MET. { (PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checlo M for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DS/'LECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFBH= -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL1= -0.002" 0 1'- 5.3" Allowed = 0.123" MAX TC PANEL TL DEFI.I1= -0.002" 0 1'- 5.3" Allowed = 0.185" II SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORI:Z. LL DEFL = -0.000" @ 2'- 3.2" 12 6.00 • MAX HORk Z. TL DEFL = -0.000" @ 2'- 3.2" 3 ' Design onforms to main windforce-resisting system nd components and cladding criteria. Wind: 140 mph' h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All He ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), on load d ation factor=1.6, oj Truss d signed for wind loads oo in the lane of the truss only. I 090 j 0El i O f 1 2► _'4 M-3x4 • • ilk 1 y y y ,`(Q,E.D PROFFss 0-09 2-04 c�5 NGINEFR QO2 Q� I :9200PE 91- JOB NAME : RT FRENCH 5 PLEX - HJ2alP 00-.. , Scale: 0.9966 qq� /�r WARNINGS: GENERAL NOTES, unless otherwise noted' >O Truss: HJ2 Builder and erec8oncontractor shouMbeadvised otaNGenerelNotes This tlestgnisbasedonryupon the paremelereshown and isroraniM ltlual IP/ ,�OREGON !V and warnings before construction commences. building component.Applicability of design parameters and proper 'j 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. 4 7�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bosom chorda to be laterally braced at <O '51 s 20` �� s me responsibility oink erector.Additional permanent bracing of C'�.c.and at 10'o.c.respectively unless braced Throughout their kngN by (� T DATE: 10/31/2018 the overall structure is Me responaiblfly of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p 3.2x Impact bridging or lateral bracing required where shown ri.t a � R'�` 4 SEQ.: K 5 3 3 6 9 2 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. + 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 mads be applied to any component. and are for dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the S necessary.signmesmllbearinget Isupponsshown.5himarwedgeA (i EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 8.This design:s fumished subject to the limitations set forth by 8.Designlsshall b es adequate drainage e is provided. and 31,2018 8.Plates shell be located on both faces of Truss, places so their center TP WATCH in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 9.Digits indicate size of plate in irwhes. l 10.For basic connector plate design values see E5R-1311,ESR-1986(MiTek) li I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 'TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 2-2=(-20) 33 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. - TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -68/ 274V -4/ 29H 5.50" 0.44 KDDF ( 625) 1'- 1.3" -56/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 4.0" ' -21/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" 0 0'- -9.0" Allowed - 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed - 0.100" MAX TC OANEL LL DEFL = -0.000" @ 0'- 9.2" Allowed - 0.048" MAX TC R ANEL TL DEFL = -0.000" @ 0'- 9.2" Allowed - 0.073" i SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.000" @ 1'- 3.2" 12 MAX HORIZ. TL DEFL Ma-in.1"dfOrce:::si:"ting 6.00Designconforms to 3 ::::::=75:::::::,::::::::::::10, ystem and components and cladding criteria. ind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,,.1 Truss designed for wind loads ' o in the plane of the truss only. • I o 0 f , rh Eli o /- 1 2 r ' ►4 I • M-3x4 •I �v,cO PROr • y 0 09 y 1-04 y IQs �GNGINEF9 crj%29 89200PE JOB NAME : RT FRENCH 5 PLEX - HJ3i Scale: 1.1226 ea. . _ • WARNINGS: GENERAL NOTES, unless otherwise noted. V^ OREGON �Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and is for an individual air Truss: HJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper Vs 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of me building designer. LSO 1 n�` 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be lateraly braced at i / L (� 2•o.c.and at 10 o.c.respectively unless braced throughout their length by 14, �`- is me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /}�� ` DATE: 10/31/2018 the overall structure Is me responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ ` ')li' RIO- SEQ.: `O - 4.No bad should be applied to any component until alter al bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q.: K5 3 3 6 92 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, , tlesign maga be applied to any component dna are for"dry condition"of use. TRANS I D: LINK s.Com Tms has no control over and assumes n°responsibility for the B.Design assumes mg bearing at°"supports shown.Shim or wedge if EXPIRES: 12-31-2019 Pu sponR y 7 p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided October 3.I I,20 1 V 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 TPIIWrCA in SCSI,copies of which will be furnished upon request. lines coincide wlh joint center lines. 9.Digits indicate sire of plate in inches. MITek USA,IncJColnpuTrus Software 7.6.8(1 L)-E 10.for basic connector plate design values see ESR-1311,ESR-1988(MiTek) i This lilesign prepared from computer input by Paci 1.c Lumber and Truss—BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 !, TRUSSES SPACED AT 24"oc CHORDS: II 2X4 KDDF #1&BTR TOP CHORD LL = 25psf I( TOP CHORD DL = 7psf TOTAL LOAD = 32psf { l' li I 12 , 4.24 17 1 M-3x6 I 1 li0M-3x6 le AfiL M-3x8 0 4A— ''! I, 0 I 0 l 0 I 1.1 1. i 4 11 y y y i ), .c�tp PROFFS 1-01-08 3-02-14 ENGINE.$. `r�0 (t-- 2 :9200PE 9r JOB NAME : RT FRENCH 5 PLEX — HR1 1' ��. Scale: 1.2987 —L.• 4' • S l WARNINGS: GENERAL NOTES, unless otherwise noted Q Truss: HRI ' Builder and erecn°^contractor an°um "(' be Notes 1.Thiatlestgnisbasedonryupontheparamelersshownantlisroranintlivitlual -yG OREGON t(/ and Warnings before construction commences. building component.Applicabibly of design parameters and pro f 40, 2.204 compression web bracing must be installed where shown+, incorporation of component file responsibility of the building designer. 3.Additional temporery bracing to insure atabildy during construction 2.Design assumes the top and bottom 0 b to be laterally braced at '� 'I 2Q� �� is the responsibility f the erector.Additional T o.c,and a 10'o.c,respectively mikes braced throughout their length by �' /� P M o permanent bracing of continuous sheathing nes d sheathing(TC)TC rywa( ) Y ,O s DATE: 10/31/2018 the overall structure is the responslbiYty of the buildinggam° pywoo g( )soma`d n Be. �� designer. 3.2x Impact bridging or lateral bracing requireda where shown++ SE • K5336928 4.No hallshomtlbeapplied toany component until after anbreangand 4.Installation of truss is the responsibility fthere I 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non respective contractor. - TRANS I D: LINK design mads be applied to any component. and are for dry condemn or use. 5.CampuTms has no control over and assumes no,asponsibiNly for 8.Design assumes NII bearing at all supports shown.Shim orwedge if EXPIRES: 12-$1-2019 fabrication,handling,shipment and installation of components, necessary. 7.Designsshall assumes adequate orebage is truss, d. and er 31,2018 6.This design is furnished subject to the limitations set(ode by B.Plates shah be located on both laces of truss, placed so(heir center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center foes. 9.Diens indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L}Z 10.For basic connector plate design values see ESR.!31 t,ESR-1988(Wee) ! L_ _ .. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 • TRUSSES SPACED AT 24"oc CHORDS: TOP CHORD LL = 25psf 2X4 DF #1&BTR TOP CHORD DL = 7psf TOTAL LOAD — 32psf 12 4.24 D M-3x6 M-3 x 8 100101.0101 f 0 c 0 o • . f • Mariagral • l y y 0�ED PROFFs 1-01-08 1-09-02 ��' �NGINEF19 s/029 • 89200PE % JOB NAME : RT FRENCH 5 PLEX — HR2 Sale, 1.3880 ;40 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes I.This design is based any upon the parameters shown and k for an individual O OREGON �Q Truss: HR2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+. incorporation of component re the responsibility of the building designer. ^ �� 3.Additional temporary bracing to insure stability during contraction 2.Design assumes the lop and bosom chortle to be laterally braced at LSO al)' "J 4 . is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at t0'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). C� 1I DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown s c ` y SEQ.: K5336929 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility ofthe 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 ID• LINK design bads be applied to any component. and are for"dry condition"ofuse. 5.CompuTms hes no control over end assumes no responsibility for the G D esign assumes full bearing al all supporta show^.Shim or wedge If EXPIRES: 12-31-2019 ryT p fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. October 3 q 1,2018 S.This design is furnished subject to the limitations set forth by 8.Plates shag be located an both faces of truss,and placed so their center TPVW1CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CumpuTru3 Software 6.2.3(1L)-2 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) P This�9design prepared from computer input by PaciAic Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 5.0" COND. 2: Design checr'`,d for net(-7 TC: 2x4 KDDF 816BTR 9psf) uplift at 24 "oc spacing. LOAD DURATION INCREASE = 1.15 �7 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. dICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND; Design',conforms to main windforce—resisting 2x9 KDDF #1&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"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF Wind: 140 m , h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All H fights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow load d ration factor—l.6, P M ( g) End ve tical(s) are exposed to wind, —1.5x4 or equal at non—structural po vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss signed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the lane of the truss only. Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. l 7-01-01 13-03-15 'ff f 7-01-01 6-07-06 6-08-09 T T y 12 12 'Y. 8 [7' IIM-4x4 iii .00 Q 8.00 4.0" 2 .f7f lI,ai 000,:-3x6M-3x6i ,,c A : 0111111111IIIIiii II . — =. 14111...17x8 No )I) Ali o Ii iiirm 5 e M—�x8 0.25"7 M-3x5 V y y y M 3 x s y `�t.D P R Ore. M-5x6(S) y 7-01-01 6-09-02 6-06-13 ,t• �3 7�GINE$. `rip 20-05 1 �� 2 . . 89200PE 9C JOB NAME : RT FRENCH 5 PLEX - FWB J�- � Scale: 0.1783 • �� ✓— v WARNINGS: GENERAL NOTES, unless otherwise noted' Q Truss FWB 7.Builder and rection contractor should beadvsedafaaGeneral Notes 7.This design is based onbupon the paramet h ndisfor an individual 'y 4 OREGON lV d Warnings before construction commences balding component App(cabikly of design parameters and proper 2.24 presionwebbradnantStbensklktlwhereahown+, incorporefonofcomponent'smeresponsibility of the buiWingdesgner 4 LSO 9�' i A 2.O �. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom unless braced t be laterally braced at N the responsibility of the erector.Additional permanent bracing of 2o.c.and at l0 o.c.respectively throughout their length by DATE: 10/31/2018 the overall structure is the responsibility of the building designer, 25Iconmp sus sheathing such as plywood sheet where and/or tlrywall(BC). t ;14- Q 3.Installation n Impact bridging:s lateralebrewing requiredsile respective shownco t a ,YI r�R'�\ V SEQ.: KS 3 3 6 9 3 0 4.No bed should be applied to any component until after all bracing and 4.Ins allot on of hues is the responsibility sidle respecta wntrector. {/ 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 loads be applied to any component and arerordryoontlnion oruee. 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 fabrication,handling,shipment and Installation of components. ].Design assumes adequate rostrate is provided. I, 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both(aces of truss,and placed so their center Octo er 31,2018 TPI/WICA in SCSI,copes of which will be famished upon request. lines coincide with joint center Ines. II', MiTek USA,Inc./CompuTrus Software 7.6.8(1 L}E 9.Digits indicate see of plate in inches. 70.For basic connedot plate design values see 8512-131 1,E512-7988(MiTek) I' k This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" ::LIBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 255 5-6=(-415) 921 5-1=(-872) 324 3-7=(-202) 196 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-5i3) 309 6-7=(-154) 562 1-6-(-169) 600 7-9=1-120) 650 3-9=1^739) 182 7-8=( -68) 90 6-2=(-119) 191 9-8=(-865) 296 WEBS: 2x4 NODE STAND; 6-3=(-910) 255 2x4 KDDF #1&BTR A LOADING 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 BEARING MAX VERT MAX ROBS BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -193/ 997V -424/ 34111 5.50" 1.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -193/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 POE'LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "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'- 9.9" Allowed = 0.975" MAX TC'' ANEL TL DEFL = 0.095" @ 9'- 11.0" Allowed = 0.763" 7-01-01 13-03-15 ` SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-01-01 l 6-07-06 6-08-09 MAX HORIZ. LL DEFL= 0.005" @ 20'- 3.2" A 1 , f MAX HORIZ. TL DEFL = 0.007" @ 20'- 3.2" 12 12 IIM-4x4Q 8.00 Design conforms to main windforce-resisting 8.00 system and components and cladding criteria. 4.0" 2 .6-,( Wind: 190 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, )i.., (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 1 ,M-3x4 ,M-3x4 r 11111111111 0 N 0 1 N o 1 o 1 V 5** t6 76e *S M-1.5x3 M-3x8 0.25" M-1.5x3 M-5x6(0) ��tip PR0%, y 7-01-01 y 6-09-02 y 6-06-13 y . 6NGINEF, aie.„ y 20-05 y :9200r E. r JOB NAME : RT FRENCH 5 PLEX - I1S / - Scale: 0.1979 WARNINGS: GENERAL NOTES, unless otherwisenoted, Q OREGON �� 1.Builder and erection contractor should be adnsed of all General Notes 1.This design is based on(y upon the parameters shown and is for an Individual 1._ Truss: I 1 S and Warnings before construction commences. building component.Applicability of design parameters and proper • L Vs 2.1x4 compression web bracing must be Inctaftetl where shown+. incorporation assumes of component is the responsibility of me building designer. ",O :1214e 2.0 �*� 3.AddBlonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally brocetl al 4 ��aa is the responsibility f the erector.Additional t bracing f 2'o.c.and at to o.c.respectively unless braced throughout their length by ya sponsi ity o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CO �\ 0 DATE: 10/30/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !�/, {� 4.No load should be applied to any component until after aft bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K 5 3 3 6 9 31 fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non<a o ve environment. design hada De applied to any component and are for•dry condition-of use. EXPIRES: 12-31-2019 TRANS I D• LINK 5.Design assumes full bearing at all supports shown.Shim or wedge if S.CompuTrus has no control over and assumes no responslbilfty for the necessary. ' ft.� • fabrication,handling,shipment and installation of components. 7. •Design assumes adequate drainage is provided. rs 4 1. 3 ,2018 6.This design N furnished subject re the limtations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dlgfts indicate size of plate in Inches. MiTek USA,IncJCornpuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 111111111 l, This' prepared esi nfrom f1 g computer input by Paci:'c Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-481) 308 8- 9=( . 91) 486 8- 1=(-86B) 460 11- 7=(-200) 644 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=) 0) 0 9-10=( 64) 457 1- 9=(-300) 610 7-12=(-872) 329 WEBS: 2x9 KDDF STAND; 2- 5=(-428) 391 10-11=( 16) 539 9- 2=( -76) 107 2x4 KDDF #1&BTR A LOADING 4- 5=( 0) 0 11-12=( -66) 89 9- 5=(-365) 282 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-577) 403 k 5-10=(-138) 360 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-683) 244 r, 10- 6=(-340) 234 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 6-11=(-236) 206 i. LL = 25 PSF Ground Snow (Pg) BEARING MAX VE MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29^OC UON. FOR LOCATIONS REACTI S 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/ 9 V -408/ 325H 5.50" 1.55 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 5.0" -143/ 9V 0/ OH 5.50" 1.47 KDDF ( 625) 1. 0-09-05 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans 1 1 ICOND. 2: Design chec 'd for net(-7 psf) uplift at 24 "oc spacing. 0-04-01 VERTICAL ELECTION LIMITS: LL=L/240, TL=L/1B0 / 6-11-01 0-04-01 13-01-15 MAX LL DE = 0.020" @ 8'- 3.9" Allowed = 0.975" I f, f MAX TC PANEL TL DE = 0.056" @ 3'- 2.1" Allowed = 0.654" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-01-12 0-09-05 6-03-09 6-01-01 1, f f f f f f MAX H II. LL DEFL = -0.005" @ 20'- 3.2" 12 12 MAX HO IZ. TL DEFL = 0.007" @ 20'- 3.2" M-4x6 g qM-6x68.00 Q 8.00 c y2 Designiconforms to main windforce-resisting 0=A� systemand components and cladding criteria. Wind: 140 m , h=26.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All fights), Enclosed, Cat.2, Exp•B, MWFRS(Dir), load d ration factor=1.6, End ve tical(s) are exposed to wind, Truss esigned for wind loads M-3x9 in theplane of the truss only. r M-3x9 Cp II M-3x4 o I m N I N • O I C lig 8 y** -9 10 11 * X12 M-1.5x3 M-3x8 0.25" M-3x4 M-1.5x3* M-5x6(S) �`-EO PROpp, y y y y y \�� NGINFF,9 `vo, 6-00 2-03-15 6-03-09 5-09-09 �� y p 2 J, 20-05 y -7210 �� JOB NAME : RT FRENCH 5 PLEX - IH1 0110 •' Scale: 0.2169 ! �� WARNINGS: GENERAL NOTES, unless otherwise noted: r Q /"q Truss: IH1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual yL, ,�OREGON �K and Warnings before construction commences building component Applicability of design parameters and proper if 2.2x4 compress on web bracing must be installed where shown* incorporefon of component's lengresporequni:ilit:::::::Jesigner.the holm ng designer O lfr 141 �o s��/` 3.Additional temporary bracing to insure stability during construction 2.Design acwmes the top and bom chords laterally Oracetl atie Me responsibility of the erector.Atldinonal permanent breunp of7 o.c.and at t U o.c.respectivunless croughout their length byDATE: 10/31/201$ theoverallstroctureisthere bi fInabuildin tle continuous shealhing such es wood sTC)and/or tlrywall(BC). ��aponsi po g signer. 3.2x Impact oftru gor lalerelborhere shown++ 4.No load should be applied to any component until after al bredrg and 4.Installation of truss is the responsibilityI SEQ.: K5 3 3 6 9 3 2ed in ae respective contractor. R I L fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are m be used in non-corrosive environment, • TRANS I D: LINK design mads be applied to any component and are for"dry condition"or use. 5.CompuTms has no control over and assumes no responsibility br the S.Design assumes full bearing at all supports shown.Shim or wedge if ' EXPIRES: 12-31-2019 - fabrication,handling,shipment end installation of components. necessary. 4 ].Designlashall besetledoneofageio tresis,provided. Octojer 31,2018 8.This design is CSI, tl subject to the limitations set by e.Plates shall be baled on both feces of truss,and placed so their center TPWurCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Irres. 9.Digits indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) SII r W This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC.2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99',i 2-10=(-289) 1949 10- 3=( 0) 266 14- 7=(-492) 168 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2476) 406. 10-11=(-291) 1947 3-11=(-345) 109 7-15-1 0) 301 WEBS: 2x4 KDDF STAND 3- 4=1-2068) 3971 12-13=( -4) 20 4-11=(-473) 280 LOADING 4- 5=1-2104) 5761 13-14-1-235) 1492 12-11-( 0) 98 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PIE 5- 6=1-1483) 438 14-15=1-294) 1891 11-13=(-166) 1141 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-1-1940) 405 15- 8=1-292) 1893 11- 5=(-299) 1117 TOTAL LOAD = 45.0 PSF 7- 8=1-2454) 415 13- 5=(-157) 674 OVERHANGS: 18.0" 18.0" 8- 9=1 0) 99, 13- 6=1-794) 259 LL = 25 PSF Ground Snow (Pg) 6-14-1 -31) 480 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1845V -326/ 328H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -267/ 1845V 0/ OH 5.50" 2.95 KDDF ( 625) 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 = -0.011" @ -1'- 6.0" Allowed - 0.150" MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL - 0.106" @ 11'- 3.5" Allowed = 1.804" 17-06-15 19-05-01 MAX TL DEFL - -0.173" @ 11'- 3.5" Allowed - 2.406" f 1 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 = EA.ONED @ BE'- 6.0" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" 8.00I� M-6x8 Q • 8.00 - MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 6.0" 5 ' ' Design conforms to main windforce-resisting 0�! 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 Truss designed for wind loads 9o in the plane of the truss only. M-5x6(5) M-5x8(5) 0.25" • 0.25" • 3 IIIIIIIIiiiiiiii„ r1 ,,, Al O iQf_ h O 10 l 11 .••0 l 'M-3x6 M-1.5x3 -- ;,; o 'O ,y M-JX8 13 14 15 O M-3x8 0.25" M-1.5x3 =M-4x4 to M-1.5x3 M-5x6(5) Iii P D 1 1 1 J. 1 . 1 \NcO RQFC 1 1 5-09-04 5-07-04 J. 6-02-07 5-09-06 6-07-01 7-00-10 1 1 „c,<!NGI NEF ss/. 1-061 11-02-12 25-09-04 1-06 4 0V 9 *9 37-00 :9200PE % JOB NAME : RT FRENCH 5 PLEX - I2 Scale: 0.1482 WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and erection contractor should be advised of all General Notes I.The design is based onN upon the parameters shown and is for an individual OREGON 0, kr Truss: 12 and Warnings before cocommences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,f 1Y esO � �3.Additional temporary bracing to insure stability during construction 2.Design assumes the t sp and bottom chortle to be laterally braced at L<0 A e -G is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.r spectivety unless braced throughout their length by r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a.�HR n_` DATE: 10/30/2018 the overall structure is the responsibility of the building designer. 3.aImpact bridging or lateral bracing required where shown v v y 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. SEQ.: KS 3 3 6 9 3 3 fasteners are complete and at no time should any loads greater than 5.Design assumes vsses are to be used m a non-corrosive environment, and are for"dry condition"of use. TRANS I D: LINK assign loath be applied to any component. 5.CompuTrvs has no con of over and assumes no responsibil y for Me 8.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7. gn assumes adequate drainage is provided October 31,201 8 8.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 TPIINRCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompoTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 This�ldesign prepared from computer input by Pacific Lumber and Truss-BC 11 LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2015 MAXOMEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2388) 392 1- 6=(-2 5) 1957 8- 2-) D) 260 11- 5=(-775) 255 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2007) 410 8- 9=(-2 7) 1855 2- 9=(-300) 129 5-12=( -38) 457 WEBS: 2x4 KDDF STAND; 3- 9=(-2099) 586 10-11-) 3) 20 3- 9=(-972) 282 12- 6=(-953) 181 2x6 KDDF STAND A LOADING 9- 5-(-1447) 437 11-12=(-2 9) 1451 10- 9=( O) 99 6-13=( 0) 294 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6-(-1889) 910 12-13=(-2 ) 1808 9-11=(-162) 1103 TC LATERAL SUPPORT <= 12"0C. HON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2378) 903 13- 7=(-2 ) 1810 9- 4-(-304) 1078 BC LATERAL SUPPORT <= 12.00. UON. TOTAL LOAD = 45.0 PSF 11- 4=(-153) 661 ** For hanger specs. - See approved plans LL - 25 POE Ground Snow (Pg) BEARING MAX VE,, MAX HORZ BRG REQUIRED BRG AREA LOCATIONS AEACTI S REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 16 V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 36'- 6.0" -255/ 16 V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design chec d for net(-7 psf) uplift at 24 "oc spacing. VERTICAL FLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DE = 0.098" @ 11'- 0.5" Allowed = 1.779" MAX TL DE _ -0.161" @ 11'- 0.5" Allowed = 2.372" SEASONED COMBER IN DRY SERVICE CONDITIONS MAX HO44IZ. LL DEFL = -0.047" @ 36'- 0.5" MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" 17-03-15 19-02-01 NOTE:Design assumes moisture content does 4 T T not exceed 19% at time of manufacture. 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 f f f T T f .f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 IIM-6x6 IM-6x6 6.0" Q 6.00 Wind: 140 m h=26.9ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, f 4 ,.0 (All ights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), w\ load d ration factor=1.6, Truss esigned for wind loads • in the'jplane of the truss only. M-1.5x3 M-3x4 j • I m M-5x6(S) 0 o M-Sx6(S) 1 0 0.25" m 0.25" . i--1 �: ift • 1.: A. I • 1** g C. M-9x6 rh M-5x6 M-18 x3 I 911__.._.; •__Allil4.,►... ,• I 10 M-5x8 M-3x8 0.25"Z 13 **7 o M-1.5x3M-1.5x3 ll M-5x6(S) 1 b 1 l l y y i KO\- PROFFs J• 5-06-04 5-07-09 y 6-02-07 5-09-06 6-07-01 6-09-10 IA y 10-11-12 25-06-04 y �NGINEF9 V,oA- 36-06 y I' �� 29 921 r JOB NAME : RT FRENCH 5 PLEX - I3 11 Scale: 0.1445 �� oillip /' WARNINGS: GENERAL NOTES, unless otherwise noted: Q Truss: I3 Builder cGt- ontractor This tleegniebased ontyupon the parameters shown and afor enintl idual -y 40,OREGON lV and Warnings before construction commences, building component.Applicably of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility olihe building designer. 3.Additional temporary bracing to insure stability during constnwlion 2.Design assumes the top and bottom chords to be laterally braced at V <0 DATE: 10/31/2018 threlstructthe reponsibiltyfthbldin de gplywBd/ tlwall(BC)g "ef' 3.2x Impact oftru g o ::;;; R 10- SEQ.: K5 3 3 6 9 3 9 4.No bad should be applied to any component until after al bracing and 4.Installation oftruss is the responsibly of the respective contractor. Ir H 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, I TRANS I D: LINK design loads be applied to any component. and are for conaitio of use. 5.CompuTrua has no applied over and assumes no responsibility br the e.Design assumes full beefing at an supports shown.shim or wedge if EXPIRES: 12-31-2019 necII fabrication,handling,shipment and installation of components. ssa"y 8.This design is furnished subject to the limitations set forth by e.Plates assumesadequateothfageio trusis, OCtu+er 31,2018 e.Plates shell be located an both feces of truss,and placed so their center �qw TPIN/TCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. • MiTek USA,Inc./CompuTrus Software+7,6.9(1 L)-E 9.Diggs indicate sae of plots in inches. 10.For basic connector plate design values see ESR-1317,ESR-1988(MiTek) II �4 I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 DF 2900F LOAD DURATION INCREASE = 1.15 I (OND. 3: 150.00 PLF SEISMIC LOAD. I BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wlind: 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, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x9 or equal at non-structural Truss designed for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Note:Truss design requires continuous complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 17-06-15 19-05-01 4 -r T 8-04-08 9-02-07 5-10-01 6-00 7-07 f 12 1' ' 12 I I M-9x9 8.00 177 Q 8[.00 4.0" 9 .I-( gp • M-3x5 M18H5-5x16(S) I 0. 25" • 3QM-5x8(S) 111111111111111 :5" 1 l 1M-9x84I1JI11lh 61 . rm cc 13 \ 9 M-4x10 110.25" M-3x6 M-1.5x3 0 M-5x6 M-5x8(S) M-9x6 ED PROF£ J0 y y y yQ ; 8-01 9-05-15 6-01-09 5-10-04 7-05-04 �5\ NGINEFs02i yy 9 1-06 37-00 ,... . 89200PE r " JOB NAME : RT FRENCH 5 PLEX — IFW /r • Scale: 0.1982 WARNINGS: GENERAL NOTES, unless otherwise noted: • pi 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 individual A_ Truss: IFW and Wamings before construction commences. building component.Applicability of design parameters and proper incorporation component4.. OREGON ll)' 142�y' 2.2x4 compression web bracing mud be inataged where shown+. of mponecomponentie the responsibility of the building designer. 3.Addnal temporary bracing to insure stability during construction 2.Design assumes the top and batiom chortle to be leterolly braced at i kioa ^N 2'e.c.and at 10'o.c.respeavety unless braced throughout their length by V is the recponslbby of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). ^`R R I�� V DATE: 10/31/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ SE K5 3 3 6 9 3 5 4.No load should be applied to any component until after al bracing and 4.Installation of trussrespective is the responsibility of the respeve contractor. 1 Q•• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component Desand ign ss me full bearing at EXPIRES: 12-31-2019 TRANS ID: LINK B.Design assumes full bearing at aY supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary, •fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 31,2018 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 TPIIWTCA in BCS(,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate In inches. MiTek USA,IncJComlpuTms Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) If I:1 This Illesign prepared from computer input by Pacifc 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=( -6) 133 51 =(-295) 216 5-2-(-531) 124 4-7-(-278) 158 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-248) 106 6H =( -55) 74 2-6-( 0) 199 WEBS: 2x4 KDDF STAND 3-4=(-154) 87 it 6-3=(-105) 114 LOADING '1 6-4=(-129) 181 TC LATERAL SUPPORT 24"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VE'I MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 45.0 PSF LOCATIONS REACTIai'S REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -54/ 5 V -96/ 130H 5.50" 0.83 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -50/ 3.4V 0/ OH 5.50" 0.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Desi•n chec r,d for net -7 •sf u•lift at 24 "oc s•acin.. OVERHANGS: 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL bFLECTION LIMITS: LL=L/240, TL-1,/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL SE'i - 0.001" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL DEW• = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DE' = -0.014" @ 2'- 0.0" Allowed = 0.422" MAX BC PANEL LL DE'i = -0.015" @ 4'- 7.3" Allowed = 0.231" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HO�IZ. LL DEFL = -0.001" @ 7'- 1.3" MAX HO_�y(IZ. TL DEFL = -0.001" @ 7'- 1.3" d 1-11-11 5-03-05 Design'iconforms to main windforce-resisting T T f system,}and components and cladding criteria. h Wind: 140 m , h=20.8ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, 12 M-4x6 (All H ights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12.00 End ve tical(s) are exposed to wind, M-3x4 Truss esigned for wind loads 4 in the lane of the truss only. ,,,1 4d11 inim se IIII 5� 6 ** 7 M-1.5x3 M-3x8 M-1.5x3 l ii EO PROF li 1-08-08 5-06-08 J. 1-00 J. 7-03 J. d 89200PE vr° JOB NAME : RT FRENCH 5 PLEX - J1 ��I) � . Scale: 0.5138 SII WARNINGS: GENERAL NOTES, unless otherwise noted: I1 O I.Builder and erecdon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual i -9G "if OREGON 40 Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.9(4 compression web bracing must be installed where shown+. incorporation of component la the responsibility o!the Wilding designer. / tJ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chortle to be laterally braced at O -7 y y A 2-°'\ � is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 70'ox.respectively unless braced throughout their length by it 1 ei a V �1� continuous sheathing such as acing required uired ng(TC)armor tlfwal5OC). R I�� DATE: 10/31/2018 the overall structure is the reaponsibilty(lithe building designer. 3.2s Impact bridging or lateral biasing required where shown++ 1 SEQ.: K5 3 3 6 9 3 6 4.No load should be applied to any component until alter al bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any Toads greater then 5.Design assumes trusses are tobe used in a noncorrosive environment, ti TRANS ID: LINK design loads be applied to any component. and are rotary condition"or use. 5.Cam Trus has no control over end assumes no responsibility 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 pu sponsibikT for the necessary. �} i� • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Ocher 31,2018 8.This design is furnished subject to the limitations set forth by B.Plates shat be located on both feces of truss,and placed so their center TPIAVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue 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 WI '1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 169 ' BC: 2x4 KDDF #1813TR SPACED 24.0" O.C. 2-3=(-298) 133 7-8-) -59) 73 2-7-( 0) 195 WEBS: 2x4 KDDF STAND3-4=( 0) 0 7-3-(-105) 130 LOADING 3-5=(-157) 111 7-5-(-155) 207 TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 5-8=(-278) 192 BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA = LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 209 BRACING AT 24"0C 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" 'COND. 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/240, TL-L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 00 For hanger specs. - See approved plans MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.019" @ 2'- 0.0" Allowed = 0.422" 3-11-11 3-03-05 MAX BC',PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" f . .f I SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-10-09 2-01-07 3-03-05 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" T f T 1' MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 • esisting 4 'f 4 Design conforms system and components cladding criteria. 12 12.00 17 Wind: 190 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-9x6 Truss designed for wind loads in the plane of the truss only. 3 M-3x9 5 -/ 4411111111111111111111111111111111111121 tie • M-3x9 • 2 M M •N O l =,_ `1 6 -� 8 M-1.5x3 M-1.5x3 1 M-3x8 1 l 1 1-08-08 5-06-08 tO PRAA J.. 1-00 y 7-03 y c:,.. 1.';0,\G1 EL��UV/O �� :9200PE �r JOB NAME : RT FRENCH 5 PLEX - J2 ..,,,0•0:..,..-.r Scale: 0.3751 •�..• WARNINGS: GENERAL NOIES, unless otherwise noted: ii 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual , OREGON b,„4/�/ Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper �` a pression we rg mu incorporation of component is the responsibility of the building designer. �(S 1 �� 2.2x4 corn b bred p be installed where shown*. inco 'V 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during conetrudbn j p M ofpermanent bracing o 7 o.c.and at 10'o.c.respectively unless braced throughout their length by O I n is the reconbbil' the erector.Additional tf continuous sheathingsuchassheathin C dortl TIBC. V DATE: 10/30/2018 the overall structure is the reblit f the building plywoodsheathing(TC)an rywx( ) CFI R 11- sponsi ty a ng designer. 3.2x Impact bridging or lateral baring required where shown�� I C I'7 N S E K5 3 3 6 9 3 7 4.No bad should be applied to any component until alter al bracing and 4.Installation of truss is the responsibidty of the respective contactor. 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, design beds be applied to any component. and are for"dry condition'of use. TRANS I D: LINK 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge N EXPIRES: 12-31-2019 neceseery. F fabrtcallon,handling,islshipment and he limitations ofcomponents.by T.Design assumes adequate drainage is provided. October 31,2018 S.This design is furnished subject to the limitations set forth by 8.Plates shad be boated on both faces of truss,and placed so their center TPI W1OA 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,Ino./CompuTrus Software 7.6.8(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IMIIIMMINEMMONINIIIIIIIMIIII Thisjdesign prepared from computer input by Paci4ic Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 6) 133 6-7=(-165) 218 6-2=(-531) 185 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-2 8) 149 7-8=( -53) 71 2-7=( 0) 195 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 7-3=(-105) 138 4 LOADING 3-5=(-1 1) 123 7-5=(-151) 219 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-8=(-278) 249 TOTAL LOAD = 45.0 PIF BEARING MAX VE MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTI I REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 5 V -97/ 132H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -102/ 3 V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. i OVERHANGS: 12.0" 0.0" OND. 2: Design chec d for net(-7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP gpsf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL CEFLECTION LIMITS: LL=L/240, TL=L/180 v-1.5x9 or equal at non-structural MAX LL DER. _ -0.001" @ -1'- 0.0" Allowed = 0.100" ertical members (uon). MAX TL DER, _ -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DER. = 0.017" @ 2'- 0.0" Allowed = 0.317" ". For hanger specs. - See approved plans MAX TL DE/4. 0.422" = 0.019" @ 2'- 0.0" Allowed = SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-11-11 1-03-05 MAX H IZ. LL DEFL = 0.001" @ 7'- 1.3" '1 f MAX H IZ. TL DEFL = 0.001" @ 7'- 1.3" 1-10-09 3-10-09 1-06-08 i f f Desig conforms to main windforce-resisting system and components and cladding criteria. 2-00 f fWind: 140 m , h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 4 (All fights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load ration factor=1.6, 12.00177 End ve tical(s) are exposed to wind, Truss esigned for wind loads in the plane of the truss only. ( Ii M-4A1111 3 M-3x4 111 1. 4011111111111111111111111111111111.4 -/ ,I M-3x9 � m I r 0 Ca1' fo _ e-. �I 14 6 M-1.5x3 M-1.5x311 M-3x8 1! ��Q,ED PROFFss y y y j �coANG I NE /0 1-08-08 5-06-08 A_ 11-00y 7-03 y �� :921OPE r IF JOB NAME : RT FRENCH 5 PLEX - J3 li AllirOf ?1,5•- • Scale: 0.3064 I m' WARNINGS: GENERAL NOTES, unless otherwise noted: • Q Truss: J3 7.Builder and erection contractor should be advised of all General Notes I.This design h based only upon the parameter shown and is for an individual OREGON A, and Wamings before construction commences, building component.Applicabity of design parameter;and proper f1G�l '`7 to 2.284 compression web bracing must be installed where shown s. incorporation of component is the responsibility of the building designer. 20 '+'3.Additional temporary bracing to insure stability donngconsbudion 2.Designndat10assumes thetopandbollomchor�to be thrterallybracedat ,: <O II?' 148 2fl 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 �! (� DATE: 10/31/2018 the overall structure is the responsibility of the buildingdad continuous sheathing such as plywood sheathing(TC)anNor tlrywell(SC). III `_ gown 3.2r Impact bridging or lateral bracing required where shown+. 1�` SEQ.: K5 3 3 6 9 3 8 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. ` 4 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, II • TRANS I D: LINK design loads be applied to any component. and are for condition"of p,.. p 5.CompuTrushas nocodrolover and assumes noresponstiltybrthe 6.Design assumes Nllbeanngaletsuppodsshown.Shim arwedge if EXPIRES: 12-31=2019 fabrication,handling,shipment and installation of components. necessary. 8.This design is furnished subject to the limitations set forth by T.Design assumes adequate drsnage is provided. 8.Plates,ns be located on both laces of truss,and placed so their canter Octoter 31,201 8 TPNMCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center linea. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-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 7'- 3.0" • IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • 1-2=( 0) 84 2-6=(-230) 350 7-6=( 0) 30 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=(-420) 283 7-8-(-175) 265 6-3-( 0) 63 BC: 2x4 KDDF #1&BTR 3-4=(-375) 334 3-8-(-262) 172 WEBS: 2x4 KDDF #1&BTR; LOADING 1 4-5=(-115) 14 8-4-(-326) 360 2x4 KDDF STAND A 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"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.7" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 449V -180/ 340H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -203/ 458V 0/ OH 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans 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/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 LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.317" MAX TL DEFL = -0.042" @ 3'- 9.8" Allowed - 0.422" 3-11 4-00-11 MAX LL DEFL - -0.002" @ 7'- 11.7" Allowed - 0.072" 5 MAX TL DEFL 97" SEASONED LUMBER INI DRY SERVICE.7" tlCONDITIONS MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" M-1.5x3 MAX HORIZ. TL DEFL - 0.120" @ 6'- 9.5" 4 Design conforms to main windforce-resisting system and components and cladding criteria. 12 • Wind: 140 mph, h=29.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads in the plane of the truss only. 3 # O 1 O 1 M • O A 1 o M-3x9 i rn N mijssil B , M-3x9 M-4x6 M-3x5 J. y J. y Q,ED PROFS 3-09-04 3-00-04 0-05-08 b l l ,L �`."��NGINE$• `rV0'L 1=001 3-07-08 4-04-03 1 1 7-03 0-08-11 CC :9200PE '9v /� JOB NAME •. RT FRENCH 5 PLEX - J4 ./ � ,..._ �--. Scale: 0.2929 • WARNINGS: GENERAL NOTES, unless otherwise noted'. 0 OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is loran individual f.- t Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper L��Y �� O�1^�^ 2.2x4 compression web bracing must be instated where shown+. incorporates of component is the responsibility of the building designer. 3.Additional temporary bracing to insure atability during construction 2.Design assumes the lop and bosom chords to be IateralN braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A�F is me responsibility'of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,+7`R R'L'- DATE• 10/31/2018 the overall structure is the responsibility of the building designer. 3.zx Impact bridging or lateral bracing required where shown++ SE K5 3 3 6 9 3 9 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is Me responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater man 6.Design assumes trusses are to be used in a noncorrosive environment, design mads be applied to any component ant ars for"dryfull be n"g use. EXPIRES: 12-31-2019 TRANS ID' LINK 6.Design.cessassamasmneeanngatansgppanaanown.smmarwedged • 6.CompuTrus has no control over and assumes no responsibility for the necessary. /� p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 31,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both Noes of truss,and placed so their center TPIIWrCA in BCSI,copies of which will be furnished upon request. lines coincide with Mint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompaTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) 1 Thisesign prepared from computer input by Paci c Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.9" IB 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- ( 0) 84 2-6=(-211) 320 7-6=( 0) 30 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- (-502) 417 7-8=(-160) 243 6-3=( 0) 63 WEBS: 2x4 KDDF #1&BTR; 3- (-457) 467 3-8=(-258) 172 2x4 KDDF STAND A LOADING 4- ( -94) 70 8-9=1-958) 369 LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF TC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 45.0 PSF BEARING MAX VER[ MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIOpp• REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -47/ 45 -212/ 370H 5.50" 0.73 KDDF ( 625) 6'- 9.5" -214/ 51 I 0/ OH 5.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.9" -68/ 9 .. 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans R BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,8,5 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ' COND. 2: Design checked for net(-7 .sf) uplift at 24 "oc s.acing. 3-11 5-10-15 VERTICAL D- LECTION LIMITS: LL-L/240, TL-L/180 4 f f MAX LL DE rF- -0.002" @ -1'- 0.0" Allowed = 0.100" 5 MAX TL DE lir= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DE r,- -0.044" @ 3'- 9.8" Allowed - 0.317" ' MAX TL DE II= -0.049" @ 3'- 9.8" Allowed = 0.422" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HO: Z. LL DEFL - 0.128" @ 6'- 9.5" MAX HO'I�Z. TL DEFL = 0.140" @ 6'- 9.5" M-1.5x3 4 Design }onforms to main windforce-resisting 12 system nd components and cladding criteria. 12.00 P7 Wind: 140 mp h=25.4ft, TCDL-6.O,BCDL=6.0, ASCE 7-10, (All H ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load d ation factor=l.6, End ve ical(s) are exposed to wind, M-3x4 , Truss signed for wind loads ,i1 in the lane of the truss only. J*f ,� I J. ,, 9 M A „,O to T 1 m N 1 M-3x4 7 8 M-3x4 M-3x5 M-4x6 3-09-04 3-00-04 0-05-08 D r R l , l y ��" r 1[ F�ss 1-OO,> 3-07-08 6-02-0, y 5 GINE 7-03 2-06-15 .. � �'T O?j ,�..89200PE• ��' JOB NAME : RT FRENCH 5 PLEX - J5 Scale: 0.26001 14.411.;4100. • ,. / • WARNINGS: GENERAL NOTES, unless otherwise noted: 1 i Ct 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: J5 building �G OREGON 4./ Truss: and Wamingc before conctmction commences. g comp onentponenab Applicability of design parameters act proper j 2.2x4 compression web bracing must be Metaled 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 lop and bottom chortle[o be laterally braced at II <O 'A7 A° "1"" is is the responsibility of the erector.Addihonal permanent bracing of 2'o.c.and al 10'o.c.respecting unless braced throughout their length by p 14 (je 1 DATE: 10/31/2018 the overall structure is the responsibility f the building des' continuous sheathing such as ptywood sheathing(TC)endior drywall(BC). + `_ ponsi ly o g goer. 3.2x Impact bridging or it lateral bracing required where shown*A. R R 1 s"' SEQ.: K 5 3 3 6 9 4 0 4.No load should be applied to any component until after al bracing and 4.Installation of truss n 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, deli I and are for"dry condition"of use. '' TRANS ID: LINK en asdebea applied any S.Design assumes full beating at all supports shown.Shim or wedge if 1 EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for theNiGnsa0, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OCtlber 31,2018 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on boar faces of truss,and placed so their center 7 TPINV1CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. 1' MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 Ir 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 84 2-6=(-220) 328 7-6-I 0) 30 _ BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-429) 353 7-8=(-167) 249 6-3-( 0) 63 • WEBS: 2x4 KDDF#1&BTR; 3-4=(-384) 405 3-8-(-262) 176 - 2x4 KDDF STAND A LOADING 4-5=( -65) 31 8-4=(-922) 353 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -49/ 457V -192/ 338H 5.50" 0.73 KDDF ( 625) 6'- 9.5" -191/ 465V 0/ OH 5.50" 0.74 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 5.9" -32/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans • BOTTOM CHORD CHECKED FOR 10PSF 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 24 "oc spacing. 3-11 4-06-14 1 VERTICAL DEFLECTION LIMITS: LL=L 240 TL=L/180 .f 4MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" :I MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.045" @ 3'- 9.8" Allowed = 0.317" MAX TL DEFL = -0.050" @ 3'- 9.8" Allowed = 0.422" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.132" @ 6'- 9.5" MAX HORIZ. TL DEFL - 0.144" @ 6'- 9.5" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. • Wind: 140 mph, h=24.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor-1.6, 3M End vertical(s) are exposed to wind, Truss designed for wind loads /1/1/M-3X4 P , in the plane of the truss only. i X t A • o M 11111111111116 -F i i `�' hi A AW M-3x4 M-3x5 M-9x6 1 b l l 3-09-04 3-00-04 0-05-08 EO PROF 1-00k 3-07-08 4-10-06 l l \�� <C.NGINE, s/0 7-03 1-02-19 N' �� :9200PE 9T JOB NAME : RT FRENCH 5 PLEX - J6 • Scale: 0.2832 WARNINGS: GENERAL NOTES, unless otherwise noted'. V::) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - OREGON £t. Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper Ai 4 ON 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. , � �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O _Al?. 1 it y is me responsibility of the erector.Additional permanent bracing of 2'ob.and at 10'o.c.respectiveN unless braced throughout their length by 1 Y DATE: 10/31/2018 the overall structure is the res onsibiFof the building de continuous sheathing such as acing rplywooequired uired in ere s and/or dryvrell(BC). r�R I Lk- p b g signer. 3,rax Impact bridging or lateral bracing roquired where shown++ S E K5 3 3 6 9 41 4.No mad should be applied to any component until after all breang and 4.Installation of truss Is the responsibility of the respective contractor. 1 4 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, and are for"dry condition"of use. TRANS ID: LINK design loads be applied to any component.5.CompuTmaheanocontrol over and assumes noresponsibility for the 6.Design assumes ml llbearingatasupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 sin as p ily fabs design handling,shipment and installation of components. • 7.Design assumes adequate drainage is provided. OCtober 31,2018 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 TPIANfGA in BGSI,copies of which will be famished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTfus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(Nick) This,rydesign prepared from computer input by Pad is Lumber and Truss-BC LUMBER SPECIFICATIONSI TRUSS SPAN 7'- 3.0" I 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.0. =( 0) 84 2-6=(-231) 350 7-6=( 0) 30 WEBS: 2x9 KDDF #1&BTR; 2- =(-416) 283 7-8=(-176) 266 6-3-) 0) 63 2x4 KDDF STAND A 3-=(-370) 334 3-8=(-263) 172 LOADING 4- =(-110) 14 8-9=(-325) 354 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 45.0 PSF BEARING MAX VER MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTI S REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.2" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 45 -180/ 338H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -199/ 45 0/ OH 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IOC 2015 NOT BEING MET. yy ICOND. 2: Design chec](td for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ff AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEM= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFT_ -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11 4-00-11 MAX T T T MAX TL DE _ -0.092" @ 3'- 9.8" Allowed = 0.422" 5 MAX LL DEN= -0.001" @ 7'- 11.2" Allowed = 0.068" MAX TL DEF1_ -0.002" @ 7'- 11.2" Allowed = 0.091" M-1.5X3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 MAX HO Z. LL DEFL = 0.110" @ 6'- 9.5" MAX HO Z. TL DEFL = 0.120" @ 6'- 9.5" Ij 12 I Design onforms to main windforce-resisting 12.00 system nd components and cladding criteria. Wind: 140 mp h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3X9 (All H ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load d ation factor=1.6, End ve ical(s) are exposed to wind, yf' oTruss signed for wind loads 1 in the lane of the truss only. r 0 m Ir Ii M o 11 i, t Ati O N M-3x9 i °' III 6,1 ti 7 ._ -I M-3x9 M-9x61 M-3x5 • l l y J' 3-09-09 3-00-09 0-05-08 y y y y • *SS:Y% p PROFFs 1-00 , 3-07-08 9-09-03 l l , �NAGINEFR S,O 7-03 0-08-11 A- ��I Y '92 0 9T JOB NAME : RT FRENCH 5 PLEX - J7 Scale: 0.2929 II �- WARNINGS: GENERAL NOTES, unless otherwise noted: III O Truss: J7 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 "'7OREGON and Warnings before construction commences, building component.Applicability of design parameters and proper It k Se.2.2x4 compression web bracing must be instated 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 end bottom chords to be IaleralN braced at 7 /O '.1)" 1 a 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 (� DATE: 10/31/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). it d 4.No load should be applied to an 3.2a Impactotruss bridging or lateral bracing required where shown++ MFR R i L�- V SEQ.: K5 3 3 6 9 4 2pplie y component until alter all braying and 4.Installation of truis 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 wads be applied to any component. and are for comnwn orae. 8.0 ntpuTms has no centro)over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 - fabrication,handling,shipment and installation or components. ry' + 8.This design isfumishedsubject tothe llmdationsset fodhby 7.Platissgn alleos rtedon drainageistruss,an OCloier 31,2018 B.Plates shat be ilt on both feces of truss,and placed so their center TPIANCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. f1 MiTek USA,Inc./CompuTrus Software 7.6.6(114-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ilik 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-138) 184 3-5=)-476) 980 BC: 2x9 KDDF #1&BTA SPACED 29.0" O.C. 2-3=(-463)3) 429 WEBS: 2x9 KDDF #1&BTR 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 HOAZ BRG REQUIRED BRG AREA TOTAL LOAD - 95.0 PSF LOCATIONS • REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -53/ 461V -170/ 318H 5.50" 0.79 KDDF ( 625) OVERHANGS: 12.0" 8.1" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -196/ 989V 0/ OH 5.50" 0.77 KDDF ** 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: 3esign checked for net(-7 psf) uplift at 29 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-02 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" f 4 I MAX LL DEFL = -0.001" @ 7'- 111.11" Allowed = 0.068" -, j MAX TL DEFL = -0.002" @ 7'- 11.1" Allowed = 0.090" MAX TC RANEL LL DEFL = 0.586" @ 3'- 4.3" Allowed = 0.613" M-1.5x3 MAX TC RANEL 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" MAX HORIZ. TL DEFL - 0.002" @ 6'- 11.2" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 Wind: 190 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=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads n 0 in the plane of the truss only. o m • rn o I �y to 1 5 o 1 M-3x4 M-1.5x3 • J. , ��ED PROFFss J, 1-00 y 7-03 0-08-02 ,C?c ��GINEFR /,., it :9200PE x JOB NAME : RT FRENCH 5 PLEX - J8 :OP '.....: Scale: 0.3861 WARNINGS: GENERAL NOTES, unless otherwise noted: Q OREGON �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 ls. Truss: J8 and Warnings before construction commences, building component.Applicability of design parameters and proper G N 2.204 compression web bracing must be installed where shown*. corporation of component is the responsibilityof the building designer. "�O q ^�� 3.Additional temporary bracing to insure stability during construction 2.(Design assumes Me top and bottom chortle to be laterally braced at 6 1� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _AI A e Nri is Me responsibilie of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). a VFE(] �` DATE• 10/30/2018 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown** `17 �•` S E K5336943 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. Q• fasteners are complete dna at no time should any beds greater then 5.Design assumes trusses are robe used in a non-corrosive environment, design roads be applied to any component. andarerosudryme full be rialuaa. EXPIRES: 12-31-2019 TRANS ID: LINK 6.Design assumes bearing al aA supports shown.she or wedge if • 8.CompuTrus has no control over end assumes no responsibility for the necessary. .I .I p 8 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 31,201 6.This design is furnished subject to the limitation set font by 8.Plates shall be located on both faces of truss,and paced 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,IncJColnpuTrus Software 7.6.8(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) . ThisOdesign prepared from computer input by Paci4ic Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IB 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 di 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"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VER MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTI REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -38/ 44 -92/ 231H 5.50" 0.71 KDDF ( 625) 5'- 10.9" -168/ 22 0/ OH 1.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" 0/ 12 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. y' (PROVIDE FULL BEARING;Jts:2,3,9 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design chec d for net(-7 psf) uplift at 24 "oc spacing. 5-11-11 VERTICAL D LECTION LIMITS: LL=L/240, TL=L/180 f f MAX LL DE _ -0.002" @ -1'- 0.0" Allowed = 0.100" 3 MAX TL DE = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DE = 0.000" @ 0'- 0.0" Allowed = 0.041" MAX TL DE = 0.000" @ 0'- 0.0" Allowed = 0.055" 0 MAX TC PANEL LL DE = 0.220" @ 3'- 2.1" Allowed = 0.524" MAX TC PANEL TL DE = -0.228" @ 3'- 4.9" Allowed = 0.786" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HO' Z. LL DEFL = -0.002" @ 5'- 10.9" MAX HO Z. TL DEFL = -0.002" @ 5'- 10.9" 12.00 11 Design onforms to main windforce-resisting system nd components and cladding criteria. Wind: 140 mp h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, d, (All H ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load d atlas factor=l.6, i Truss signed for wind loads o in the lane of the truss only. I M ;. li PlAAIMIMINIMMIMMIMIEMIIMIEM= .1 o O M4 M-3x411 11 Ii J, 1-00 l -03 1 j a,t0 PROFFss • 0NGWE�cq /g y ,' 89200PE 9r JOB NAME : RT FRENCH 5 PLEX - J9 Scale: 0.9592 I WARNINGS: GENERAL NOTES, unless otherwise noted' Ili O /�.e Truss: J9 1.Builder and erection contractor should be advised of all General Notes 1.This design is basedonty upon the parameters shown and is for an individual "G a OREGON tx �~C and Warnings before construction commences. building component.Applicability of design parameter.and proper f� tan or cora responsibility of Me building designer. ) ,a 2.2a4 compassion web bracing mud be installed where shown a, incorporation portent is the res ry �oA �/` 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bosom chortle to be laterally braced at Ie the responsibility of the erector.Additional permanent 2'a.c.and al 10'o.c.respectively unless hissed throughout their length DATE: 10 30/2018 pmmanen rigor continuous sheathing has dsheetbin sheathing(TC) l( y Q �4a / the overall stmdure is the responsibility of the building designer. g coC PNw°° g( )and/or drywall(8C). II 4/6-ii 4.No bad should be a lied to an 3.2s Impact bridging or M erel brsdng required where shown t a RIO- - SEQ.: K5336944 Pp any until after end 4.Installation of truss is Me aelebiine of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used in a noncorrosive environment, 11 TRANS I D: LINK design bads be applied to any component. end are for•dry condition-of use. i 5.CompuTrus has no control over and assumes no responsibility for the 6.Oesigs ssumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and inelallation of components. acery. } 6.This design is furnished subject to the limitations set forth by 8.Design assumescteduoneofageio trusser d. OCta er 31,2018 8.Plates shall be located on both laces of truss,end placed so Meir center TPWJfCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Diggs Indicate she of plate in inches. 1` 70.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) I1.: 11 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/Cg=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: 2x4 RIDE #1&BTR SPACED 24.0" O.C. 2-3=(-80) 67 WEBS: 2x4 RODE STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 411V -24/ 74H 5.50" 0.66 KDDF ( 625) LL - 25 PSF 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. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed - 0.315" MAX TC '>ANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed - 0.472" 5-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL - 0.000" @ 5'- 5.2" MAX HORIZ. TL DEFL - 0.000" @ 5'- 5.2" 4.00 D Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.lft, TCDL-6.0,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), load duration factor=1.6, s End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I ' N O I N N I n I 2 5 0 M-3x4 M-1.5x3 ,Jr b J. 5-05-04 0-03-12 I b 1 J. 1-00 5-09 C(\EOPROFFss ENGINE /„2 :9200PE 9T JOB NAME : RT FRENCH 5 PLEX - P1 11111 Scale: 0.5970 k AP WARNINGS: GENERAL NOTES, unless otherwise noted' �1 `,. 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 Cr O OREGON fv- 4/ Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper • N 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 2°N ��' 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom charts to be laterally braced a[ GAO 14 is the responsibility of the erector.Additional permanent bracing of s o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheelhing(TC)anWor drywall(BC). �� 1�+ DATE: 10/30/2018 the overall structure Is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown++ {/ SEQ.: K5 3 3 6 9 4 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 em 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 assgnloads beapplied many samponenb and are conditassumes full of supports wedge 5.CompuTrus has no control over and assumes no responsibility for the a nDece Nil beerin t all su ris shown.Shim or we d • EXPIRES: 12-31-2019 ssery. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 3.I I,20 1 17 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 TPIIWICA 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. Mirek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mitek) a This esign prepared from computer input by Pact 'c Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IB4 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=(-29) 33 3-5=(-158) 109 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. M 2-3=(-66) 96 WEBS: 2x9 KDDF STAND II3-9=( -7) 3 LOADING II; TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VER MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTI S REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 37 -19/ 61H 5.50" 0.60 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 9'- 9.0" -31/ 20 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 chec d for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL FLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DE = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DE = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DE = 0.025" @ 2'- 6.8" Allowed = 0.294" MAX TC PANEL TL DE _ -0.027" @ 2'- 5.1" Allowed = 0.366" 4-05-04 0-03-12 1L, SEASONED LUMBER IN DRY SERVICE CONDITIONS f f f MAX H IZ. LL DEFL = 0.000" @ 4'- 5.2" 12 MAX H IZ. TL DEFL = 0.000" @ 4'- 5.2" 9.00 Design-conforms to main windforce-resisting system and components and cladding criteria. I Wind: 190 m , h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All H ights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 _/ load d ration factor=l.6, 3 End ve tical(s) are exposed to wind, Truss esigned for wind loads ir in the plane of the truss only. I N { I I) O r • l i,, H M 1 o -9• 1 21111 1111. 1 0 M-3x4 M-1.5x3 I. 4-05-04 0-03-12 II 1 1 1 1-00 9-09 <,,k),0) PROFFss 001NE9 /0I2 :9200PE 9r JOB NAME : RT FRENCH 5 PLEX - P2 11 � " Scale: 0.6099 ' WARNINGS: GENERAL NOTES, unless otherwise noted' O CC 1Builder and erection conlractorshoub be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J1 .Truss: P2 and Warnings before cons/motion commences. building component.Applicability of design parameters and proper t A-OREGON 4. 2.2it4 compression web bracing must be installed where shown v. incorporation of component's the responsibility of the bolding designer. -a7 2-0\ .0 �� 3.Additional temporary bracing to insure stability during conswctbn 2.Design assumes the top and bottom chords to be laterally braced at <0 9Y y A is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'u.c.respectively unless braced throughout their length by /Y' ,a DATE: 10/30/2018 the overall structure is the res onsibiGof the buildingcontinuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). MER R I��NV P ty designer. 3.24 Impact bridging or lateral bracing required where shown 4. I' SEQ.: K5 3 3 6 9 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiblkty 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 bade be applied to any component. and are for"dry condition"o/use. 5.CompuTma has no control over and assumes no responsibly,for the G Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handl) shipment components. �ry �a,s�yI t� handily, pment and installation of0.pesgn assumes adequate drainage is provided. Octs.ber 31,2018 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces dims,and placed so their center 11 TPUWTDA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1 9.Digits indicate s¢e of plate in inches. MiTek USA,Inc./CORIpUTNa Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) I ' li 1 This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 5'— 9.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF Wind: 190 mph, h=20.lft, 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=l.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 IAC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12 4.00 3 —/ uD N , N MI A M-3x4 �EDPRO�F 1-00 ' 5-09 l � �NGINEF4)s/0 �� 8'i2OOPE 9r JOB NAME : RT FRENCH 5 PLEX — PGE � � Scale: 0.7970 WARNINGS: GENERAL NOTES, unless otherwise noted: j'1^ 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual 7 4/OREGON �� Truss: PGE 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. 2fl� � • 3.Additional temporary bracing to insure stabiNty during construction 2.Design assumes the top and bottom chorda to be Wteraly braced at '� is the responsibility of the erector.Additional Permanent brsGng of T o.c.and at 10'o.c.respectively unless braced throughout their length by O 14, DATE: 10/31/2018 the overall structure is Mere bili of building desi continuous sheathing such as plywood required sheathing(TC)s and/ordrywall(BC). R 10- SEQ.: sponsi ty o g grrer. 3.2x Impact bridging or lateral bracing d she tl where shown++ C K5 3 3 6 9 4 7 4.No load should be applied to any component until after al bracing and 4.Installation elimss 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. • EXPIRES: 12-31-2019 l Qi nj�i/� 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 EX I RES. 1 2-3 1—20 1 v7 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October T 31,2018 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 TPIMRCA 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 base connector plate design values see ESR-1311,ESR-1988(MiTek) ! A it l This'design prepared from computer input by Paci.c Lumber and Truss-BC it LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" I 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1 2=( -6) 133 4-5=(-211) 114 4-2-(-309) 48 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2 3=(-91) 44 2-5= WEBS: 2x4 KDDF STAND ) (-1 57) 290 LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VER MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIO REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -19/ 32 -76/ 141H 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.3" -102/ 7 0/ OH 5.50" 0.12 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 6 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 chec d for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL D ECTION LIMITS: LL=L/240, TL=L/180 MAX LL DE = 0.001" @ -1'- 0.0" Allowed - 0.100" 1-11-11 MAX TL DE _ -0.002" @ -1'- 0.0" Allowed = 0.133" f I, MAX TC PANEL LL DE - 0.004" @ 0'- 10.9" Allowed = 0.137" MAX TC PANEL TL DE = 0.005" @ 0'- 10.0" Allowed = 0.206" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX HO Z. LL DEFL = -0.002" @ 1'- 10.9" MAX HO Z. TL DEFL = -0.002" @ 1'- 10.9" 3 -, Design onforms to main windforce-resisting system rid components and cladding criteria. Wind: 140 mp h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All H ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load d ation factor=1.6, End ve ical(s) are exposed to wind, Truss signed for wind loads in the lane of the truss only. 11/-3x4 o �o m N I I. 4�1 ►il5 M-1.5x3 M-1.5x3 0 i ��Ep PR046, J' y 2-00 y �5 tiNGINEF > 1-00 O 9 2 rli �� 89200PE IP JOB NAME : RT FRENCH 5 PLEX - SJl �>s Scale: 0.6213 • _ ' WARNINGS: GENERAL NOTES, unless otherwise noted: Ii O 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 "�� OREGON �(/ Truss: SJl and Wamibefore construction commences. building g component.component lathe of design parametersyof and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ;( 3.Additional temporary bracing to insureAdd etabildy during construction 2.Design assumes the top and bottom chords to be laterally braced at (j 9 AO\ �� is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at 10•o.c.respectively unless braced throughout their length by I. O 1'{ b le DATE: 10/30/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). „ 3.2x Impact oftrug or lateral bating required wham shown++ • �I � �` v SEQ.: K5 3 3 6 9 4 8 4.No load should be applied to any component until after al bracing and 4.Installation truss Is the responsibility of the respective contractor. •• fasteners are complete and at no lime should any bads greater than S.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are ror"dry conditionof use. 5.CempuTmshas nocontrol over and assumes noresponsibi4yfor the 6.Design assumes I, EXPIRES: 12-31=2019 handling,fabrication, shipment end installation of components n, necessary. �y . I 7.Design assumes adequate drainage is provided. Old furnished 31,2018 6.This design issfurnishedbeth ished subject to the limitations set forth by 6.Plates shall be located on faces of truss,and placed so their center I' TPlW EA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate street plate in Inches. Ij MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • L__. MEM This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 EDDY 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-9=(-197) 159 3-1=(-275) 168 BC: 2x9 KDDF #15BTR SPACED 29.0" O.C. 1-9=(-250) 319 • WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 5= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 0'- 0.0" -46/ 185V -97/ 199H 5.50" 0.30 KDDF ( 625) TOTAL LOAD = 95.0 PSF 1'- 6.7 -197/ 110V 0/ OH 5.50" 0.18 EDDY ( 625) 3'- 8.7 -87/ 191V 0/ OH 1.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • 'PROVIDE FULL BEARING;Jts:3,4,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2': Design checked for net(-7 psf) uplift at 24 "oc spacing. I 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 = 0.000" @ 0'- -3.0" Allowed = 0.042" MAX BC PANEL TL DE FL = -0.000" @ 0'- 10.2" Allowed = 0.061" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS /120017 MAX HORIZ. LL DEFL = -0.005" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.005" @ 3'- 7.9" • Design conforms to main windforce-resisting system and components and cladding criteria. 'Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 ro M-31 Nf • N o _ IL ,_ _, -1.5x3 M-1.5x3 I 1 l l ��V0 P iR OPk-6, 1-09 1-11-11 \ oGINEF9 /0 co.4' '92 0 44, �r. JOB NAME : RT FRENCH 5 PLEX - SJ2 Scale: 0.9952 WARNINGS: GENERAL NOTES, unless otherwise noted: Cr I.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and is for an individual O OREGON t(/ Truss: S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper , 4 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. yr/O q� 14 ^✓D 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom unless braced to be laterally braced at •` ^ is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 1G o.c.respectively throughout their length by V DATE: 10/30/2018 the overall structure is the responsibility of buildingdesigner. continuousxIpashgingior suchlb acinplywg e required lnere s and/or drywell(8C). MSR RIO- SEQ.: ponsi ty o g 3.2x Impact bridging or lateral bracing dshe where shaven r d K5 3 3 6 9 4 9 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. i 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 are for"dry condition"of use. EXP 12-31-2019 Q i i(� TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if • EXPIRES. 1�=a�1=�Qls� 5.CompuTms has no control over and assumes no responsibility for the necescary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center October 31,2018 TPVWTCA In BCS1,copies of which w111 be lumished upon request. lines coincide with joint center lines. 9.Digits indicate sea of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) ) a This design prepared from computer input by Pacitc Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IB12015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1GBTR LOAD DURATION INCREASE = 1.15 1- (-341) 136 4-5=(-286) 154 4-1=(-584) 175 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- (-169) 0 1-5=(-250) 463 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VER MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIO REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -95/ 44 -115/ 247H 5.50" 0.72 KDDF ( 625) OVERHANGS: 0.0" 24.0" 1'- 6.7" -264/ 13 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 8.7" -306/ 43 0/ OH 1.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL i REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING:Its:4,5,2 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design chec !d for net(-7 .sf) o.lift at 24 "oc s.acin.. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL D. LECTION LIMITS: LL-L/240, TL=L/180 MAX LL DE (1= 0.000" @ 0'- -3.0" Allowed = 0.042" 3MAX LL DE :'= -0.039" @ 5'- 8.7" Allowed = 0.200" MAX TL DE ,(= -0.047" @ 5'- 8.7" Allowed = 0.267" MAX BC PANEL TL DE n.= -0.000" @ 0'- 10.2" Allowed = 0.061" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 MAX HO Z. LL DEFL = -0.010" @ 3'- 7.9" MAX H0.r Z. TL DEFL = -0.010" @ 3'- 7.9" I 2 Design Conforms to main windforce-resisting ilnd components and cladding criteria. li Wind: 140 mp h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All H ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load d ation factor=1.6, End ve ical(s) are exposed to wind, o Truss signed for wind loads in the lane of the truss only. r 0 1 r if M-4x6 u 1 li f ,'S I: ul 1 O Vv lik M 1.5x3 M-1.5x3 Iv II J: y y �c'?'° PROpex, 1-09 3-11-11 cilvN,GI NFF9 2 2 C' :9200PE 9f JOB NAME : RT FRENCH 5 PLEX - SJ3 I �� Scale: 0.4068 h C • OAP' • WARNINGS: GENERAL NOTES, unless othenvise noted , 0 /'yam Truss S J3 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 �(/ and wamings before construction commences. building component.Applicability of design parameters and proper 2.2v4 compression web bracing must be installed where shown.. incorporation of component k the responsibility of the budding designer. OJu "1-1 < 3.Additional temporary bracing to insure stability during consiructbn 2.Design assumes the top and bottom chords to be laterally braced at �/ 1 1' 14 ^ N the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1Q o.c.respectively unless braced throughout their length by F (� DATE: 10/30/2018 the overall structure is the responsibility of building tle continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). ` `_ sponsi ty c g sgner. 3.2x Impact bridging or lateral bracing required where shown+* �`R R II t-k- SE K5336950 4.No load should be applied to any component until alter al bracing and 4.Installation ofluss is the responsibility fasteners are complete and al no time should anyloadsP of the or-so respective contractor. i greater Man 5.and are assumes to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are or"illy condition'.of use. 8.CompuTrushasnoconholoveraiMassumeanoresponsibilitybrthe 8.Desiignassumes full bearing atelsupports shown.Shim orwedge if '�„ EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. ry' ..tt r� p 8.This design is fumished subject to the limitations set forth by 7.DesignlsO assumes lbeboated on drainage is tpruss,andd. @r 3 1 r 2��$ 8.Plates shall be located on both faces of truss, placed so Meir center TPINJrCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ii This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 1-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X9 DF #1&BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 8.497 M-3x6+ #PA, M-3x6- f 1°111frM O I O o f • • l 1 1-08-09 l 1-09-10 1 ��,R0 PROFess ,� �NGINE -i /-29 '92 0 % JOB NAME : RT FRENCH 5 PLEX — AR1 Scale: 1.1305 • — WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON ,40 Truss: 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 ate- Truss: AR1 and Wamings before construction commences, building component.Applicability of design parameters and proper Vs z.rasa°ompraeaionwebbaangmeatbabatanedwnereenown+. i�o�vorationafcomponent lathe r<apanamaarofinebuibingdesigner. • �I�•9Y 14 2�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at is the res onsibll f the erector.Additional t bracing f T o.c.and at 10'o.o,respectively unless braced throughout their length by p ily o permanen g o continuous sheathing such as plywood sheathing(TC)entllor drywall(BG). DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 'R" R'�� SEQ.: K5336951 4.No bad should be applied to any component until after an bracing and 4.Instanatbn of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D' LINK design bads be applied to any component. and are for condition"of use. 5.CompuTrus has no control over and assumes no responsibility tor the e'Design futile°anngat ans„ppamsnewn.5"iibarwe"gag EXPIRES: 12-31-2019 fabrication,handling, ssery d shipment to eslalleaienaf components.y7.Design belced oneoth provided. October 31,2018 8.This design is famished subject to the limitations set forth by 8.Plates shay be located an both faces of truss,end placed so their center TPIANrCA 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./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) , This esign prepared from computer input by Pacilc Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 4-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24'oc 2X4 DF #16BTR TOP CHORD LL = 25psf 1 TOP CHORD DL = 7psf ( TOTAL LOAD = 32psf 1. 1 l I iJr 3 • 12 6.66 F7 1 M-5x8 ., 1,1 Ih ii* M-3x6 PROVIDE SUPPORT @ 48 O.C. AND AT END l 7-O 05 M-3x6 ! { II M-3x6 # I: I. Ih M-3x8 N i M 0jh Nhi0 o X I'.I l y y ��Ep PROFS. 2-01-03 4-09-09 �j` 04GiNF4, C/Ole ° :9200PE 9r JOB NAME : RT FRENCH 5 PLEX — BR1 1r''r Scale: 0.6173 • WARNINGS: GENERAL NOTES, unless otherwise noted: Q CCTruss: BR1 1.Builder and erection contractor should be advised of all General Notes 1.This design isbasodonyupon the parameters shown and iabranindividual -yG 4,OREGON lV and Warnings before construction commences. building component.Applicability of design parameters and proper wi�� 2.2x4 compression web bracing must be installed where shown t. incorporation or component is the responsibility of the building designer. ,f Vs 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chortle to be lateraly braced at I: �O 9 r AO OP+� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a110'o.c.respectively unless bated throughout their length by 14i ` T DATE: 10/31/2018 the overall structure is the reaponsibiliy of Me buildingdesi continuous sheathing such as plywood sheathing(TC)and/or tlryeell(BC). designer. 3.2x Impact bodging or lateral pan Ib required where shown++ � ILA- _ S E K5 3 3 6 9 5 2 4.No bad should be applied to any component until after al bracing and a Installation of was is there R 4•: responsibility respective fasteners are complete and at no time should any loads greater Man 5.Design assumes busses are to be used in a noncorrosive environment, II TRANS I D: LINK design loads be applied to any component. and are for ary condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if i1 EXPIRES: 12-31-2019 fabrication,handling,shipment end installation of components. necessary. + IY 8.This design Is furnished subject to the limitations set forth by 8.Designlaenhall b assumes adequonate drainagefis tnisprons,an d. OC` er 31,2018 8.Plates shell be boated e both feces oltruss,and placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. Weft USA,Inc./CompuTrus Software 6.2.3(10-Z 9.Digits indicate see of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Il L This design prepared from computer input by Pacific Lumber and Truss—BC • LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 •• TRUSSES SPACED AT 24"oc TC: 2X9 KDDF #1613TR Webs: 2x9 KDDF STAND TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf M-5x8 • � PROVIDE SUPPORT � l 2-04-12 12 M-3x6+ 8.99 7 ee M-3x6- • • • • • M-3x6- • • • M-3x6- • I M-3x8 41, M-3x4+ s— — r— o I ~ F M-3x4+ UEo pROFFs Ct.-44 4GI:9210P "<"s/0 k y 9r 1-07-02 11-03-07 JOB NAME : RT FRENCH 5 PLEX - CR1j� ^, Scale: 0.4384 ! 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 4),OREGON %), 4 Truss: CRI and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2v4 compression web bracing must be installed where shown tincorporation of component is the 2.Design assumes the lop and bottommchords tos be laterally braced at 2. responsibility of the building designer. ,O I i 3.Additional temporary bracing to insure stability during construction • 2'o.c.and at iQ o.c.respectively unless braced throughout their length by 9 I T 14 y is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ey�' DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown v v R'0- 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. SEQ.: KS 3 3 6 9 5 3 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 loads be appkedbany component. and are ssumes alba Bata. • Qi (� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design full bearing at al supports shown.Shim or wedge If • EXPIRES: 12-3 1-2019 fabrication,handling,shipment and installation of components. gsery a sme prm T.Design assumes adequate ne both face is truss, an October 91,201 8 8.This design is furnished subject to the limitations set forth by B.Plates aha/be located on both faces of end placed so their center TPVWTCA 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,Inc./CompuTrus Software 6.2.3(1L)-2 10.For basic connector plate design values see E512-1311,ES12-19se(MiTek) 4 11 Thisesign prepared from computer input by Paci c Lumber and Truss-BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 24"oc 11 CHORDS: • TOP CHORD LL = 25psf 2X4 KDDF el&BTR TOP CHORD DL - 7psf 'i TOTAL LOAD = 32psf 11 11 II 11 11 • 12 8.49 V l •I t il M-3x6 • • M 0 I , gil, 1;E,Okla' I 1.l 1 1 11 Ili II I. l y lr. �(`QlVO PRQF&ss 1-07-02 1-04-04 fi �sn NGINE�cR /� , t92 0 mac" JOB NAME : RT FRENCH 5 PLEX — DR1 Scale: 1.1951 • ] WARNINGS: GENERAL NOTES, unless otherwise noted: 11 © Q"e 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 Truss: DR1 and Wamingsbefore conslmdioncommences. building component.Applicability of design parameters and proper �G ,OREGON �� 2.2,4 compression web bracing must be installed where shown v. incorporation of component Is the responsibility of the building designer. A �� 3.Additional temporary bracing to insure stability during conetrudion 2.Design assumes the top and bottom chords to be laterally braced al j <0 -7 y 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 i <J ,a continuous sheathing such esacinplywood re aired wlr(TC)tee own+dryer 11(00). _'41)' rR R'��NV DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • {` SEQ.: K5 3 3 6 9 5 4 4.No bad should be applied to any component until after all eradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used b a non-corrosive environment, deli loads be applied an t. and are ssudrycondition. full ba bearing of use. EXPIRES: 12-31-2019 TRANS ID: LINK gn pp ycomponen B.Desi full IaYw supports d 5.CompuTms has no control over and assumes no responsibility for the 9n assumes g e ppo wedge fabrication,handling,shipment and installation of components. necesss^/ lig, given T.Design assumes adequate drainage is provided. Ocb icer 31,2018 6.This desgn is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINJ1CA in SCSI,copies of which will be furnished upon request. lines coincide with 1064 center lines. 9.Digits indicate She of plate in inches. MiTek USA,Inc./CompoTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 I. li V This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 29"oc CHORDS: TOP CHORD LL = 25psf 2X9 KDDF #1&BTR TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 8.49 M-3x6 M 0 i Of 0 O f •1 1 1 1 1-07-02 1-09-09 • <N,0-.) PROPI c0 NGINE&R /g296. �� :9200PE x JOB NAME : RT FRENCH 5 PLEX — ER1 ir • Scale: 1.1951 WARNINGS: GENERAL NOTES, unless otherwice noted, rx) 4r 1.Builder and erection contractor should be adv sed of all General Notes 1.This design s based only upon the parameters shown and is for an individual OREGON 4./ Truss: ER1 and Warnings before construction commences building component.ApplcablEv ofa gn parameters and proper be laterally braced al � 2.204 compression web bracing must be installed where shown 4 incorporation of component re the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction2.Design assumes the topp and bottom chortle to /.0 / 14 O is the responsibility of the erector.Additional permanent bracing of 2'o.s.and at 70'0.0.respectively unless braced throughout their length by 94) continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). � it DATE: 10/31/2018 the overall structure is the responsibilly of the building designer.ner. 20 Impact bridging or lateral bracing required where shown 44 SEQ.: K533 6 9 5 5 4.No bad should be applied to any component until after ell bracing and 4.Ins enation of truss Is the responsibility of the respedive 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 bads be applied to any component. and are for"dry condition"of use. 8.CompuTrus has no control over and assumes no responsibility for Me 6.Design assumes full bearing at all supports shown.Shim or wedge If • EXPIRES: 12-31-2019 fabrication,handling, hi pone necescary he shipment components. 7.Designassumesadequate orebagelo truss, October 31,2018 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 TPIM?CA in SCSI,copies of which will be furnished upon request. Ines coineide with Joint center lines. 9.Digits indicate size of plate In Inches. Muck USA,InciCompuTrus Software 6.2.3(1 L)-Z 10.For basic connedot plate design values see ESR-1311,ESR-1988(MiTek) I Thisdesign prepared from computer input by Pact is Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 4-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oC 2X4 KDDF #1&BTR TOP CHORD LL — 25psf Alldl1Il1l°4ll1l°lt1°°1'11Il1°l°ll1lr°1l1 TOP CHORD DL - 7psf lie TOTAL LOAD - 32psf 'i hi I it l IV I, 7 12 8.98 M-5x8 It M-3x6 B 40? PROVIDE SUPPORT @ 48" O.C. AND AT END 6-02-06 ' M-3x6 1. M-3x6 M-3x8 ,III rn f o �� 0 0 1. 1. 4 1 �c,i1/4t'D PROFFs y 1-07-12 y 4-11-06 1 '� \-- �t,JGIN,F`cR 6/°2 1 `r' :9200PE 9% JOB NAME : RT FRENCH 5 PLEX — FR1 • Scale: 0.5297 WARNINGS: GENERAL NOTES, unless otherwise noted: lit fl 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onlythe parameters shown and is for an individual Truss: FR1 and Wam beforeconstrucioncommences buildingmponent.A uponaid of design parameters '9L , OREGON �� mindsApplicability sign parome Proper 2.2a4 compression web bracing must be installed where shown+. incorporation of component k the responsibils of the building designer. �f (�2� 3.Additional temporary bracing to insure stability during construction 2.design assumes the top and bottom unless braced to be laterally braced at �O 7 r 1 A'�J` Is the responsibility of the erector.Additional permanent bracing of 2'ow.and at int o.c.respectively plywoodly throughout their length by 1I ` ,S�1 DATE: 10/31/2 018 the overall structure is the responsibility of the buildingcontinuous sheathing such as sheathing(TC)and/or drywall(BC). NV sponsi tltydesigner. 3.In Impact bridging or lateral bracing required where shown �� SEQ.: KS 336956 4.No laatlshould sarecbe tete auto any component until efleraNbracing and 4.Installation onof truss is Me ate onaibility of the respectivecontredar. fasteners are complete and at no time should any baits 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. dna are for"dry condition"or use. 6.CompuTrus has no control over and assumes no responsibility for Me 6.Design assumes NII bearing of al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. donboth faces 6. .This design is furnished subject to the limitations set forth7.Design assumes adequate rainage is provided. h by 8.Plates shall be located on both faces of truss,and placed so their center Ober 31,2018 TPIIWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. f 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrss Software 6.2.3(1 L)-Z 1o.For basic connector plate design values see ESR-1311,ESR-1986(MITek) it This design prepared from computer input by PACIFIC LUMBER—BC • LUMBER SPECIFICATIONS • CORNER GIRDER SETBACK 2-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc • 2X9 KDDF 81&BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 8.49 V II M-5x8 /!/ PROVIDE SUPPORT @ 98" O.C. ANN AT END 9-02-03 M-3x6 M-3x8 I* .1.1111/ 44 •CD i •••••••••••opmemmo 0 o • i b b 1 ,s!,.(, fc\EO P R Qp�sc� 1-07-02 2-09-15 Iw\1GINEe9 /Ora 4 :9200PE 9% • JOB NAME : RT FRENCH 5 PLEX — GR1 Scale: 0.7726 WARNINGS: GENERAL NOTES, unless otherwise noted'. d 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 41 OREGON Dl Ai Truss: GR1 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mud be installed where shown+. incorporation of component is the responsibility of the building designer. 4 e 410 �incorporationZ Design assumes the top and bottom chords to be laterally braced al 'O •r 3.Additional temporary bracing to insure stability during constmdion 'f 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 DATE: 10/31/2018 the overall structure is the responsibility f the building desi continuous sheathing such as plywood aired sheathing(TC)and/or drywall(BC). 44z-ii R'L'i- spo^s ry o g 9^er. 3.rax Impact bridging or lateral bracing required where shown SEQ.: I'5336957 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 beds 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 or..dry contlitlon"o!use. R Comporms has no control over and assumes no responsibility for the e.oei s eenmea full bearing al all supports e^eco°.Bhim or wedge if EXPIRES: 12-31-2019 ry. I .t p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O Ct0ber 31,2018 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 Meir center TPLMITCA in BCBI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) f X This'design prepared from computer input by Paci dic Lumber and Truss—BC t LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 { TRUSSES SPACED AT 24"oc CHORDS: TOP CHORD LL = 25psf 2X4 KDDF #1&BTR TOP CHORD DL = 7psf TOTAL LOAD = 32psf l'I I9 I,' i 11 12 4.95 i M-3x6— A. M-3x6— t q M 3x8 • N I 0 0 1 11 I; 1 1 r I y y y CEO PROp, 1-04-19 3-02-19 0 G I NFE2 `>c, �, I :9200PE 9% JOB NAME : RT FRENCH 5 PLEX — LR2 r /�. O Scale: 1.2362 WARNINGS: GENERAL NOTES, unless otherwise noted: 11 j Ct 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 74. OREGON 'a Truss: LR2 and Warnings before construction commences. building component.Applicability of design parameters and proper i A. 1./ 2.2x4 compression web bracing must be installed where shown i. incorporation of component k the responalbilily of the building designer. jN 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chortle to be laterally braced at �J� r 14 AO �� is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unites braced throughout their length by �,J b DATE: 10/31/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). 4 . 3.2x Impact bridging or lateral bracing required where shown•• C [�'�` 4.No load should be applied to any component until after ant bracing and 4.Installation of truss is Mereresponsibility of the respective contractor. Il v SEQ.: x5336958 fasteners are cometeandatnotimeshouldloads 5.Designeobe epe p W any greater than assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are or^dry condition.ar nae. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge t EXPIRES• /� 31-2019 fabrication,handling, ecessary. EXPIRES: L l� 7,1 s7 e g,shipment andrbinstelleliono(coforthbds. T.Design assumes adequate drainage is provided. October 31,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shal be located on both faces of truss,and placed so their center TPIM/fCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. i, MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10 FDor basic indicate plate inches.values design values see ESR-1317,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s/ Y " Centerplate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 4 offsets re indicted. I (Drawings not to scale) Damage or Personal Injury NMI. Dimensions are in ft-in-sixteenths. i Igbii„ Apply plates to both sides of truss 1 2 3 1. Ad itional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS di onal or X-bracing,is always required. See BCSI. 2. Tn.ss bracing must be designed by an engineer.For O-118 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p cing should be considered. O 0 I� 3. N er exceed the design loading shown and never 0 a U st k materials on inadequately braced trusses. 11\111111 c3r/ p 4. Pr vide copies of this truss design to the building For 4 x 2 orientation,locate c7-s C6-7 cs s F de igner,erection supervisor,property owner and plates 0- ',d'from outside BOTTOM CHORDS dli ther interested parties. edge of truss. 8 7 6 5 5. C members to bear tightly against each other. 6. P ce plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joi t and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 10 tions are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. D sign 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. software or upon request. 8. U less otherwise noted,moisture content of lumber sh II not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. U less expressly noted,this design is not applicable for PLATE SIZE us with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in 011 respects,equal to or better than that �� Indicated b symbol shown and/or SYP represents values as published grilled. �/ Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Tdp chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1lIndicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■�E reaction section indicates joint IIIMIIlrima number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MillMu _� 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.R view all portions of this design(front,back,words Plate Connected Wood Truss Construction. a d pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. a BCSI: Building Component Safety Information, r ,I ITe( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013