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Plans (7) RECEIVED OFFICE COPY FEB 0 7 2019 MiTekCITY OF TIGARD MST2019 00133 14119 SW 169TH AVE BUILDING DIVISION MST2019-00134 114131 SW 169TH AVE MST2019-00135 114143 SW 169TH AVE MiTek USA, Inc. MST2019-00136 114157 SW 169TH AVE 250 Klug Circle MST2019-00137 114179 SW 169TH AVE Corona, CA 92880 951-245-9525 Re: RT AREA 4 LOTS 52-56 FRENCH 5 plex 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: K5336973 thru K5337040 My license renewal date for the state of Oregon is December 31,2019. to PR Op �NGIN4. 6,./0 89200PE -9' y4,OREGON (V� /O } 14 2°�tzi- FRR1 Ids 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 ANSUTPI-1, Chapter 2. 1 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: 2x4 KDDF #1&BTA 10-06-00 GIRDER SUPPORTING 4-00-00 1- 2=(-833) 339 1- 6=(-1642) 1953 2- 6=( -190) 663 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-598) 224 6- 7=( -634) 1777 6- 3=(-1231) 527 WEBS: 2x4 KDDF STAND 3- 4=7-598) 224 7- 8=( -634) 1777 7- 3=( 0) 215 LOADING 4- 5=(-833) 339 8- 5=(-1692) 1953 3- 8=(-1231) 527 y TC LATERAL SUPPORT <= 12"OC. CON. LL = 25 PSF Ground Snow (Pg) 8- 4=( -190) 663 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 1'- 0.0" V TC UNIF LL( 37.5)+DL( 15.0)= 52.5 PLF 1'- 0.0" TO 9'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 9'- 6.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 15.0)- 15.0 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0". -283/ 663V -2000/ 2000H 5.50" 1.06 KDDF ( 625) BC UNIF LL( 25.0)+DL( 20.0)= 45.0 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. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.034" @ 5'- 3.0" Allowed = 0.479" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 8-06 1-00 IC OND. 3: 2000.00 LBS SEISMIC LOAD. 1-00 Design conforms to main windforce-resisting 1-00 4-03 4-03 f f system and components and cladding criteria. 1212 Wind: 140 mph, h=30.3ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 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 40. 4110,, _ , rn 0 III 146 O O la O l 1�� 6 7 8 (11115 D M-3x4 M-1.5x3 M-3x4 M-3x4 M-3x4 Jr Jr ).' Jr Jr 1-03-08 3-11-08 3-11-08 1-03-08 • Jr • 10-06 Jr eQ``cO PR0FeAV\ NGNE�9V/-1....... ew 2 9 :9200PE % JOB NAME : RT FRENCH 5 PLEX - AH1 - _` •� Scale: 0.5161 WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON <vCC 7.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 ax Truss: AH1 and Wamings before construction commences. building component.Applicability of design parameters and proper N 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. LSO 91 AO� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al } 14 L is the re bit f the erector.Additional 1 bracing f 2'o.c.and at 10'o.c.respectiveN unless braced throughout their length by Al}' sponsi tlYo permanen go ON continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R �` 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 bad should be applied to any component until after all bracing and 4.Imtakation of truss is the responsibility of the respective contractor. SEQ.: K5 3 3 6 9 7 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used In non-ccorrosive environment, design loads be applied to any component. and are for"drycondition" full b a bearing of use. EXPIRES: 12-31-2019 TRANS ID: LINK 5.Com Trus has no control over and assumes no responsibility for the 6.necessary. fabrication, full bearinga el supports shown.She or wedge i( pp spans; y ry. .a p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 3.I Ir2018 6.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of toss,and placed so their center • TPIIWTCA in BC SI,copies of wheh will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate see of plate in inches. MiTek USA,Inn./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7317,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 9WA/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE 1.15 BC: 2x9 KDDF #1&BTR = 1-2=( -34) 84 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-193) 143 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -163/ 522V -19/ 70H 5.50" 0.84 KDDF ( 625) 0'- 9.2" -195/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -118/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,9,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.004" MAX BC PANEL TL DEFL = 0.000" @ 0'- 6.4" Allowed - 0.019" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -/ 12.00 7 MAX HORIZ. LL DEFL = 0.001" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 111 o Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'r' ,n load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. o t N oi O f _ NECOVNEMEN M-3x9 y y y ��Ep PRoFFss i o0 1-00 oGINEF.9 /0 °' :924OP(eY 10 44/ 9r JOB NAME : RT FRENCH 5 PLEX - AJ 1,Scale: 1.1540 _..gr' �� WARNINGS: GENERAL NOTES, unless otherwise noted: O it Truss: AJ I.Builder and erection contractor should be advised of all General Notes 1.The design is based onyupon theparameters shown and isfor anindividual -y OREGON to and Warnings before construction cemmences. building component.Applicability of design parameters and proper 2.D�4 compression web bracing must be installed where shown+. incorporation of component la the responsibility of the building designer. o7v 3.Additional temporary bracing to insure stability dung construction 2.Design assumes the top and bottom chords to be literally braced al lO 1 i a... " is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1G o.c.respedrvey unless braced throughout their length by 14 •L ,e,, DATE: 10/30/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �]. 4.No load should be applied to any 3.Zr Impact bridging or lateral bracing required where shown+. M��'�` `J SEQ.: K5 3 3 6 9 7 4 pplia y component until after al bracing and a.Installation of truss is the responsibility of the respective contractor. {. fasteners are complete and al no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for'My condition.of use. S.CompuTrus has no control over end assumes no responsibility br me ft.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry. { ��l^p�r� .f p 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage io provided. 'October 3 1,2� V 8.Plates shay be k joino:n on both hoes of truss,and placed so their center TPINVICA in BCSI,copies of which will be furnished upon request. lines coincide with t center lines. 9.Diggs indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 70.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0'• IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-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)+DL( 10.0) ON TOP CHORD = 35.0 PSI' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 261V -21/ 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 (PROVIDE FULL BEARING;Jts:2,3,9 REQUIREMENTS OF Inc 2015 AND IRC 2015 NOT BEING MET. etesi•n checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC •ANEL LL DEFL - -0.001" @ 0'- 5.6" Allowed - 0.030" MAX BC •ANEL 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" 7 MAX HORIZ. TL DEFL - -0.000" @ 0'- 11.2" 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. ' r+r' :in : 140 mph, h=19.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10,(All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), I u :incl. load duration factor-1.6, Truss designed for wind loads 2 I in the plane of the truss only. i /1 M-3x4 1 ��Ep PROFFss y 1-00 ' 1-00 y @ �NGINEF9 /C2 • �s- :9200PE 9V JOB NAME : RT FRENCH 5 PLEX - DJ1 '.,- Scale: 1.1590 WARNINGS: GENERAL NOTES, unkssotherwise noted: O OREGON At/ 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 A- Truss: DJI 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. • "/Q e no 2.Design assumes the top and bottom chords to be laterally braced at (i /^� 3.Additional tatemporary bracing to insure stability during construction 2'c.c.and at 10'o.c.respectively unless braced throughout their length by V P the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � I�` i DATE: 10/30/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or tetanal bracing required where shown++ v S E K5 3 3 6 9 7 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. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes emeses are to be used m a non-corrosive environment, tlesign bade be applied to any component. and are for"dry kill bion"of use. EXPIRES: 12-31-2019 TRANS ID' LINK 6.Design assumes kill bearing at all supports shown.Shim or wedge it • 5.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 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center litres. 9.Digits indicate sae of plate in inches. Wick USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) AdIIIIIII This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" INC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1seTR LOAD DURATION INCREASE - 1.15 1-2=(-39) 84 2-4=(0) 0 BC: 2x4 KDDF #158TR SPACED 24.0" O.C. 2-3=(-56) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 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 lOPSF LIVE LOAD. TOP OND. 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" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed - 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.040" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL - -0.000" @ 0'- 11.2" 12 12.001-27 NOTE:Design assumes moisture content does not exceed 195 at time of manufacture. Design conforms to main windforce-resisting ' o system and components and cladding criteria. ' o I 11 Wind: 140 mph, h-19.7ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, j (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), f- ,-Iload duration factor-l.6, lio n Truss designed for wind loads PAIIIIME h in the plane of the truss only. i 0 '-3x4 l 1 l 1-00 1-00 QED PROFS c�\ GINEFV6> o 2 JOB NAME •. RT FRENCH 5 PLEX - EJ1 • ,.....,"•44 .92��i Scale: 0.9278 LAK WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss: EJ11ember and erection contractor should be advised of all General Notes This design is bated only upon the parameters shown and is for an individual 4 and warnings before construction commences. building component.Applicability of design parameters and proper ,�,OREGON lV 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 chards to be laterally braced a[ /O 9Y 14 a 2P\ # is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al f 0•o.c.respectively unless braced throughout their length by DATE: 10/31/2018 the overall structure is the responsibility of the balding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). S4 4.No load should be applied to any3.In Impact bridging or lateral b acing required where shown+. SFR R I LL E K5 3 3 6 9 7 6 pplis component until altar all bracing and 4.Installation of russ 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 bade be applied to any component. am are for ary pondinon'of use. 6.Deecsiignassumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 s.comparrashas nocontrol over and assumes noresponsibility for the fabrication,handling,shipment and installation of components. "y' 5.This design is furnished subject to the limitations set forth by 8.Designassumesbeaaded oneoth'fage'o truss, andd. 31,2018 8.Plates shall be located on both faces o(truss,and pkcetl so(heir center TPpWfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./Compolnos Software+7,6.9(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 13-06-00 MONO HIP SETBACK 4-00-00 FROM END WALL IBC',2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 89 2- 8-(-199) 678 8- 3=( -98) 468 10- 7=(-391) 975 2- 3=(-1077) 276 8- 9-(-489) 1355 8- 4=(-782) 363 7-11=(-756) 322 2x6 KDDF #1&BTR T2 BC: 2x6 KDDF #1&BTR LOADING 3- 9=( -679) 199 9-10=(-299) 669 9- 9=(-231) 206 WEBS: 2x4 KDDF STAND; LL = 25 PIF Ground Snow (Pg) 4- 5=(-1329) 995 10-11-( -56) 119 9- 5=(-279) 788 a 2x9 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 9'- 0.0" TO 13'- 6.0" V 6-10=(-689) 335 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 13'- 6.0" V BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TC LATERAL SUPPORT 24"0C. UON. BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 100.0)+DL( 90.0)= 140.0 LBS @ 4'- 0.0" LOCATIONS REACTIONS 36V 1/AC TI 90H 5I5E 1.66 F ( 625) 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 29"OC UON. FOR REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 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 = 0.099" @ 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:2,9-8 MAX HORIZ. LL DEFL = -0.032" @ 13'- 3.2" Unbalanced live loads have beenMAX HORIZ. TL DEFL = 0.050" @ 13'- 3.2" considered for this design. Design conforms to main windforce-resisting system and components and cladding criteria. 2-07-11 10-10-05 Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ,( 7 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2-05-04 load duration factor=l.6, 4 T End vertical(s) are exposed to wind, 2-07-11 9-03 3-10-09 2-09-12 russ designed for wind loads in the plane of the truss only. T T +1408 12 10.56" M-4x6 12.00 VVERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). # ® to 6 C-1 0 7 /a o o / to t ® = '" 1 � -1 11 , o0 B 9 10 c, m 0 1 M-5x6 M-5x6 M-3x6 0 I 12 Interior condition not exposed <SO P R OFFS to windIoadcriteria. �'` G�NE s9 J. b ). l l l \ 0N FR O 2-06-04 4-07-15 3-10-09 1-11-12 0-05-08 �� 29 � 13-06 1-00 I � JOB NAME : RT FRENCH 5 PLEX - BH1 Scale: 0.3612 WARNINGS: GENERAL NOTES, unless otherwise noted: ti 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 t Truss: BH1 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 dudng consWction 2.Design assumes the top and bottom chortle to be laterally braced at L/0 M}' 14 0 is the responsibility of erector.Additional 1 bracing f 2•o.c.and at 10 o.c.respectively unless braced throughout their length by p dy o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �R a.�l t_` NI DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ILlb �` 4.No bad 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 7 7 fasteners are complete and at no time should any bade greater than s.Design assumes trusses are to be used m a non-corrosive environment, design beat be applies to am component and are for condition"of use. TRANS ID: LINK s.compa7adsbeerus has obedtoloveromanent. respoceibiliryrorine 6.Design necess�sumesMIbearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 31,2018 8.This design is Banished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • TPIPNTCA in BCSI,copies of which will be furnished upon request. Nees coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 9=(-211) 420 9- 3-( -3) 303 8-12=(-553) 199 2x6 KDDF #1&BTA T2 SPACED 24.0" O.C. BC: 204 KDDF #1&BTR2- 3=(-705) 182 9-10=(-296) 825 9- 5-(-478) 109 WEBS: 2x9 KDDF STAND; 3- 4=( 0) 0 10-11=(-183) 467 5-10=(-131) 124 LOADING 3- 5=(-421) 172 11-12=( -47) 79 10- 6=(-118) 427 2x4 KDDF #1SBTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 2x6 KDDF #2 B 5- 6=(-810) 243 6- 7=(-417) 159 DL ON BOTTOM CHORD - 10.0 PSF 7- 8=(-632) 188 7-11=(-906) 190 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 45.0 PSF 11- 8=(-229) 707 BC LATERAL SUPPORT <= 12"0C. UON. LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 748V -53/ 93H 5.50" 1.20 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 13'- 6.0" -101/ 586V 0/ OH 5.50" 0.39 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 OVERHANGS: 12.0•• 0.0" psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" M-3x9 where shown; .7ts:2,5-9 MAX LL DEFL - 0.033•• @ 10'- 11.0" Allowed - 0.629" MAX TL DEFL = -0.055" @ 10'- 11.0" Allowed - 0.839" Unbalanced live loads have been SEASONED LUMBER IN DRY SERVICE CONDITIONS considered for this design. MAX HORIZ. LL DEFL - -0.022" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.037" @ 13'- 3.2" 3-11-11 9-06-05 f Design conforms to main windforce-resisting 2-05-09 system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 2-06-04 1-05-07 2-11 3-10-09 2-08-12 ,� f ,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f '( load duration factor=1.6, End vertical(s) are exposed to wind, 2-08-12 Truss designed for wind loads f fin the plane of the truss only. 12 9 12.00 17 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL M-9x6 10.56" LOADS IMPOSED BY SUPPORTS(BEARINGS). 3 S 6 .,`� o 1 4iE1fr1 o co o z 9 10 -7 o 0 1 M-4x6 M-9x6 M-3x6 i r' N 1,A _„.N -1 �� Ep PRpx s J, 1 l y y Interior condition not exposed E 2-06-09 4-07-15 3-10-09 2-05-09 to wind load criteria. 0NGINF�R "".../ yl-oo 1 13-06 y ��/ l :9200PE C JOB NAME : RT FRENCH 5 PLEX - BH2 Scale: 0.2987 Etirj' WARNINGS: GENERAL NOTES, unless otherwise noted: O 7 ` ` Truss: BH2 Builder and erection contractor should beadvised ofall General Notes nre This design is based only upon thepamoteshown and iemrceindividual ,�OREGON �/ and Wamings before construction commences. building component.Applicability of design parameters and proper 9 2.2x4 compression web bracing must be installed where shown.. incorporation of component is Me responsibiNy of Me building designer. g tx A, 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chortle[o be laterally braced at <O 9li A•GO is the responsibildy of the erector.Additional permanent bracing of 2'o.c.and alt 0'o.c.recpectiveN unless braced throughout their length by / 14 ^ DATE: 10/31/2018 the overall structure is the responsibilitycontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V� of the building designer. 3.2x Impact bridging or lateral bracing required where shown*• gq�RRIO- SEQ.: K5 3 3 6 9 7 8 4.No loadand should be applied to any component until after all bracing 4.Installation of truss is the responsibility of the respective contraa ctor. fasteners are complete and at no rime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are for"dry condition"of use. 5.GampuTmshasnocontroloverantleswmesnoresponsibildymrlhe 8.necessary.swmesmllbeadngalaYwpportsshown.Shimorwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry' 6.This design is furnished subject to the limitations set forth by 8.PlatesPlats"as t b el adequate tdrainage is truss provided. October 31,2018 TPIIWTCA in BCSI,coof which will be fumished upon8.hos shah a with on both faces of truss,and placed so their center pies request. lines coincide with IoiM center fines. 9.Digits indicate size of Mate in in MiTek USA,Inc./CompuTrus Software 7.6.8(1LYE inches. 10.For basic connector plate desig lues see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 7=( -95) 359 7- 3=) O) 183 6-10=(-575) 213 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-639) 173 7- 8=( -61) 352 7- 9=( -53) 56 3- 9=(-348) 229 8- 9=(-185) 432 4- 8-) -59) 153 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-569) 231 9-10=( -90) 58 8- 5=(-146) 199 ` TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-370) 119 5- 9=(-460) 215 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=(-208) 599 TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"00 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" 0.92 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 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 ** For hanger specs. - See approved plans MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" M-3x9 where shown; Jts:2,6-9,11 MAX TL DEFL = -0.016" @ 8'- 1.9" Allowed = 0.839" MAX TC PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed = 0.434" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-03-11 2-10-10 3-03-11 2-00 MAX HORIZ. LL DEFL = -0.009" @ 13'- 9.3" 1' 1' ,( 4' 4' MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" 12 12 9x6 Design conforms to main windforce-resisting 12.00 P7 M-9x6 M- �12.00 co system and components and cladding criteria. 3 ' Wind: 140 mph, h=21.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, eA A� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). C6 �N-/I M O I N O N 1 Add OPA vo i Ilf�r lM O = 7 8 9 N I o I N O Interior condition not exposed G1�6D PR ft6,�p 1 l y y to wind load criteria. '` GI � V� y 5-02-09 3-05 3-02-09 1-08-08 V� F9 0A_ J, y 13-06 y 1-00 t� : 210P �f // JOB NAME : RT FRENCH 5 PLEX - BH3 .� /� Scale: 0.3992 WARNINGS: GENERAL NOTES, unless othenoise noted © OREGONfit/. 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 Ix. Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper / 4"OREGON 14 017^ ^ 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 lop and bottom chords to be laterally braced at fit'' Is the responsibility of the erector.Additional anent brawn of 2'o.c.and al 10 o.c.respectively unless braced throughout their length by //�� `` p iry perm 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �^R RIO- SEQ.: 1�� DATE: 10/31/2018 the overall structure is the responsibiYN of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ SE K5 3 3 6 9 7 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any baits greater Man 5.Design assumes trusses are to be used in a non-corrosive environment, dean laadabea applied t. andarefesudrycondbiariofMa. EXPIRES: 12-31-2019 TRANS ID: LINK design pv any component. 6.Design assumes full bearing stall supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end 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 TPUwrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA,Inc./CorrlpuTrus Software 7.6.8(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=( -87) 357 9- 3-) 0) 183 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-639) 250 9-10=(-106) 352 9- 6=( -61) 64 WEBS: 2x4 KDDF STAND 3- 4=1 0) 0 10-11=1-225) 432 6-10=( -51) 153 LOADING 3- 6=1-348) 266 11-12=1 -43) 61 10- 7=1-139) 142 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( 0) 0 7-11=(-960) 262 TOTAL LOAD = 45.0 PSF 6- 7=1-564) 293 11- 8= -263) 599 7- 8=1-370) 153 8-12=1-575) 258 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED = BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -132/ 752V -128/ 173H 5.50" 1.20 KDDF ( 625) OVERHANGS: 12.0" 0.0" 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans OND. 2: Design gn checked for net(-7 psf) uplift at 24 "oc spacing. M-3x4 where shown; Jts:2,8-11,13 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0-02-10 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,L2 MAX TL DEFL = -0.016" @ 8'- 1.4" Allowed = 0.839" 6-07-11 O-OG-10 9-07-11 2-00 MAX TC PANEL LL DEFL = 0.033" @ 3'- 0.0" Allowed = 0.434" SEASONED LUMBER IN DRY SERVICE CONDITIONS f 'I i' ,( ,r 5-02-04 1-05-07 1-05-07 3-02-092-00 MAX HORIZ. LL DEFL - -0.010" @ 13'- 4.3" A f f f f f MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" 5-09-10 Design conforms to main windforce-resisting f f system and components and cladding criteria. 12 45 12 12.00 Wind: 140 mph, h=22.5ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), 14-4x6 M-9x6 load duration factor=1.6, 3 • End vertical(s) are exposed to wind, Truss designed for wind loads II �D=4� in the plane of the truss only. VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). M-5x6 e � ii A c��7 ro m N o cu, N ti �� ee 14. ' 14. I yE 13 10 l0 o 9 11 �N M I 0 +.',112 -1,.1_, --/ l y l l l Interior condition not exposed C,,<<: G PNE�`06, J• ,i• 5-02-04 3-05 3-02-04 1-08-08)'• to wind load criteria. P i\C? V� �I f_ 1 °° 13-0689200PE r JOB NAME : RT FRENCH 5 PLEX - BH4idrilllilli Scale: 0.2787 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Truss: BH 9 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 41 OREGON LI;t and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. I.Additional temporary bracing to insure aWNNy during construdion 2.Design assumes the top and bottom chords to be laterally braced at <O 91� A{�� is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by r 14 •�v�� DATE: 10/31/2018 the overall structure is the responsibility of the building designer. continuoussheathing such as plywood sheathing(TC)and/or drywall(BC). n 4.No load should be applied to an 4.2Impact bridging truss or lateral bracing required the whereeshown contractor.a M lH �` DATE: 3 3 6 9 8 0y comty of th building de bradr. and 4.Installation of lmss is lae rel brad g ityre aired resptive shown+ y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry Condition"of use. a Dessign igns assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over act assumes no responsibility for the fabrication,handling,shipment and installation of components. ry' 8.This design is furnished subject to the deletions set forth by 8.Datesign halb assumesblocated adequateonboth esge oftruss,andd. 31,2018 8.Plates shall be located on both faces of truss,and placed so their center TpWVlCA in BCSI,copies of which will be furnished upon request. lines coinade with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 FROM 9-07-08 TO 15-05-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-(-9656) 702 7- 8=(-2084) 2559 7- 1=(-4856) 696 10- 9=( -938) 2892 2- 3=(-3660) 638 8- 9-) -632) 3986 1- 8=) -919) 3514 4-11=(-5102) 758 BC: 2x8 KDDF ST6NDR WEBS: 2x6 ODDS' STAND; LOGrIuG 3- 9-)-2268) 988 9-10=(-1052) 3612 8- 2=( -222) 1710 11- 5=( -192) 69 2x6 ODDS' #2 A LL - 25 PSF Ground Snow (Pg) 9- 5=( -358) 358 10-11=(-1052) 3612 2- 9=(-1589) 280 TC USIS'LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 5- 6=( -16) 16 3-- 9=( -388) 2994 -868) 2794 TC LATERAL SUPPORT <= 12"OC. UON. BC SNIP LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 7.5" V BC LATERAL SUPPORT <= 12"OC. SON. BC SNIP LL( 236.5)+DL( 209.2)- 995.6 PLF 9'- 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) J/- ( 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) 15'- 5.5" -1069/ 6792V -2319/ 2319H 5.50" 10.87 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 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 INC 2015 NOT BEING MET. o /yvy\ 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.025" @ 10'- 10.9" Allowed = 0.727" MAX TL DEFL = -0.058" @ 10'- 10.9" Allowed = 0.969" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-09-14 8-07-10 f f f MAX HORIZ. LL DEFL = -0.008" @ 0'- 2.7" 3-09-04 3-00-10 4-01 4-03-14 0-02-12 MAX HORIZ. TL DEFL - -0.013" @ 0'- 2.7" T f f T TT 12 OND. 3: 150.00 PLF SEISMIC LOAD. M-5x6 M-4x8 M-1.5x3 12.00 F4 56 Design conforms to main windforce-resisting �,3 system and components and cladding criteria. Wind: 190 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 J, 11111111111111111111111111111 i N O co M-3x8 ,- 0 ti 1. , r f 7._� 8 9 10 x-'11 M-3x4 M-6X10 M-3x8 M-3x10 M-9x10 y 1-2353# )' 1 ♦2139# ; e�EO PR046, 3-05-12 �'• 3-05-14 3-11-04 4-06-10 15-05-08 • ........• 4' :9200PE r JOB NAME : RT FRENCH 5 PLEX - BGIRD %;:::Scale: 0.2812 :� 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 *57,. �v,- Truss: BGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper IV,O 9Y '4 20\ 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 slabil8y during construction 2.Design assumes the top and bottom chards to be laterally braced at //�� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 70'o.c.respectively unless braved Throughout their length by t continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). M � 10- SEQ.: ` VV 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 v 4.No load should be applied to any component until after all bracing and 4.Installation of lass is the responsibility of the respadive contractor. S E4.: K 5 3 3 6 9 81 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, design loads be applied to any component. and sire for"drycondition"of at a. EXPIRES: 12-31-2019 TRANS ID LINK 6.Design assumes Nil bearing al all supportsshown.Shim or wedge if• 5.CompuTms has no control over and assumes no responsibility for the necessary. fabrkatinn,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 • TPPNVICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Diggs indicate size of plate in inches. MiTek USA,lnc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) AMIN This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 99 2-9=(0) 0 2-3=(-88) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 424V -26/ 102H 5.50" 0.68 KDDF ( 625) 2'- 11.0" -55/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,9 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 2-11-12 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" fMAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" MAX BC PANEL LL DEFL = 0.007" @ 1'- 10.6" Allowed = 0.154" 12 MAX BC PANEL TL DEFL= 0.006" @ 1'- 9.2" Allowed = 0.206" SEASONED LUMBER IN DRY SERVICE CONDITIONS 8.00 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" MAX BORIZ. TL DEFL = -0.000" @ 2'- 11.0" 3 -/ Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads o in the plane of the truss only. N ns /- o 0 I IrjAIIIIIIIMMIIIIIIusus f 0 20MINI 11110. 114 M-3x4 .6 1' l 1-06 4-00 00 cc.1 9 2 'ct :9200PE r JOB NAME : RT FRENCH 5 PLEX - BJ1 Scale: 0.6465 Z�.. WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss: BJ1 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 40 OREGON 4/ and Wamings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web braeing must be installed where shown a, incorporation of component is the responsibility of the building designer. V� 3.Additional temporary bating to insure stability during construction 2.Design assumes the top and bottom chords to be laleralty braced at i� q y 14 ,Lp'� +'< 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 Me responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)andbr drywall(BC). 3.In Impact bodging or thlateral pacing required where shown t v M .� �� SEQ.: K5336982 4.No bed should be applied toany component until agerall bredgand 4.Insallationoftruss istheresponsibilityuoftherespective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component aware for ary condition"of use. 8.Design assumes full bearing at of supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTms has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. necessary. 8.This design is furnished subject to the limitations set forth by 8.Design shallasaamal adequate onboth drainage is provided. and 31,2018 8.Plates be located on both faces of truss,and pkced so their center TPVWICA in BCS(,copies of which will be furnished upon request. lines coindde with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Diads indicate sue of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 3-4-(-52) 50 3-1=(-33) 16 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-4=(-54) 56 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 0= 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 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" 0/ 70V -46/ 52H 5.50" 0.11 KDDF ( 625) TOTAL LOAD= 45.0 PSF 0'- 9.4" -107/ 59V 0/ OH 1.50" 0.09 KDDF ( 625) 3'- 10.5" 0/ 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:3,2,4 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ -1'- 1.5" Allowed = 0.086" MAX TC PANEL LL DEFL = 0.000" @ 0'- 6.1" Allowed = 0.037" MAX TC PANEL TL DEFL = -0.000" @ 0'- 5.9" Allowed = 0.055" 0-10-03 MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.6" Allowed = 0.171" MAX HORIZ. LL DEFL - -0.001" @ 0'- 9.4" 12 MAX HORIZ. TL DEFL - -0.001" @ 0'- 9.4" 12.00 P7 ?HP'. -/ Design conforms to main windforce-resisting system and components and cladding criteria. M ]ind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads � in the plane of the truss only. i c oI N ,i 1 1 I f3 r '4 M-1 5x3 M-1.5x3 e�tip PROFFs J., y k,``sP �NOINE$4. s/ 1 029 3-05-06 0-05-02 l y _9210 r 3-10-08 / JOB NAME : RT FRENCH 5 PLEX - BJ1X -1 ��` Scale: 0.8631 WARNINGS: GENERAL NOTES, unless otherwise noted: ti 4.1 OREGON <v� 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual to Truss: BJ1X and warnings before construction commences. building component.ApplicabilM of design parameters and proper G 2.2s4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the bulking designer. "�O 2 3.Additional temporary bracing to insure stability during consbuctfon 2.(Design assumes the top and bottom chords to De laterally braced at b ��al(� is the responsibility of the erector.Additional t bracing of T c.c.and at 10'o.c.respectively unless braced throughout their length by yT`_ sponsi itypermanen continuous sheathing such as plywoodgated sheathing(TC)and/or drywall(BC). MCR R R\ V DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.2ft Impact bridging or lateral bracing required where shown+t (� 4^ SEQ.: K5 3 3 6 9 8 3 4.No Toad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component and are tor"dry full bearing condition"of g use. EXPIRES: 12-31-2019 TRANS ID' LINK 6.Design assumes full bald ng et all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responslbilfty 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 fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINOTCA in BGS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IRC./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.3" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 1-2=(-156) 139 1-9=(0) 0 WEBS: 2x9 KDDF STAND2-3=( -56) 26 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD BC LATERAL SUPPORT <= 12"OC. UON. = 35.0 PSF BEARING MAX VERT MAX BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -23/ 171V -43/ 115H 5.50" 0.27 KDDF ( 625) 3'- 7.7" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.8" -121/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) 5'- 10.3" -22/ 41V 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. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP I- (PROVIDE FULL BEARING;Jts:1,9,2,3 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '.OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 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" MAX HORIZ. LL DEFL = -0.001" @ 5'- 9.5" MAX HORIZ. TL DEFL = -0.001" @ 5'- 9.5" 12 8.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 0 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 2 I 07 0 rE ,a- mAllO O ' O O 1 M-3 x 9 (c�EO PROFes y y y `; ENGINE , 6> 3-10-08 1-11-12 �� / te 't 89200PE r' JOB NAME : RT FRENCH 5 PLEX - BJ2 Scale: 0.5793 Z WARNINGS: GENERAL NOTES, unlessotherwise noted: Q Cr Truss: BJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is basedonly upon the parameters shown and is for an individual ,�OREGON t(/ and Warnings before construction commences. building component.Applicability of design parameters and proper 9 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. /( 3.Additional temporary bracing to insure stability duan 2.Design assumes the to d bottom chords to be lateral braced at �p q y 7 4, 2P ... 9 Y 9wnaWction top b is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.reapagmey unless braced Throughout their length by DATE: 10/31/2018 the overall structure is Me responsibility of the building designer. continuous sheathing such es plywood sheething(TC)and/or drywall(BC). Vty 4.No load should be applied to an 3.2Installation n Impact bridging or th lateral bracing required where shown i a M ��'�+ SEQ. : K5336984 pde any component greater 0.Ina allalionofbutsisthereeponaiuseoftherespectivecontractor. {. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for'tlry condition'.of use. 5.CompuTrushas rrocontrol over and assumes noresponsibility for the 8.necegssary. sbllbeanngata6supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7 ry' 8.This design is furnished subject to the limitations set forth by .Design assumes adequate drainage is provided. TPVWfCA in BCS(,copies8.Plates be boated on both iotas of truss,and placed so their center October 31,2018 of which will be furnished upon request. lines coincide with joint center lines. ms Software 7.6.7(1 L}E 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuT 70.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC _ IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 9-5=(-52) 50 9-1=(-33) 16 • BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( 0) 0 1-5-(-54) 56 BC: 2x4 KDDF 4416BTR WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 95.0 PSF 0'- 0.0" 0/ 70V -46/ 52H 5.50" 0.11 KDDF ( 625) 0'- 9.4" -84/ 175V 0/ OH 1.50" 0.22 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALROVIDE FULL BEARING;Jts:9,2,5 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX TC PANEL LL DEFL = 0.000" @ 0'- 6.1" Allowed - 0.037" 2-10-03 MAX TC PANEL TL DEFL - -0.000" @ 0'- 5.9" Allowed - 0.055" MAX BC PANEL LL DEFL - 0.000" @ 3'- 0.8" Allowed - 0.128" MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.6" Allowed = 0.171" 12 12.00 MAXMAX HORIZ. TL DEFL - -0.001" @ 0'- 9.9" 3 M-91° Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I x6 1 ffe llilliiiihriii I 0 I w 4►I ►/5 -1 M-1.5x3 M-1.5x3 VD PRO y y y ��'` �NGINEFR S5 0 ` 3-05-06 0-05-02 y y 4 :9200PE 3-10-08 JOB NAME : RT FRENCH 5 PLEX - BJ2X Scale: 0.5659 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 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 ` Truss: BJ2X and Warnings before construction commences. building component Applicability of design parameters and proper L�� 14 20� �^ pression we incorporation of component is the responsibility of the building designer. 2.2x4 cam b bracing must be installed where shown v. 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction T o.e.and at 10'o.c.respectively unless braced throughout their length by 0 is Me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)antllor drywall(BC). 4fFR R I,tw-'' 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 E K5 3 3 6 9 8 5 4.No load should be applied to any component until after al bracingof b ng and 4.Installation uss is the responsibility of the respective contractor. 4• fasteners are complete and at no bee should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component and gra assumdryes full condition"of use. EXPIRES: 12-31-2019 TRANS ID LINK B.necign assumes ull bearing at al supportsshovm.Shim or wedge if • 5.CompuTms 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 TPINATCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate She of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) AMIE This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-269) 211 1-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 67 WEBS: 2x4 KDDF STAND 3-4=( -65) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 11.8" 0'- 0.0" -16/ 161V -62/ 187H 5.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) ** For hanger specs. - See approved plans 3'- 0.5" -116/ 253V 0/ OH 1.50" 0.41 KDDF ( 625) RIQIIRD STORAGE DOES NOT APPLY DUE TOTHE ENIAL 7'- 10.5" -116/ 253V 0/ OH 1.50" 0.32 KDDF ( 625) I REQUIREMENTS OF BC 2012 AND IRC 20122B NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:l,5,2,3 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 4 VERTICAL DEFLECTION LIMITS: LL-L/360, TL=L/240 MAX LL DEFL = -0.002" @ 8'- 10.3" Allowed = 0.065" MAX TL CREEP DEFL - -0.003" @ 8'- 10.3" Allowed - 0.098" MAX TC PANEL LL DEFL - 0.010" @ 1'- 9.2" Allowed = 0.249" 12 MAX TC PANEL TL DEFL = 0.009" @ 1'- 9.2" Allowed - 0.374" 8.00 17 3') MAX HORIZ. LL DEFL = -0.003" @ 7'- 9.8" MAX HORIZ. TL DEFL = -0.003" @ 7'- 9.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ~o End vertical(s) are exposed to wind, iTruss designed for wind loads in the plane of the truss only. 19 m/- 0 1104 i _ 1** 510. 1 ,, M-3x4 J• y y ��74 °' S3-10-08 4-11-12 NE `r/0 2 ik' :9200PE 9' JOB NAME : RT FRENCH 5 PLEX - BJ3 Scale: 0.4558 < /'": vcApp . WARNINGS: GENERAL NOTES, unless otherwise noted: © Ct, TrussBJ3 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 'S' 409 OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2a4 compression web Orating must be installed where shown+. incorporation of component is the responMbility of the building designer. 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chortle to be laterally braced at <O A-I Y 14 2. -� 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 ^N DATE: 10/30/2018 the overall structure is the responsibility of the building designer. 3. act continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V tl 2x Impbridging or lateral bracing required where shown++ ��10 /k U- SEQ.: K5 3 3 6 9 8 6 4.No toed should be applied W any component until after all bracing and 4.Installation of truss is me responsibility of the respective contractor. fasteners are mmplete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are or"dry condition"of use. s.C mpurrus has no control over and assumes no responsibility for the B.Desceig assumes Now II bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. s ry' a. II.. w� .f .Ip e.This design is furnished subject to the limitations set forth by 8.Designlsshallb assumes adequate drainage faces is trusisean d. OCLover 3 1,2�1$ 8.Plates shall be as joint on both faces of truss,and placed so their center TP WyrCA in BCS(,copies of which will be famished upon request. lees coincide with joint center lines. MiTek USA,Inc./Compolrus Software 7.6.7(1 L)-E 9.Digits indicate site of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-49) 93 1-3=(0) 0 • BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"00. UON. LOADING BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -8/ 82V -15/ 33H 5.50" 0.13 KDDF ( 625) TOTAL LOAD = 95.0 PSF 1'- 2.9" -56/ 97V 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. ICONS. 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/240, TL=L/180 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" MAX TC PANEL TL DEFL = 0.001" @ 0'- 10.6" Allowed = 0.129" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" 1-03-10 MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting 2 system and components and cladding criteria. 12 Wind: 140 mph, h=21.1ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 V (All Heights), Enclosed, Cat-2, Exp-B, MWFRS(Dir), load duration factor=1-6, Truss designed for wind loads '' in the plane of the truss only. co 0 f rel o I 0 I ,- -/ M-3x9 *‘c,R\EO PR ftss y 2-00 y �� NG�NEF19 /°29 4t 89200PE t' JOB NAME : RT FRENCH 5 PLEX - BSJ1 411001. ;...:%7Z-,- Scale: 0.9928 -- - WARNINGS: GENERAL NOTES, unless otherwise noted: C) OREGON t4Cr 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 intlividual 4.1 Truss: BSJ1 antl Warnings before construction commences. building component.Applicability of design parameters and proper G 2.284 compression web bracing must be inflated where shown+. incorporation of component is the responsibility of the building designer. "�O 1i 14 A44. 3.Additional temporary bracing to insure stability during constmdion 2.Design assumes the top and bottom chords to be laleralN braced at / 4 1{� is the responsibility of erector.Additional permanent f 2'o.c.and al 10'o.c.respectively unless braced throughout their length by al �//�� ponsi ty o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BG). •{7' R RIO- SEQ.: I�� DATE: 10/31/2018 the overall structure Is the responsibi4N of the building designer. 3.Zr Impact bridging or lateral bracing required where shown SE K5 3 3 6 9 8 7 4.No bad should be applietl to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, 4•• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component and are assumdryes full condition"of ase. EXPIRES: 12-31-2019 fi.Design assumes NII bearing at all 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 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of lass,and placed so their center TPWJfCA 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,InciCotnpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF #16BTR1-2=(-108) 170 6-7=(-252) 635 1-6=(-156) 122 9-8=(-330) 151 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-739) 312 7-8=(-152) 503 6-2=(-905) 214 8-5=(-131) 636 3-4=(-635) 269 8-9=( -67) 88 2-7=(-279) 271 5-9=(-865) 238 LOADING 9-5=(-631) 195 3-7-(-230) 478 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD - 10.0 PSF 7-9=(-197) 183 ** For hen TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -144/ 925V -297/ 322H 5.50" 1.48 KDDF ( 625) 20'- 5.0" -142/ 912V 0/ OH 5.50" 1.46 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION($) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ 9'- 10.4" Allowed = 0.975" MAX BC PANEL TL DEFL = -0.102" @ 4'- 8.4" Allowed = 0.604" 9-08-10 10-08-06 4-09-01 4-11-09 5-05-07 5-02-15 f SEASONED LUMBER IN DRY SERVICE CONDITIONS I 12 f 'r f MAX HORIZ. LL DEFL = 0.007" @ 20'- 3.2" 12 MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.2" 12.00 M-5x6 Q 8.00 /� Design conforms to main windforce-resisting Q� system and components and cladding criteria. Wind: 140 mph, h=24.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 4 M-3x4 1111111 2 47 i-3x4 M-1.5x3 Io 6** MM 7 B ii' -/ M-3x4 M-3x8 M-3x4 M-1.5x3 M-3x5(S) J' y l l 9-10-06 5-07-03 4-11-07 l y �REO FROFFs 14-00 l 6-05 J' 20-05 i' 4°' � ��GINEF9 s>19 c�, 2 ..89200PE \r JOB NAME : RT FRENCH 5 PLEX - Cl Scale: 0.2206 -�j� WARNINGS: GENERAL NOTES, unless otherwise noted: _ Truss: C 1 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 and Warnings before construction commences. building component.Applicability of design parameters and proper ,�OREGON L(/ 2.2x4 compression web bracing mull be ingaled where shown.. incorporation of component R the responsibility of the building designer. 3.Additional temporary bracing 10 insure stability during conwruction 2.Design assumes the top and bosom chards to he laterally braced at GAO q) 14 201 \ �` is Me responsibility of the erector.Additional permanent bracing of 2'a.c,and al 70'o.c.respectively unless braced throughout their length by DATE: 10/30/2018 the overall structure is the responsibility of the building designer.1. continuous sheathing such as*wood sheelhing(TC)anon drywall(BC). SEQ.: K5336988 4.so load should be applied to anyg4.lnlmptcnoftrss5dging or therelpreangryoftherespresvecota �FRRII-� component until loadelleater than 4.Designanures risthe responsibilitytuofthe on-contuse a environ fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design mads be applied to am component. and are for"dry condition"of use. 5.CompuTrushasnocantroloverentlassumesnoresponaibihtyrorme 6.O�segnassumes full beanngetalsupponsshown.Shim arwedge it EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. necessary. e.This design is furnished subject to the limitations set forth by T.Design assumes adequate drainage is provided. TPI/WTCA in BCSI,copiesf u 8.Plates shall be located on beth faces of truss,and placed so their center October 31,2018 o which will be furnished pori request. lines coincide with joint center lines. L}E 5.Digks indicate Son of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC 20-05-00 GIRDER SUPPORTING 8-00-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=(-1836) 291 7- 8=(-301) 394 7- 1=(-2047) 295 10- 4=) -69) 886 TC: 2x6 KDDF #1&BTR; LOAD DORATION INCREASE = 1.15 (Non-Rep) 2- 3=(-1829) 371 8- 9=(-312) 1261 1- 8=( -131) 1301 9-11=(-1364) 21 3 2x6 KDDF #1&BTA T2 LOADING 3- 4=(-1252) 298 9-10=(-253) 1406 8- 2=( -212) 104 5-11=( -93) 367 BE: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -639) 205 10-11=(-253) 1406 2- 9=( -165) 177 11- 6=) -220) 1589 WEBS: 2x6 KDDF STAND; 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 20'- 5.0" V 5- 6=( -930) 291 11-12=1 -85) 126 9-- 9-( -ze9, 959 6-12=(-2176) 316 BC UNIF LL( 75.0)+DL( 80.0)- 155.0 PLF 0'- 0.0" TO 20'- 5.0" V TC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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: 2T9 OPACIOR AT E9S0C CON. 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 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.039" @ 12'- 2.5" Allowed = 0.975" MAX TL DEFL = -0.072" @ 12'- 2.5" Allowed = 1.300" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-11-11 10-05-10 2-11-11 MAX HORIZ. LL DEFL = 0.009" @ 20'- 2.3" ,I 'I MAX HORIZ. TL DEFL = 0.016" @ 20'- 2.3" 3-08-01 3-03-10 5-02-13 5-04-04 2-10-04 T f f f T f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 7 M-4x6 M-4x6 12.00 find: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-4 F (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, 9� �� End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x4 �� rr ,,,,i o M-3x6 0 h7-08 1 N �� 98�J '!�EC3A��IEMiW��gB M-5x8+ /'1 f7 ** B 9 10 M-1.5x4 M-3x5 M-3x8 M-3x4+ M-3x6 M-5x6(S) M-4x8 M-1.5x4 M-5x6+ M-3x9+ M-3x4+ M-7x10+ M-7x10+ M-5x10+ M-3x9+ M-3x9+ M-3x4+ M-7x1001 M-3x4+ M-5x8+ • l l y y l 1 3-04-09 3-03-15 5-06 5-06 2-08-08 * l y cRO pROFFS 14-00 6-05 c• • NGINE y y , ,9 % 20-05 29 ct :9200PE c ' JOB NAME : RT FRENCH 5 PLEX - CH1 'c • 46IPP Scale: 0.2199 10 WARNINGS: GENERAL NOTES, unless otherwaenoted: OREGON <C/Q I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7.Truss: CH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation `j/ �� 14 24� of component is the responsibility of the building designer. 1V 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability tludig construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A.//��, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Iii 14 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 e o No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibilly of the respective contractor. SEQ.: KS 3 3 6 9 8 9 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonaormsive environment, dei laadab.a lied to an DndarefosumesMIdry ian.ringata. EXPIRES: 12-31-2019 TRANS I D• LINK design pp y component. 6.Design assumes Ml bearing at all 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 31,201 8 6.This design is Nmished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their tamer TPLWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-Z 10.For basis connector plate design values see ES141311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2-(-835) 251 8- 9=(-317) 257 8- 1=(-883) 271 11- 6=(-115) 124 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND2- 3=(-795) 393 9-10=(-335) 630 1- 9=(-105) 561 6-12=(-373) 210 3- 5=(-973) 349 10-11=(-179) 480 9- 2=(-129) 133 12- 7=(-199) 640 LOADING 4- 5=( D) 0 11-12=(-192) 454 2-10=(-262) 216 7-13=(-885) 306 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE 5- 6=(-640) 342 12-13-) -66) 88 10- 3=(-189) 258 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-586) 209 10- 5=(-127) 112 = TOTAL LOAD = 45.0 PSF 5-11=( -57) 185 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -143/ 919V -272/ 298H 5.50" 1.47 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-3x4 where shown; Jts:1-2,6-7,9,11-12 ** For hanger specs. - See approved plans GOND. 2: Design gn checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.015" @ 10'- 10.6" Allowed = 0.975" 8-11-12 1-10 9-07-04 f f fMAX TL DEFL = -0.024" @ 10'- 10.6" Allowed = 1.300" l 4-05-12 4-04-04 1-11-12` 4-10-08 4-04-14 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 4 4 I l f MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.2" MAX HORIZ. TL DEFL = 0.009" @ 20'- 3.2" 12 12 12.00 M-4x6 M-5x6 8 3 4 .00 le=�� Design conforms to main windforce-resisting _� system and components and cladding criteria. Wind: 190 mph, h=24.4ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di.r), o 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 41111 i 0 10 11 12 **13 M-1.5x3 M-3x8 M-3x5(5) M-1.5x3 J' l l y l l 4-02-04 4-06 2-08-13 4-10-08 4-01-06 y y y ��EO pROFess 14-00 6-05 y 20-05 y v�Gl CF'T /O� 89200PE 9r' JOB NAME : RT FRENCH 5 PLEX - CH2 Scale: 0.2287 ��': WARNINGS: GENERAL NOTES, unless otherwise noted: Q Truss CH2 1.Builder and erection contractorshoulabeadvisedofallGeneralNotes 1.Thisdesgniebacetlonlyupontheparametersshownandisforanindividual 7./ "1 OREGON lV and Wamings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web biasing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during oo slrudion 2.Dincorporationign assumes the top and bottom chords to be laterally braced at <O l ^-(�0�� ` is the responsibility of the erector.Additional permanent bracing of 2'a.c,and at 10'o.c.respectively unless braced throughout their length by DATE: 10/30/2018 the overall structure 3.2x Impactbdtlgingorlateralbrecigrequiredwhereshown++ ucture is e responsibility of building designer. continuous sheathing such as plywood sheathimpTC)and/or drywall(BC). SEQ.: K5336990 4.No loadcomponent until after all bracing end shoudbeappliedtoanyM9RR`L� 4.Installation of truss is the responsibility of the respective connector fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for•dry condition"of use. - 5.CompuTrushas nocontrol over and essumesnoresponsibility for the 8.Design ssumesfullbearingatelsupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. esig ry. II,,�. r�.I p 8.This design a furnished subject to the limitations set forth by 8.Design s shall b es adequate drainagefis truss,rusiandd. J I,2��V 8.Plates shall be located on both feces of end pkced so their center TPI NRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Inc./CornpuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of ate in inches. 10.For basic cenneclor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 20.5 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2-(-4316) 760 1- 7=(-1196) 3594 2- 7=( -642) 3816 10- 5=(-630) 3730 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3026) 542 7- 8=(-1216) 7666 7- 3=(-4474) 772 3- 4=(-7424) 1316 8- 9-(-1228) 7764 3- 8=( -286) 1984 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2958) 530 9-10-(-1228) 7764 8- 4=) -382) 910 2x4 DF STAND A ^ LL = 25 PSF Ground Snow (Pg) 5- 6=(-9216) 799 10- 6=(-1210) 3598 9- 9=( -278) 1 746 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DLI 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 4-10=(-4710) 808 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 8'- 8.0" L BC UNIF LL) 0.0)+DL( 15.0)- 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA J� BC UNIF LL( 937.5)+DL( 350.0)= 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -760/ 4284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 4284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. \/1/ 9" oc in 1 row(s) throughout 2x4 top chords, ,yv`(\ 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR DSPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 9" ac in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.048" @ 3'- 10.2" Allowed = 0.438" MAX TL DEFL - -0.085" @ 3'- 10.2" Allowed = 0.583" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.014" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.024" @ 0'- 5.5" 1-00 7-08 1-00 T 1 f 'l' OND. 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' ' 1' 1' 1' system and components and cladding criteria. 12 12 Wind: 140 mph, h=20.9ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 12.00 7 N12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-4x10 M-5x6 { 9 - _ 410±,_________-------_!---- __________------___, ---_______ .• ,- 4 „ _____--------- „ ______------- F-, II , - rn of f- __- '',1" II ' II - I I I 'r' o l /- 1 a ir- 7 B 9 10 ...6 0 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 • J. l l l J' J. 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 y 9-08 y e�Ep PROpps �� NGINE� s/ 0 •, 9 % 29' :9200PE r JOB NAME : RT FRENCH 5 PLEX - DH1 '"": Scale: 0.5124 ' WARNINGS: GENERAL NOTES, unless stherwso noted - 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 bran individual *17,ee"' b. Truss: DH1 and Wamingsbefore consroaioncommences. bincorngcompofcomAppfabNerespoy of ignpayoftereandpropei /O !� 14 2��' 2.2v4 compression web bracing must be installed where shown+. incorporation or component is the responsibility of the building designer. I� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced al /s 2'o.c.and al 16 o.c.respectively unless braced throughout their length by A e OK is the responsibility of the erector.Additional permanent bracing of coMinuoue sheathing such as plywood sheathing(TC)andror drywall(BC). e{7'E•[%1:110-• .�I 0� V DATE• 10/30/2018 the overall structure is the responsiblHy of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ /7�•'� S E K5 3 3 6 9 91 4.No load should be applied to any component until after all bacing and 4.Installation of truss is the responsibilty of the respective contactor. 4•• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are is be used in anon-corrosive en ironment, design loads be spoiled to an t. and an assumes full bearingn"of use. EXPIRES: 12-31-2019 TRANS ID LINK 9n o yr and assn 6.neesswy.umes Nll bearing at all supports shown.Shim or wedge if • 5.CompuTma 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 31,201 8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be Malted 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,InniCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-4316) 760 1- 7=(-1196) 3594 2- 7-) -642) 3816 10- 5=(-630) 3730 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3-(-3026) 542 7- 8=(-1216) 7666 7- 3=(-4474) 772 WEBS: 2x4 KDDF STAND; 3- 9=(-7929) 1316 8- 9-(-1228) 7764 3- B=( -286) 1984 2x9 DF STAND A LOADING 4- 5=(-2958) 530 9-10=(-1228) 7764 8- 4-) -382) 910 TC LATERAL SUPPORT <= 12^OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6-(-4216) 744 10- 6-(-1210) 3548 9- 4-( -278) 1746 TC UNIF Li( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 4-10=(-9710) 808 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)- 17.5 PLF 1'- 0.0" TO B'- 8.0" L BC UNIF LL( 0.0)+DL( 15.0)- 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA �� BC UNIF LL( 937.5)+DL( 350.0)- 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -760/ 4284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) Attach 2 ply with 3^x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 92B9V -2000/ 2000H 5.50" 6.85 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. X)/ 9" oc n 1 row(s) throughout 2x4 top chords, /X\/X\ 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. 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 MAX LL DEFL = -0.048" @ 3'- 10.2" Allowed - 0.438" MAX TL DEFL = -0.0B5" @ 3'- 10.2" Allowed - 0.583" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.014" @ 0'- 5.5" 1-00 7-08 MAX HORIZ. TL DEFL = -0.024" @ 0'- 5.5" T f 1-00 IC OND. 3: 2000.00 LBS SEISMIC LOAD. 1-00 / 2-06-11 2-08-07 2-04-15 1-00 f fDesign conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 12.00 Wind: 140 mph, h=20.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-4x10 M-5x6 3 4 O. - _ o - :n m j_ ISI . I_ I I o o 1 ?C 7 8 9 /- 10 x6 1 M-5x10 0 M-9x6 M-3x6 M-5x10 M-6x8 M-6x8 l l ,6 l l l 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 l l 9-08 (cri1/40 PR°FFss ��`� ��.1,GIN,EFR /0 2 (t* -• •.89200PE 2..,„ - JOB NAME : RT FRENCH 5 PLEX - EH1 Scale: 0.5129MIS WARNINGS: GENERAL NOTES, unless otherwise noted: - CrTruss: EH I 1.Builder and erection contractor should be advised of all General Notes 1.This design is basetl only upon the parameters shown and is kr an lntlividual y ja 4l OREGON lo and Wamings before construction commences. building component.ApplkablNy of design parameters and proper w 2.2x4 compression web brecing must be installed where shown.. incorporation of component is the responsibility of the building designer. V� 3.Additional temporary bracing to Insure stability during constmdion 2.Design assumes the top and bottom chords to be laterally braced at /O 4 14 e 2°) �� is the responsibility of the erector.Additional permanent bracing of T o.c,and at 10'o.c.respectively unless braced Throughout their kngM by -G DATE: 10/30/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4.No load should be applied to any 3.rax Impact bdtlgin9 or lateral bracing required where shown++ 1114F'''�'�� SEQ.: K5 3 3 6 9 9 2 pplie y component until after sA bracing and 4.Installation of truss is the responsibility of the respective contractor. IT 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 conaieoa'or use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the B.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. nets ry' I� �}.1 p 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequateonath face iotrusise n OCt0Ue.�31,20 V 8.Plates shall a e,pin on bath hoes of truss,and placed so(heir center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate ske of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR-19813(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-00-00 MONO HIP SETBACK 4-00-00 FROM END WALL IBC 201`4 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 19-00-00 GIRDER SUPPORTING 20-05-00 FROM 8-03-00 TO 19-00-00 1- 2=(-5172) 1150 1- 8=) -814) 3508 8- 2-( -642) 3268 11- 5=(-1672) 418 BC: 2x8 KDDF #1&BTA LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3=(-3508) 836 8-10=(-1486) 6590 8- 3=(-4466) 1020 5-12=(-1340) 402 3- 4-(-6712) 1558 9-11-) -44) 190 3-10=) -480) 2898 12- 6=( -680) 3164 WEBS: 2x6 KDDF STAND; 4- 5=(-5774) 1366 11-:2=1-1306) 5892 9-10-) -420) 2482 13- 6=( -194) 1572 2x6 KDDF #2 A LOGrIuG ' LL - 25 PSF Ground Snow (Pg) 5- 6=(-5792) 1354 12-.3=( -856) 3742 10-11=(-1232) 5560 6-19=(-5792) 1342 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL) 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7-) -66) 82 13-.4=( -856) 3742 11- 4-( -378) 2734 14- 7-) -156) 106 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 30.0)= 105.0 PLF 4'- 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 REA A IRED BRG BC UNIF LL( 230.2)+DL( 184.2)- 414.4 PLF 8'- 3.0" TO 19'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE RE BEARING MAX VERT MAX HORZ BRG REQUUI- AREA(SPECIES) ARE) NOTE: 2x4 OPACIOR AT E4SOC UON. FOR 0'- 0.0" -843/ 3934V -88/ 150H 5.50" 6.29 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( C0 CONC DL( 40.0)-7 140.0 LBS - 4'-5" 0.0" 19'- 0.0" -1238/ 5383V 0/ OH 5.50" 8.61 KDDF ( 625) ADDL: BC CONC LL+DL= 2297.0 LBS @ 7'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL J,- ( 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 spacing. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.058" @ 7'- 5.8" Allowed - 0.904" �/�/ 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL DEFL - -0.118" @ 7'- 5.8" Allowed = 1.206" I/y\/y\ 9" oc in 2 rows) throughout 2x8 bottom chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS V 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. MAX HORIZ. LL DEFL - -0.016" @ 18'- 8.5" MAX HORIZ. TL DEFL - 0.032" @ 18'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 3-11-11 6-00-05 1-10-02 7-02-14 f f .( ' f Wind: 140 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), load duration factor=1-6, 190# End vertical(s) are exposed to wind, 12 12 Truss designed for wind loads 12.00 7 ..' :)6.00 in the plane of the truss only. M-4x6 2 M-3x10 M-7x8 3 4 * _ M-5x6 M-4x10 M-1.5x3 / - " 6I / -- 0 N m M - O O UT tIC 8 `IJ /10 I I\ 1M-5x16 M-3x8 n _ f o 1111'"�� 9 11 12 13 14 M-5x10 M-4x12 M-3x6 M-1.5x3 M-4x8 MSHS-10x18+ J' y 2297# )' b k y 3-10-04 3-07-08 2-04-08 2-03-06 3-03-07 3-03-07 y y �a,Ep PROFFss 19-00 0-01 y ; y NGINEFR /029 1-0 y 7-03 11-10 y .44 19-01 '�' 89200PE' <' • JOB NAME : RT FRENCH 5 PLEA - FH1 Scale: 0.2192 Q ,� Cr.- . WARNINGS: GENERAL NOTES, unless otherwise noted OREGON t(/ 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 1� Truss: FH1 and Warnings before construction commences. building component.Applicability of design parameters and proper N 2.2c4 compression web bracing must be installed where shown*, incorporation of component is the responsibilRy of the building designer. 74. 40, :12 1 4 y AO� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and badom chords to ba laterally braced at b is the responsibility of the erector.Additional t bracing f 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �� DATE: 10/30/2018 the overall structure is the responaibilly of the building designer. 3.2s Impact bridging or lateral bracing required where shown SEQ.: K5336993 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 greeter than 5.Design assumes trusses are to be used in a non-ccorrosive environment, design bads be lied to an ars are for"dry chill beari ofuse.a. EXPIRES'. 12-31-2019 TRANS I D LINK gn o r r and assn 6,Design assumes full bearing at all supports shown.Shim or wedge d • 5.CompuTrus has no control over and assumes no responsibility tor the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i October 31,2018 6.This design is Nmished subject to the limitations set forth by 8.pates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coindde with joint center lines. • 9.Digits indicate sae of plate in inches. MiTek USA,Inn./CompUTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-77) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -36/ 310V -33/ l01H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -84/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ,r MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.078" MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.7" Allowed = 0.147" 12 MAX BC PANEL TL DEFL= 0.003" @ 1'- 7.7" Allowed - 0.206" 12.007 MAX BC PANEL TL DEFL = -0.003" @ 1'- 12.0" Allowed - 0.206" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 3 -1 MAX HORIZ. TL DEFL = -0.000" 9 1'- 10.9" 0Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - load duration factor-1.6, �, Truss designed for wind loads o in the plane of the truss only. i N th O I 21111.111.111111.111111111.11.11111O M-3x9 1 l b y 1-00 9-00 RDPROFF �,��GINF 0j0 ‹ 2 � '7,92 0 y r JOB NAME : RT FRENCH 5 PLEX - FJ1 ff Scale: 0.6726 WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss: FJ1 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 ORECr GONt. to 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 Me responsibility of the building designer. is 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at <O q'I 14, AO ` is the responsibility of the erector.Additional permanent bracing of e'n.<.and a1 10'o.c,respectivety unless braced throughout their length by (/ O(y DATE: 10/30/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `_ 4.No load should be applied to an 4.rax tmptct oftr s or lateral prating required where shown++ ��10- SEQ.: �� S EQ.: KS 3 3 6 9 9 9y component until after au bracing and 4.Installation of buss is the responsibility of the respective confredor. 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, TRANS ID: LINK design leadebeapgiedoany component. and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6 neesign cessary. essa assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment end installation of components. ry' 6.This design is furnished subject to the limitations set forth by 8.Designshaa ll mel adequate drainage cfaces grossed. October 31,2018 8.Plates shat be located on both faces of truss,and placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) 16, This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 22_33-(-1066) 92) 2 TC LATERAL SUPPORT 0- 12"0C. UON. LOADING BC LATERAL SUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -27/ 341V -55/ 149H 5.50" 0.55 KDDF ( 625) LL - 25 PIE Ground Snow (Pg) 3'- 5.2" -80/ 141V 0/ OH 1.50" 0.18 KDDF ( 625) 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.002" 4 -/ MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.003" MAX TC ANEL LL DEFL - 0.034" @ 2'- 2.0" Allowed - 0.291" MAX TC ANEL TL DEFL = 0.032" @ 2'- 2.0" Allowed - 0.437" 12 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 MAX BORIZ. LL DEFL - -0.001" @ 3`- 5.2" pMAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor-1.6, o Truss designed for wind loads I y, in the plane of the truss only. IPIAIMMIIMIIMIMI N I ► 072:505 M-3x4 1 • y 1-00 y 4-00 y • ciNEo PROFFs C�<(NGI N��'9 6jp2 4 4 :9200PE 9 JOB NAME : RT FRENCH 5 PLEX - FJ2 • Allp •��' Scale: 0.5521 �•• WARNINGS: GENERAL NOTES, unless otherwise notedO OREGON �Cr I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ax Truss: FJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper Vs 2.2x4 compression web biasing must be installed where shown+. incoryoretbn of component is the responsibility of me building designer. GAO .q 1 �� 3.Additional temporary bracing to insure Stability during construction 2.Design assumes the top and bettom chords to be laterally braced at / A 2'o.c.and at 10'o.c,respectively unless braced throughout their length by Al/' s �C_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood°heathing(TC)and/or drywall(BC). °y�' DATE: 10/30/2018 the overall structure lathe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '�' RIO- SEQ.: li 1..- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibifly of the respective contractor. S E4.: K 5 3 3 6 9 9 5 esteners are complete and at time should any loads greater hen 5.Design assumes trusses are to be used in a nen-corrosive environment, TRANS ID• LINK desi9nloadsbe applied toany component. D^°anassure for assumes got EXPIRES: 12-31-2019 5.Com Trus has no control over and assumes no responsibility for the fi.necessary. ssumes full bearing al all supports shown.Shim or wedge it pu sponst y ry. febdcation,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 • • TPVWTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA,IneJCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( D) 84 2-5=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-301) 251 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=( -78) 50 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 325V -92/ 231H 5.50" 0.52 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -181/ 262V 0/ OH 1.50" 0.34 KDDF ( 625) 3'- 9.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -49/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,3,5,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" 0 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.003" MAX TC PANEL LL DEFL = 0.011" @ 1'- 8.7" Allowed = 0.291" MAX TC PANEL TL DEFL = 0.010" @ 1'- 8.7" Allowed - 0.437" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 127 MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. tiI Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. m O f I s- 20 r O O M-3x4 y l b b 0- : E PR OF 1-00 4-00 1-11-11 /NGINEF�q /0 JOB NAME : RT FRENCH 5 PLEX - FJ3 -:•.89200PE 9�' Scale: 0.9566 /11P IMI WARNINGS: GENERAL NOTES, unless otherwise noted: E. 47 Truss: FJ3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -y 4i OREGON lV and Wamings before construction commences. building component.Applicability of design parameters and proper G *_ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is Me responsibility of the building designer. 9 Vs 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O M Y 1 s AO` �1 is the responsibility of the erector.Additional permanent bracing of c'nc.and at 70'o.c.respectively unless braced throughout their length by b r DATE: 10/30/2018 the overall structure is the re biO f the Wilding tlesi continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). sponsi ty o g goer. 3.2x Impact bridging or lateral bracing required where shown++ ��RIO- SEQ.: K5336996 4.No load should be applied to any component until after ad/bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condign of see. 5.CompuTrus hes no control over and assumes no responsibility for Me 8.Deecsign erassumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry' 4 O� �}.1 p 6.This design is furnished subject to the limitations set forth by 7.Pesignassumesaded on drainagefis trusised. October 31,20 V 8.Plates be located on both faces of floss,and placed so their center TP WWCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center Ones. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L}E 9.Digits indicate see of plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-(-160) 196 4-5=(-255) 239 4-1=(-199) 82 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -15) 7 1-5=(-2000)0) 160 225 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 45.0 PSF 0'- 0.0" -24/ 185V -99/ 193H 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 ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TCANEL LL DEFL = 0.027" @ 1'- 8.7" Allowed - 0.239" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL - 0.024" @ 1'- 8.7" Allowed - 0.358" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.001" @ 3'- 5.0" MAX HORIZ. TL DEFL - -0.001" @ 3'- 5.0" 3-06-12 0-03-12 f f f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 1-7 Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4 M-3 x4 rn 1 m 0ib1 IhI ► illIIIIIIIIIIIIIIIIIIIIII.- rA 4** 5 M-1.5x3 M-3x4 y y a0 PROp 3-10-08 C.� `NGINE /-� -r 2�9 �' 89200PE r dr JOB NAME : RT FRENCH 5 PLEX - FJ4 ii,� Scale: 0.4806 WARNINGS: GENERAL NOTES, unlessatherwisenoted'. O OREGON �C/. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and is for an individual b Truss: FJ4 and Wamings 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 the building tlesigner. • L '2•°‘ �� 3.Additional temporary bracing to insure stability during ct bracing 2.Design assumes the top and bottom chards to be leterally braced at G'O r 14 y b°^N is Me responsibility of the erector.Additional permanent bredrg of 2'a.c.and at 10'o.c.respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C�A a�4V DATE: 10/30/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral basing required where shown•• (� t 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 9 7 fasteners are complete and at no time should any bads greaterthan 5.Design assumes trusses are to be used k a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are far"Ery full b condition"g ata. 5.CompuTms has no control over and assumes no responsibility for the 6.Decsesse ssumes NII beefing at all supports shown.Shim or wedge i( EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry. P P B.plagnaallbelcedoneothifaceio truss, October 31,2018 6.This design k furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center • TP WJICA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DD F/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1-2=( -4) 129 5-6=(-259) 246 5-2=(-903) 161 BC: 2x4 RIDE #1&STA SPACED 24.0" O.C. 2-3= 166 144 WEBS: 2x9 KDDF STAND (- ) 2-6=(-205) 227 3-4=( -15) 7 6-3=(-170) 169 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <- 12.0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.0" 0.0" 0'- 0.0" -39/ 440V -104/ 163H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -85/ 213V 0/ OH 5.50" 0.34 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL IEEE = -0.009" @ -1'- 6.0" Allowed 0.150" MAX TL DEFL = -0.010" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL= 0.026" @ 2'- 0.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.026" @ 2'- 0.4" Allowed = 0.373" 3-08-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 12 MAX BORIS. LL DEFL = -0.001" @ 3'- 6.5" MAX HORIZ. TL DEFL = -0.001" @ 3'- 6.5" 8.00 17 M-1.5x3 4 -/ S Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=21.2ft, TCD1.=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 41111 , m 2 I N I r 0 IlMbIIIIIIIIIBb.,- GIN_ M-1.5x3 M-3x4 1 ), y 1-06 4-00 ��ck0 PROFFss CI- �‘GINEF,,Q vc2 Q44 y , JOB NAME : RT FRENCH 5 PLEX - FJ5 � Scale: 0.5170 WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss: FJ5 Builder and erection conrodorshould beativisetlofall General Notes This design is based Only UPOfl re parametereshown and iawranindrvitlual ,�OREGON L(/ and Warnings before construction commences. building component.Applicability of design parameters and proper -� 2.2a4 compression web bracing re be installed where shown*. Incorporation of component is the responsibility of the building designer. 7s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �O 9 ^O` �1� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by -G r continuous sheathing such as*wood sheathing(TC)TC Wor tl ,44_ Y DATE: 10/30/2018 the overall structure is the responsibility budding designer. 3.2a Impact bridging 9( )en drywall(13C). . p b of the tle pa g g or lateral bracing required where shown++ ( ) ��R IIx. SEQ.: K5 3 3 6 9 9 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. H {i fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design weds be applied w any component, and are wr"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the S Design ecce assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31=2019 fabrication,handling,shipment and installation of components. ry' 8.This design is furnished subject to the limitations sal forth by T.Design assumes adequate drainage is provided. e.Plates shay be locatedon both faces of truss,and placed so their center October 31,2018 TPVWTCA in SCSI,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.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=) 0) 84 2-4=)0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA UL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IpROVIDE FULL BEARING;Jts:2,9,3 I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF 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" f '1 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" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. i 0 o. o9 /- o 9f O I rtiallimmoiNSI N p 4 -V M-3x9 1 y y l 1-00 2-00 ‹rckc0 PROFFs � �NGIN :E15 `rjo29:9200PE �'JOB NAME : RT FRENCH 5 PLEX - FSJ1 /�7.4 Scale: 0.6726 • ^ �•'• WARNINGS: GENERAL NOTES, unless otherwise noted: TO OREGON iv 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 1._ Truss: FSJ1 and Wamings before wnsirucibn commences. building component.Applicability of design parameters and proper. L N ` 2.2x4 cempress on web brectng must be inela11e0 where shown v, incorporation of component is the responsibility of the building designer. "/Q 14, 4 y 2 �_.{� 3.Additional temporary bracing to insure stability during construction 2.Design ass ec Me[op and bottom choNs[o be laterally braced al N //s 1 is the responsibility of the erector.Additional permanent bracing of continuous antl s ea o.chin respectively unless braced(TC)a d/their length).by ^A yT pactsheathing ash as plywood required et where s own•drywell(BC). 1 R 1�\ V DATE: 10/30/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*• /7 SE K5 3 3 6 9 9 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry fullba bearing ofuse.e. EXPIRES: 12-31-2019 TRANS ID LINK pa responsibility 8.Design assumes full beefing at all supports shown.Shim or wedge if• 5.Com Trus has no control over and assumes no re bit for the necessa 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 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. OND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND LOADING NOTE:Design assumes moisture content does TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF not exceed 198 at time of manufacture. BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD- 45.0 PSF Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. load duration factor-1.6, p gable end detail for End vertical(s) are exposed to wind, Refer to Com uTrus complete specifications. BOTTOM CHORD CHECKED FOR LIVE LOAD. TOP Truss designed for wind loads AND BOTTOM CHORD LIVE LOADSDS ACT NON-CONCURRENTLY. in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span UON. 3-08-09 0-03-12 T T T 12 8.00 17. /- M-1.5x3 y N N PI /00/M- 411111111 I m3x9 o0 .6r. I a 10 N I 0 I lillIllilIlbbb,„.- RRR f f A 5 6 7 M-3x4 M-1.5x3 y �S��NGINEFes`�io y y �� 9 2 06 9-00 =9200PE -9r JOB NAME : RT FRENCH 5 PLEX - FWC Scale: 0.5084 L41.P, : WARNINGS: GENERAL NOTES, unless otherwise noted: "'1 Truss: FWC 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and is for an individual V7 �J ORECr GON 4/ and Warnings before construction commences. building component.Applicebilty of design parameters and proper 2.2a4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of Me building designer. 3.Additional temporary bracing to insure sta Why during construction 2.Design assumes the top and bottom chortle to be laterally braced at �O 9� a .0 ie,�#� • is the responsibility of the erector.Additional permanent bracing of 2'c.c,and at 10'o.c.respectivety unless braced throughout their length by {e DATE: 10/31/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)andfor drywall(BC), A 4.No load should beapplied to 3.In Impactotruss bridging 5 lateral bracing required the where shown t e �/� �� SEQ.: K 5 3 3 7 0 0 0any component until after all bracing and 4.Installation of Imes 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 deeignbads beapplied toany component. and are for"dry condition"pfuse. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge i( EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. a wry' {{ II.,�, r��] p 6.This design is furnished subject to the limitations set forth by T.Pltisgn assumesced o both facesnage is truss.an October 31 20 8 B.Plates,rte be located on both of truss,and placed so their center TPI/WTCA in BC SI,copes of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software+7,6.9(1 L)-E 9.Digits indicate sae of plate in inches. f 0,For basic connector plate design values see ESR-1311,ESR-1966(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-97) 38 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" 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 DUD 0'- 0.0" -50/ 296V -6/ 37H 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/ 90V 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;Jts:2,4,3 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1EPSF LIVE LOAD. TOP 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 = 0.096" MAX BC PANEL 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" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.3" 12 6.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' ,-4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads rn in the plane of the truss only. 0 m o o CD 1 2► ► M-3x9 • • • 0-09 11 �c6 <(, I4 FR /029 :92O0PE N JOB NAME : RT FRENCH 5 PLEX - G1 _.41./ • Scale: 1.0398 WARNINGS: GENERAL NOTES, unloss otherwise noted. © OREGON �/Q 1.Bulkier and erection contractor should be advised of all General Notes I.This design k based only upon the parameters shown and is for an individual Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper { 2.2x4 compression web bracing must be in Walled where shown�. incorporation of component la the responsibility of the building designer. • • GAO 91� 14 2-°'\ o` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / b (� 2'a.c,and at 10'o.c.respectively unless braced throughout their length by a �`- is the 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 the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown x a allii R",k- SE K5 3 3 7 0 01 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4•• fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, dry condition-of use. TRANS ID: LINK deNgnloads beappliedtoany component. andareds"mfllbearingatal EXPIRES: 12-31-2019 6.Design assumes full bearing al all suppods shown.Shim or wedge d • 5.CompuTrus has no canhol over and assumes no responsibility for the necessary. 4 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 faces of truss,and placed so their center • TPVWTCA in SCSI,copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate in inches. Mirek USA,Ino./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-00-00 HIP SETBACK 2-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 10-00-00 GIRDER SUPPORTING 3-06-00 1- 2=(-900) 212 1- 6=(-1402) 1779 6- 2-(-187) 556 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-542) 121 6- 7=( -760) 1466 6- 3=(-863) 492 WEBS: 2x9 KDDF STAND 3- 4=(-542) 121 7- 8-( -760) 1466 7- 3=( 0) 178 LOADING 4- 5-(-900) 212 8- 5=(-1402) 1779 3- 8=(-863) 492 TC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 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 VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF B'- 0.0" TO 10'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 204 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -110/ 761V -2000/ 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/ 761V -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" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = -0.013" @ 5'- 0.0" Allowed - 0.454" MAX TL DEFL = -0.020" @ 5'- 0.0" Allowed - 0.606" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL - -0.008" @ 0'- 5.5" MAX HORIZ. TL DEFL - -0.010" @ 0'- 5.5" 1-11-11 6-00-10 1-11-11 f fICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting 1-11-11 3-00-05 3-00-05 1-11-11 23.30# fsystem and components and cladding criteria. 23.30# T 12 12 Wind: 140 mph, h=20.2ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, 12.00 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-4x6 M-4x6 2 M-3x8 3 it r9 Ap...,4011, 1 II ., ., 00 M . ,. un N I 1�� 0 6 B I.,.8.---.1 S o M-3x4 M-3x4 M-1.5x3 M-3x4 M-3x4 l * ,6 * l 1-10-04 3-01-12 3-01-12 1-10-09 l 10-00 y ��skE� PR OFess s 0GIN4;9 /c, 2 4t...4.1 =92110P -f' JOB NAME : RT FRENCH 5 PLEX - GH1 Scale: 0.4760 �e . APP. WARNINGS: GENERAL NOTES, unless otherwise noted: Q Truss GH1 1.Builder and erection contractor should be advisedotall General Notes t.This design is based only upon the parameters shown and is for an individual -y OREGONt. !V • and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web broting 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 <0 q k 1 4 e ^O\ ��' • is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c,respectively unless braced Throughout their kngM by V •G DATE: 10/30/2018 the overall structure is Me responsibility of the building designer. continu t bridging such as plywood sheathing(TC)and/or drywall(BC). ate, 3.2x Impact toftrue or lateral bating required where shown++ �(� 1 L� SEQ.: K5 3 3 7 0 0 2 4.No bad should be applied to any component until after a0 bracing and 4.Installation of buss is the responsibility of the respective contractor. Wen,. 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 bade be applied b am component. and are for"drycondition•of use. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ace "/' 6.This design is fumished subject to the limitations set forth by T.Design hael adequate drainage ioprovided. October 31,2018 S.Plates shalllt b 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 Ines. 9.Digits indicate size of MiTek USA,Inc./Compolrus Software 7.6.8(1 L}E plate in inches. 1G For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" 1 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 POE 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-1./240, TL=1./100 MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.002" @ 1'- 2.9" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 6 v 0 o ri-iii4 M-3x4 (c1,EO PROFRss 1 1-00 1 2-00 1 �NGINFFR /e29 C' :9200PE T. JOB NAME : RT FRENCH 5 PLEX - GJ1 Scale: • • 0.6726 02111, WARNINGS: GENERAL NOTES, unlessotherwisesoled: © OREGON �Cr m 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon e parameters shown and is for an individual Truss: GJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 cempressbn web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. GAO 91i AO� 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me[op and bottom chords to be laterally braced at r b A 7 o.c.and at 10'o.c.respectively unless braced throughout their length by s �`_ is the 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 the responebikty of the building designer. 3.24 Impact bridging or lateral bracing required where shown+d 'R' R10- SE K5337003 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responstbibty of the respective contractor. Q• 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, and are far"dry condition"of use. design baits be applied to any component. • TRANS ID: LINK 6.Design assumes full bearing at all suppods shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for the necessary. k� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OCI+OI, 31,2018 6.This design is furnished subject to the limitations set forts by 8.Plates shall be located on both faces of truss,and placed so their center TPIIW1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 9WA/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-115) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -38/ 343V -61/ 1610 5.50" 0.55 KDDF ( 625) 1•- 9.2" -16/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -80/ 117V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,9,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, a, Truss designed for wind loads o in the plane of the truss only. ., M i toM-3x4 1 l 1, 1 1, 1-00 2-00 1-11-11 CEO PROF . � �N�GI NFFq% 2 ` -9200PE 9r JOB NAME : RT FRENCH 5 PLEX - GJ2 Scale: 0.5807 t /� ., WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss: GJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the pammetemshown and isfor anindividual - "�ORECr GONand Wamings before construction commences, building component.Applicability of design parameters and proper AAss,� 2.2x4 compression web bracing must be installed where shown«, incorporation of component is the responsibility of the building designer, 1^ 3.Additional temporary bracing to insure stability tlunig construction 2.Design assumes the top and bottom chords to be laterally braced at /O 1 Y 14 20\ �� is the responsibility of the erector.Additional permanent bracing of T o.y,and at 10'o.c.respectively unless braced throughout their length by DATE: 10/30/2018 the overall structure is the responsibility of the buildingcontinuous sheathing such as plywood sheet ing(TC)andor drywell(BC). A designer. 3.2x Impact of truss g or lateral bracing required where shown t a �/�(� 1�� SEQ.: K5 3 3 7 0 0 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. d 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 desgnloads beapplied tpany component. and are for"dry condition"ofuse. 5.CompuTrush noconholover and assumes nareoponcibilgyhrthe 6.Design ssumesfullbearingatalsuppoesshown.Shimorwedgeif EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. es ry' a L q .1 p 6.This design is furnished subject to the limitations set forth by T.Design sahall adequate o oface is truss,d. October 31 20 e.Plates coincide be located on both faces of truss,and placed so their center TPIIWTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 0.Digits indicate sae of plate in inches. 10.For basic connector plate design values see ESR-1311,006-1008(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 DF 2900F LOAD DURATION INCREASE 'COND. 3: 150.00 PLF SEISMIC LOAD. 1.15 I BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND; Design conforms to main windforce—resisting 2x9 KDDF #16BTR 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 Wind: 190 mph, h=23.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x9 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 lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. Refer to CompuTrus gable end detail for complete specifications. 6-04-02 5-08-14 1 T '1 12 B.00 p M-1.5x3 7074007 � M-3x6 3 141 o oi co0 0 M-155x3 M- x6 M-3x9 y y ,i\ D PROFF 6-02-06 5-10-10 y ' _ '` OGINE$�sj0� l l 1-06 12-01 ' • -C.. '92 0 9, JOB NAME : RT FRENCH 5 PLEX — FWA Scale: 0.3070 •WARNINGS: GENERAL NOTES, unless otherwise noted'. O 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 bran individual �s, Truss: FWA and Wamings before construction commences. building component.Applicability of design parameters and proper M 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ed �� 3.Additional tem bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be Hterally braced at G/6 A• 14 . temporary cens 2'o.c.and at 1 O.o.c.respectively unless braced throughout their length by ��'/ 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ER RIs_\ Ne DATE• 10/31/2018 the overall structure is Me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• SEQ. : K5 3 3 7 0 0 5 4.No load should be applied to any component until after al bracing and 4.Installation of truss is Me 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 non-corrosive environment, deign loads be applied to any component. antl are brudry condition"btia bearing ofata. EXPIRES: 12-31-2019 TRANS ID: LINK 5.CompuTrus has no control over and assumes noresponsibility for the 6.Designassumes MI bearing at all supports shown.Shim or wedge if ry, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 31,201 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 TP WYICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate srie of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(Welt) 411111011 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 FROM 4-00-00 TO 12-01-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2=(-2434) 340 1-6=(-380) 1889 6-2=( -152) 1197 BC: 2x6 KDDF #1&BTR 2-3=(-1267) 215 6-7-(-376) 1863 2-7=(-1128) 236 WEBS: 2x9 KDDF STAND; LOADING 2x4 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4-5-) -206) 228 7-8=(-212) 925 3-8=( -283) 1817 4-5-) -15) 7 8-4-(-1209) 338 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 0.0" V 8-9=( -209) 176 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 135.0)- 278.8 PLF 4'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. ADDL: BC CONC LL+DL= 754.0 LBS @ 3'- 0.0" 0'- 0.0" -249/ 1799V -149/ 351H 5.50" 2.88 KDDF ( 625) Hangers attached to the bottom chord 12'- 1.0" -385/ 2134V 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. 00 For hanger specs. - See approved plans IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.024" @ 4'- 3.7" Allowed = 0.558" MAX TL DEFL = -0.056" @ 4'- 3.7" Allowed = 0.744" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-05-07 3-08-15 3-06-15 0-03-12 1 f f f I MAX HORIZ. LL DEFL - -0.007" @ 11'- 7.5" 12 MAX HORIZ. TL DEFL - 0.014" @ 11'- 7.5" /- 8.00 p M-1.5x3 5 NOTE:Design assumes moisture content does not exceed 15% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, M-3x6 (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 O N oo 4k. co � o l.N I� ® ®_� N d -/ 6 g O -5x10 M-3x8 =M-6x6 M-6x8 1 +7546 r l l 9-03-11 3-07-03 4-02-03 Ep P1�RcOF 12-01 y �co- GIN`F�U/o 89200PE 9r JOB NAME : RT FRENCH 5 PLEX - HGIRD -��'" Scale: 0.3188 4 K� : WARNINGS: GENERAL NOTES, unless otherwise noted: Q Truss: Cr HGIRD 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9G OREGON lV and Warnings before construction commences. builtling component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ///�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at <0 M Y 14 2.13):073- 7 is the responsibility of the erector.Additional permanent bracing or c.<.and at 10'o.c.respectively unkcs 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 drywall(BC). 3.le Impact oftrug W thterelprocngry ofthe respe tive contractor. o to C� �` S E Q.: K 5 3 3 7 0 0 6 4.Na load should be applied N any omponent until after all bracing and 4.Ins allaticn truss is the responsibility of the respective con rodor. ` �w 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 Nada be applied to any component. and are far"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabncation,handling,shipment end installation of components. ry. /�{ L�ap�r�}.1 p 6.This design is furnished subject to the limitations set forth by 8.Plates assumes adequate ne othifage is truss, andd. October I 3 1 r 20 V B.Plates shell be located on both feces of truss, pkced so their center TP WJTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. Software+7.6.9(1 L)-E MiTek USA,Inc./CompuTrus 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see E512-1311.ESR-1968(MiTek) • This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 38 2-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-44) 15 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 6= 12"0C. 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 -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 STORAGE DOES NOT APPLY DUE TO THE SPATIAL ll,,,� REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,4 IC 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 1-11-11 MAX BORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1 'I MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 IIIIIII N , rn ,-- o i i 2 ii M-3x4 1- )' 1- , �Ep PROFS A CJ�c 0-09 2-04 � w\GINE�SV jc, IP Q� �:9200PE�' �r JOB NAME : RT FRENCH 5 PLEX - HJ1 � �.' Scale: 0.7071 • WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON lei Truss: HJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 2.2x4 compression web bracing must be installed where shown 4. incorporation of component is the responsibilRy of the building designer. ��q 1� 14 2 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ) ,4 (y is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1 Cr o.c.respectively unless braced throughout their length by (].`_ continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). �ER RIO, e' DATE: 10/31/2018 the overall structure Is me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4+ 4.No bad should be applied to any component until eller al bracing and 4.Installation of truss is the responsibility of tse respective contractor. SEQ.: K5337007 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used na non.00rroslueenolronmant, TRANS ID: LINK de sign loads be applied to any component. and 9�ss�mes edition'ee e.supports wedge 5.CompuTmshas nocontrol over and assumes nare bilit far the 6.Des full bearing t llsu ds shown.Shim or f EXPIRES: 12-31-2019 responsibility ssa , fabrication,handling,shipment and installation or 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 laces of truss,and placed so their center '., TPVWfCA in BCS(,copies of which will be furnished upon request lines coincide with join)center lines. • 9.Digits indicate size of plate in inches. • MITek USA,Inc./CompoTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ES12-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #180T12 LOAD DURATION INCREASE = 1.15 1-2=( 0) 38 2-4=(0) 0 BC: 2x9 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-96) 18 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" -45/ 247V -7/ 43H 5.50" 0.40 KDDF ( 625) 2'- 1.3" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 4.0" -23/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,9,3 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'- -9.0" Allowed = 0.075" MAX TL DEFL= -0.001" @ 0'- -9.0" Allowed - 0.100" MAX TC PANEL LL DEFL = -0.002" @ 1'- 5.3" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.002" @ 1'- 5.3" Allowed - 0.185" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 2'- 3.2" MAX HORIZ. TL DEFL - -0.000" @ 2'- 3.2" 12 9 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), in load duration factor=1.6, o Truss designed for wind loads vu o in the plane of the truss only. ti m 0 c 0 f- 1 0 2' ► 4 -, M-3x4 y >L y ��\NED PROFFss 0-09 2-04 74GINE \ :9200PE 9r JOB NAME : RT FRENCH 5 PLEX - HJ2 Scale: 0.9966 L �' WARNINGS: GENERAL NOTES, unless otherwise noted: O CrTruss: HJ2 1.Builder and erection contractor should be advised of all General Notes 1.This desgnisbased onyupon the parameters shown and isfor anindividual -y OREGON !y and Wemmgs before construction commences. building component.Applicability of design parameters and proper 2.2x4 cemprecsian web bracing must be installed where shown+. incorporation of component is the responsibility of Me building designer. A 3.is thernel temporary bracing to insure stability tludng bracing of 2'o.c.and at 1d 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 drywell(BC). a.No load should be applied to any3.In Impact bridging or lateral bracing required where shown++ M��'�� SEQ.: K 5 3 3 7 0 0 8pplie component until after al bracing and 4.Installation of truss is the responNbility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID: LINK dedgnloads beapplied toany component. and are for"dry condition.Druse. 5.°Drop°'rue has no control over and assumes no responsibility for me 8 e<Desessaassumes full bearing at al supports shown.Shim orwedge if EXPIRES: 12-31-2019 - fabrication,handling,shipment and installation of components. ry. r,^ .1 p H.This design is furnished subject to the limitations set forth by 7.MatesDesigu etassbeeb aced o adequate drainage c is provided. an OCto4Jer 3 1 r 2��$ e.Plates boated on both faces of truss,and placed so their center TPIAVRCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits inditeSate of plate in inches. For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC • ` LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-20) 38 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 33 • • ' TC LATERAL SUPPORT <= 12"OC. ION. 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. rw�� 'PROVIDE FULL BEARING;Jts:2,4,3 resign checked for net(-5 psf) uplift at 24 "oc s.acin.. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP .el AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed - 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC 'ANEL LL DEFL = -0.000" @ 0'- 9.2" Allowed = 0.048" MAX TC 'ANEL TL DEFL = -0.000" @ 0'- 9.2" Allowed = 0.073" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL - 0.000" @ 1'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 3.2" 6.00 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, Trussdesignedfox wind loads' oin the plane of the truss only. I i0M o io f 1 111111/11111. ►4 � M-3x4 ck0 PROFFs y y 0-09 1-04 ��NGINEe4. 0 , `t� :9200PE 9r JOB NAME : RT FRENCH 5 PLEX - HJ3 ...-- Scale: 1.1226 ' WARNINGS: GENERAL NOTES, unless otherwae noted: t) Ir �Ir 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameter:shown and is for an indwidual A. Truss: HJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.2x4 compression web bracing must be installed where shown+. nlcorpareeonarcomponentistnerespansimlityarmeWildmedesigner. L 2.Design assumes Me top and bottom chords to be laterally braced at SO '9y 14 10 3.Additional temporary bracing to insure stability during construction ^N 7 o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CR R I�4{�' 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++ ` 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 7 0 0 9 fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, de=,gn loads be applied to any component. and are asor sumdryes full bearing of use. EXPIRES: 12-31-2019 TRANS ID LINK pu responsibility 8.Designarysumes ull baa ng at all supports shown.Shim or wedge if • 8.Com Tms has no control over and assumes no re biltt for the necessa p fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 3.1 1,2018 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 • TPVWTCA in BCS1,copies of which will be furnished upon request lines coinatle with joint center lines. 9.Digits indicate sae of plate in inches. Mitek USA,Inc./CompuTros Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 29"oc CHORDS: TOP CHORD LL = 25psf 2X9 KDDF 1{15BTR TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 9.29 7 M-3x6— M-3x6— 0 .' Aik M-3x8 0 f o — oI o / _ '0 PROpe y b �Gj �NGINEF9 /O 1-01-08 3-02-19 ,� ?j9 92110," _ , JOB NAME : RT FRENCH 5 PLEX — HR1 Scale: 1.2987 WARNINGS: GENERAL NOTES, unless otherwise noted: 4 Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indNidual -yG 4 OREGON lv Truss: HR1 and Warnings before construction commences. building component.Appliwbllkyofdesign parameters and proper 2.204 compression web bracing must be instaled where shown e. incorporation of component is the responsibility of the building designer. �J 3.Additional temporery bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al /O ;14.1.)' . y 1 A 2- �� is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c,reapectiuely unless braced throughout their length by 1'i w 1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��R ��11/V'f 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 7 010 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are(a dry condition"g t l 6.Dampa7me has no control over and assumes no responsibility for thnece e 6.Design assumes Poll bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. scary. 4^� p 7.Design assumes adequate drainage is provided. October 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 TP Wy1CA in BCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sde or plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-2 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 29"oc CHORDS: TOP CHORD LL = 25psf 2X9 KDDF 1j16BTR TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 9.29 l M-3x6 M-3x8 0 „„„,/m RI 0 I I 0 — • �EOPROF y y y �C.../ .„ sit. E_ c�6> 1-01-08 1-09-02 't :92OOPE -9r- JOB NAME : RT FRENCH 5 PLEX - HR2 Scale: 1.3881 't �4P . 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 1 OREGON M �� Truss: HR2 and Wamings before construction commences. building component.Applicability of design parameters and proper 1...., y 2.2x4 compreswon web bracing must be instated where shown+. incorporation of component is the resporuibilfty of the building designer. � All)" l �(\` �� 3.Additional temporary bracing to insure staNlily during construction 2.Design assumes the fop and bottom chards to be laterally braced at '40 f T 1 A V is the responsibility of the erector.Additional permanent bracing of T c.c.and at 10'o.c.respectively unless braced throughout their length by �J Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R%L'- DATE: 10/31/2 018 the overall structure is the responsibility of the building designer. 3.2a ^R Impact bridging or lateral bracing required where shown++ C S E Q.: K5 3 3 7 011 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK assign mads be applied to any component. and are far"dry condition's of use. 5.compuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full tearing at all supports shown.Shim or wedgelf EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 8.This design is furnished subject to the limitations set forthb 8.Designassumesbe saed neothi face is tprusse OCLOL.er�Are101O 19 K 8.Plates shall be Wasted on both faces of truss,and placed so their center l iJ I G I L7 TPW✓fCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. • 9.Digits indicate size of plate in inches. • MiTek USA,Inc./CompuTrus Software 6.2.3(10-Z 10.For basic connector plate design values see E512-1311,ESR-1988(MiTek) AMMER This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 5.0^ 'COND. 2: Design checked for net(-7 pot) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND; OND. 3: 150.00 PLF SEISMIC LOAD. 2x4 KDDF STABTR A LOADING Design conforms to main windforce—resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC45.0 PSF Wind: 140 mph, h=26,3ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, LATERAL SUPPORT <= 12"OC. GUN. TOTAL LOAD (All Heights), Enclosed, Cat.2, Exp-B, MWPRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, M-1,5x9 or equal at non—structural End vertical(s) are exposed to wind, vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. - in the plane of the truss only. Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 7-01-01 13-03-15 f T T 7-01-01 6-07-06 6-08-09 T T f f 12 12 8.00 p IIM-9x4 Qa.00 4.0" z 4'7( N4 M-3x6 M-3x6 1� i-' M-7x8 AI I 61 o aJ u7 I, Alii .�=IIII O / eta 5 6 M—la 0.25" M-3x5 M-3x5 y y M-5x6 y �cckEp PROFFd' 7-01-01 6-09-02 6-06-13 y �� ONGINFFR �'/9 b 20-05 • �' :9 2 0 0 P E 9r JOB NAME : RT FRENCH 5 PLEX — FWB Scale: 0.1783 ��/... 0' WARNINGS: GENERAL NOTES, unless otherwise noted: Q TrussFWB f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual yG OREGON t, and Warnings before construction commences. building component.Appbility of design parameters and proper A 2.2a4 compression web bracing must beinstalktl where shown+, incorporation of component is the responsibility of the building designer. N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <0 9 14 2° 4 � e 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 4 DATE: 10/31/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 4.No load should be applied 10 an 3.2a Impactotruss bridging or lateral bracing where shown++ _Ail SR R 1 1...\- SEQ.: K5 3 3 7 012 am component until alter all bracing and 4.Installation of truss is the responsibisty of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility kr the 6.Design assumes lull bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. aces ry. 78.This design is(umished subject to the limitations set(onh by 5 Design mea adequate drainageis provided. October 31,2�18 e.Plates shhallall be located on both faces of truss,and placed so their center TPVWfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s ze of MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) 11116. • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=)-521) 255 5-6=(-415) 421 5-1=(-872) 324 3-7=(-202) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=)-573) 304 6-7=(-154) 562 1-6=(-164) 600 7-4=(-120) 650 3-4=(-704) 182 7-8=( -68) 90 6-2=(-119) 191 4-8=)-865) 246 WEBS: 2x4 KDDF STAND; 6-3=(-410) 255 ' 2x9 KDDF #1&BTR A LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -143/ 997V -424/ 341H 5.50" 1.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.016" @ 13'- 9.4" Allowed - 0.975" MAX TC PANEL TL DEFL = 0.045" @ 9'- 11.0" Allowed = 0.763" 7-01-01 13-03-15 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-01-01 6-07-06 6-08-09 MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.2" T ' . 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 46-v( Wind: 140 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 1y (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. 7 M-3x4 -3x9 f M-3x4 0 co is3I N 0 I f liliIMMM=MMMMIIMM=MIMMMMWMUIMMMMUM=MM=MM=MIWAlif --/ M-1.5x3 M-3x8 0.25" M-1.5x3 ' M-5x6(9) , ��ED PROFF J. J. ! GINE ssiA_ J. 7-01-01 y 6-09-02 y 6-06-13 �, V� $, QA9 y 20-05 y V:9 '0. - !�X JOB NAME : RT FRENCH 5 PLEX - I1S _ / Scale: 0.1979 WARNINGS: GENERAL NOTES, unless otherwise noted' O OREGON �et 1.Builder and erection contractor should be advised of all General Notes 1.This design is based oNy upon the parameters shown and is ler an individual all Truss: I 1 S and Warnings before construction commences. building component Applicabil8y of design parameters and proper l^ 2.2s4 compression web bracing must be installed where shown*, incorporation of component is the responsibility of the building designer. L /7 �� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the by and bottom chords to be laterally braced at G/0 9• 14 s l° is the responsibility f Na erector.Additional 1 bracing f 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,AI)" {.'� ys p iry o bull en g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). FR R �' V 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 7 013 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 losses are to be used m a non-corrosive environment, besign loads be applied to any component and are ssumryohil condition" use. EXPIRES: 12-31-2019 TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the e.necessary.Dn asumes hill bearing al al supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 31,2018 8.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 TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc.tCompuTrus Software 7.6.8(11.)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2-(-481) 308 8- 9=(-391) 486 8- 1-(-868) 460 11- 7-(-200) 644 BC: 2x4 KDDF #140TH SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=( 0) 0 9-10=(-169) 457 1- 9=(-300) 610 7-12-(-872) 329 2x9 KDDF #1&BTR A 2- 5-(-428) 391 10-11=(-216) 539 9- 2=( -76) 107 LOADING 4- 5=( 0) 0 I1-12=( -68) 89 9- 5-(-365) 282 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-577) 403 5-10=(-138) 360 TC LATERAL SUPPORT <- 12"OC. CON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-683) 244 10- 6=(-340) 234 BC LATERAL SUPPORT <= 12^OC. UON. TOTAL LOAD - 45.0 PSF 6-11=(-236) 206 LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 29"00 UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -143/ 966V -408/ 325H 5.50" 1.55 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) 0-09-05 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 0-04-01 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0 MAX LL DEFL = 0.020" @ 8'- 3.9" Allowed = 0.975" 6-11-01 0-04-01 13-01-15 f MAX TC PANEL TL DEFL = 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 f f f f f f MAX HORIZ. LL DEFL = -0.005" @ 20'- 3.2" 12 12 MAX HORIZ. TL DEFL - 0.007" @ 20'- 3.2" 8.00 M-4x6 34 M-6x6 .N8,00 lit 12 Design conforms to main windforce-resisting 1=A� system and components and cladding criteria. Wind: 190 mph, h=26.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. f M-3x9 All M-3x4 r A111616L � -f 0 1 N 0 I co m) X 9 10 11 s * 12 M-1.5x3 M-3x8 0.25" M-3x4 M-1.5x3p M-5x6(S) ��ED PROP&, l l b y y ��5 ��CaINF<cq /O 6-00 2-03-15 6-03-09 5-09-09 ..i• 2 J• 20-05 :9200pE 9r JOB NAME : RT FRENCH 5 PLEX - IH1 Scale: 0.2169 .4. •07. WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss IH1 nt 1.Bulbar and erection contractor should be advised of all General Notes 1.ThisdesgnisbasedonlyupontheparametersshownandIsforanindividual -f7L OREGON /4/and Warnings before construction commences. building componeApplicability of design parameters and 2.h4 compression web bracing must be installed where shown+. proper incorporation of component is the responsibility of the building designer. A 2 3.Additional temporary bracing to insure stability during construction ss 2.Design assumes the top and bottom chards to be Htarally brecetl at Y o a �) s ore responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivay unlebraced throughout their length by 4 (� (� DATE: 10/31/2018 the overall structure Is the responsibiA continuous sheathing such as plywood sheathing(TC)anNor drywall(Bc). `_ h of the building designer. 3.rax Impar bridging or lateral bradng required where shown++ 41'/� R'�� S E Q.: K5 3 3 7 014 4.No load should be applied to any component until ager al bracing and 4.Installation of truss is the responsibifly of the respective contractor. !1 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D: LINK design wads be applied to am component and are for dry condition'of use. s.Compu7mshas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necesce• fabrication,handling,shipment and installation of components. ry. /�` {� �} .t p 8.This design is fumished subject to the limitations set forth by 57.Designassumesbe on drainage is trusser d. October 3 ,201 e.Plates shall be located on both faces of truss,and placed so their center TP WV CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate sue of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC ;2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2-) 0) 99 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) 906 10-11=(-291) 1947 3-11=(-395) 109 7-15=( 0) 301 WEBS: 2x4 KDDF STAND 3- 4=(-2068) 397 12-13=( -4) 20 4-11=(-473) 280 . LOADING 9- 5=(-2109) 576 13-19=(-235) 1492 12-11=( 0) 98 TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=)-1483) 938 14-15=(-294) 1891 11-13=(-166) 1141 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1940) 405 15- 8=(-292) 1893 11- 5=(-299) 1117 TOTAL LOAD = 45.0 PSF 7- 8=(-2454) 415 13- 5=(-157) 674 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 99 13- 6=(-799) 259 LL = 25 PST Ground Snow (Pg) 6-14=( -31) 980 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1845V -326/ 328H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -267/ 1895V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: besign checked for net(-7 psf) uplift at 24 "Sc spacing. ail 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" 19-05-01 MAX TL DEFL = -0.173" @ 11'- 3.5" Allowed = 2.406" 17-06-15 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.150" f f f MAX TL DEFL = -0.019" @ 38'- 6.0" Allowed = 0.200" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 SEASONED LUMBER IN DRY SERVICE CONDITIONS T f f f f f f 12 12 MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" M-6x8 Q 8.00 MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 8.0017 6.0" 5 .fes Design conforms to main windforce-resisting Q.` 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-3x4 load duration factor=1.6, M-1.5x3 11101: Truss designed for wind loads 4 in the plane of the truss only. M-5x6(5) 0.25"3 41 m f - „ M-5x 8(5) 0.25" 0 4 Aiii. +`\ r1l 1 r 10 1 - 0l M-3x6 M-15x3 N oM-5x8 M-3x8 0.25" M-11 55x3 =M-4x4 to M-1.5x3 I' M-5x6(S) tiD PROF l 1 1 ,' y 1 b e� e6, y 5-09-09 5-07-09 y 6-02-07 5-09-06 6-07-01 7-00-10 b 1 \�V0Gl NF$r9 S5>O y-0 y 11-02-12 25-09-04 1-06 ,C? 2 1-06 37-00 1-06y �� :9200PE 9r JOB NAME : RT FRENCH 5 PLEX - I2 • ,4111P '� Scale: 0.1482 & ' • WARNINGS: GENERAL NOTES, unless otherwise noted O OREGON it/ 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 Truss: 12 and Warnings before construction ion commences, building component.Applicability: of design parameters and proper l^ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibilitydto of the building designer. �I n 1� at 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords be ty braced en 74. 4.),M• 14 O T is the responsibility f the erector.Additional t bracing f 7 04.and at 10'o.c.respedNery unless braced throughout their length by p dy o permanen ng o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R R 1 L�- SEQ.: K5 3 3 7 015 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry TRANS I D: LINK design bads be applied to any component. Design assumes ill bearin.ng of use. 5.CompuTrus has no control over and assumes no responsibility ler the 6.mce full bearing at all supports shown.Shim or wedge g EXPIRES: 12-31-2019 febrkation,handling, ry. F .l p edismencandiestmWaions(components. 7.Plates assumesaded oneothi face iogrossed. OCIOuer 31,200 6.This design rs furnished subject to the limitations set forth by e.Plates shall be located on both feces of truss,and placed so their center i TPII WICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE - 1.15 1- 2-(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-(-2007) 410 8- 9=(-277) 1855 2- 9-(-300) 124 5-12=( -38) 457 WEBS: 2x4 KDDF STAND; 3- 4=(-2044) 586 10-11=( -3) 20 3- 9-(-472) 282 12- 6=(-453) 181 2x6 KDDF STAND A LOADING 9- 5=(-1447) 937 11-12=(-229) 1451 10- 9=( 0) 99 6-13-) O) 299 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6-(-1889) 910 12-13=(-282) 1808 9-11-(-162) 1103 TC LATERAL SUPPORT 0= 12"OC. UON. OL ON BOTTOM CHORD- 10.0 PIF 6- 7-(-2378) 903 13- 7-(-280) 1810 9- 9=(-304) 1078 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD - 45.0 PSF 11- 9-(-153) 661 ** For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1693V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 36'- 6.0" -255/ 1692V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed - 1.779" MAX TL DEFL = -0.161" @ 11'- 0.5" Allowed - 2.372" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.097" @ 36'- 0.5" MAX HORIZ. TL DEFL - 0.078" @ 36'- 0.5" 17-03-15 19-02-01 NOTE:Design assumes moisture content does 'I' T f not exceed 19% at time of manufacture. 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 ' 1 f T . ,. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 2 8.00 IIM-6x6 Q 8.00 Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor-l.6, '�'\ Truss designed for wind loads in the plane of the truss only. M-3x9 M-1.5x3 rh o M-5x6(5) _' I M-5x6(5) o Z 0.25" 0.25" M Al f o aC 6M-4x6 rn Al � I M 15x6 M-185x3 0 91-lestr ,.=; _ i 10 11 12 13 **7, M-3x8 0.25" M-1.5x3 I M-5x8 M-1.5x3 M-5x6(S) l l 1 y l l y ��E0 PROrk-O 5-06-04 5-07-04 y 6-02-07 5-09-06 6-07-01 6-09-10 y tiNGINE�c9 /D 10-11-12 25-06-04 y 1 36-06 ' 89200PE 9c' JOB NAME : RT FRENCH 5 PLEX - I3 / Scale: 0.1945 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 '! 4.1 OREGON DY �� Truss: I3 and Wamings before conslmm ction commences. building component.ApplicabWy of design parameters and proper 2.2a4 compression web bracing must be inwaYed where shown+. incorporation or component k the responsibility of building designer. y �� 3.Additional temporary bracing to insure stabilftp constructionduring nstconstruction2.Design assumes the top and bottom chords to be laterally braced ainsureIQ 14 4 20� is the responsibility of the erector.Additional permanent bracing of T a.c.and of 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 or steh as plywood mired where s annoy Orywall(BC). a�R�'�� 3. Impact.bridging or lateral bracing required where shown*a• C- SEQ.: K5 3 3 7 016 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. 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, nest loads beapplied uce t and are for"dry condition-of use. TRANS I D: LINK design oaover and assn. 6.Design assumes full bearing a all suppona shone,Shim or wedge H EXPIRES: 12-31=2019 6.CompuTms has no ceMrol over and assumes no responsibility for thenecawry. 4 Y� .I fabrication,handling,shipment and installation or 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 boated on both faces of truss,and placed so(heir center TPIN6CA in SCSI,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./CompuTrus Software+7.6.90 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" [COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 DF 2900F LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND Design conforms to main windforce—resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 P5F Wind: 190 mph, h=25.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PIP 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 (tori). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP Vote: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 T T T 8-04-08 9-02-07 5-10-01 6-00 7-07 T T 1 T T 1 12 12 8.00 H M-9x9 -s:18.00 4.0" 4 4r,( ..111144INNI 1- • M-3x5 M18HS-5x16(S) 0.25" 3 . lie'� +@ M-5x8(S) 0.25" "4, .+ M-4x8 /000/.2 I M 0 o 9 10 110.25" 12 13 t M-4x10 M-3x6 M-1.5x3 o M-5x6 M-5x8(S) M-4x6 l 8-01 b 9-05-15 y 6-01-09 b s-la o9 l 7 os-o9 1 G,��'��GP Fess, i, ,L• 37-00 '. , 1-06 :9210P , JOB NAME : RT FRENCH 5 PLEX — IFW Scale: 0.1982 WARNINGS: GENERAL NOTES, unless otherwise noted: ti 1.Builder and crouton 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 �Q Truss: I FW and Warnings before construction commences. building component.Applicability of desgn parameters and properT�bs 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the n,responsibility of the building designer. `�,i. ♦ �� 3.Additional temporary bracing to insure stability during censlrud'ron 2.Design assumes the top and bottom chords to be laterally braced at I {,1y is the responsibility of the erector.Additional permanent bracing of 2.o.c.ands at 1a oe.respectively unless braced throughout their length by /O M 1 /s. DATE: 10/31/2018 the overall structure is the responsibility ofore building designer. coMinto sheathing such l bs acing plywood aired here)and/or drywall(BC). Ft R I1- Yv-{ aporia h 9 911er. 3.h Impact bridging or lateral bradng required where shown++ SEQ.: K5 3 3 7 017 4.No load should be applied to any component until after al 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 non.00rroeiva environment, and are for"dry condition"of use. TRANS ID: LINK design bads be applied to any component. 8.CompuTrus has nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedged EXPIRES: 12-31-2019 netefabrication,handling, sash. rishedismeeteodhealmitaenaf�mpthbyta. T.Design lrel eboaadequate onbothfaceiopmsisan October 31,2018 B.TNa design is mmisned stbied to the kmnatkns set redid lar e.Plates anal be mcated on both races ar truss,and pmaed so their center I, TP WyrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate ace of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 5-6=(-295) 216 5-2=(-531) 124 4-7=(-278) 158 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-248) 106 6-7=( -55) 74 2-6-( 0) 199 WEBS: 2x4 KDDF STAND 3-4-(-154) 87 6-3=(-105) 114 LOADING 6-4=(-129) 181 TC LATERAL SUPPORT 24"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -54/ 518V -96/ 130H 5.50" 0.83 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 7'- 3.0" -50/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED = LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= 0.001" @ -1'- 0.0" Allowed - 0.100" ** For hanger specs. - See approved plans MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" MAX TL DEFL = -0.014" @ 2'- 0.0" Allowed - 0.422" MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.3" MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" 1-11-11 5-03-05 f I .c Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 P7 Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 M-3x4 End verticalare s) exposed to wind, Truss designed for wind loads 4 in the plane of the truss only. _., 4DISM M-3x4 z / 401,1111111111111111111.111111 rn o N 1 r 0 1 11111144116.liia 5ME 6 ** 7 M-1.5x3 M-3x8 M-1.5x3 l 1-oe-oe y 5 06-08 y ��il% PROFFscS' l l y 0NGINEFR /02 1-00 7 03 ,. 8�200PE 9r JOB NAME : RT FRENCH 5 PLEX - J1 �a, Scale: 0.5138 . _ . WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t Truss: J1 and Warnings before construction commences. building component.ApplicabiYlyofdesign parameters and proper �/ /J_OREGON �lV 2.2x4 compression web bradng must be installed where shown+. incorporation of component la Me responsibility of me buiWirg designer. 4� -a17 20 �� 3.Additional temporary bracing to insure stability tludng construction 2.Design assumes the top and bottom chards to be laterally braced at �O Y 14 V • is the responsibility of the erector.Additional permanent bracing of 2'4.p.and at 10'o.c.such a respectively unless braced Throughout their length by '# DATE: 10/31/2018 the overdo structure m the responsibility of the buildingcontinuous sheathing such as plywood required ng(TC)shoand/wn drywell(BC). "�1 R IOTaiJ- DATE ty designer. 3.2x Impact bridging or lateral bracing where shown++ SEQ.: K5 3 3 7 018 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 et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for ary ondnon aruse. 5.CompuTmshasnocontroloverandassumesnoresponsiblleyforthe 8.Design assumes full beadngalallsupports shown.Shim arwedge 8 EXPIRES: 12-31-2019 ssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 31,201 8 H.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 BC51,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InoiCompuTrus Software 7.6.8(1 L)-E 10.For been connector plate design values see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by Pacific Lumber and Truss-BC P LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" I IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 169 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-298) 133 7-8=( -59) 73 2-7=( 0) 195 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 7-3=(-105) 130 LOADING 3-5=(-157) 111 7-5=(-155) 207 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 192 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PIF TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -79/ 518V -96/ 131H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -56/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.019" @ 2'- 0.0" Allowed = 0.922" MAX BC PANEL LL DEFL = -0.015" @ 9'- 7.3" Allowed = 0.231" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-11-11 3-03-05 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" '( f f MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 1-10-04 2-01-07 3-03-05 f T '1 1' Design conforms to main indforce-resisting system and components and cladding criteria. 2-00 f ,rWind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 12.00 7 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 3 M-3x4 5 -/ se M-3x4 2 itM ti r 1 0 111 ama ~ f II cn Al ',.. 6��. 8 M-1.5x3 M-1.5x3 M-3x8 n �1A y 1-08-08 y 5-06-08 y �`o.\se GPNFF Vy/O y l-00 y 7-03 y �� 29 9210P • JOB NAME : RT FRENCH 5 PLEX - J2 Scale: 0.3751 • 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 . w OREGON a �0 Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper �L %� AN 2.1x4 compression web brecing must be installed where shown+. incorporation of component is the responsibility of the building designer. /Q Ll 2. ♦ 1 3.Additional tem bracing to insure stabil during tructbn 2.Design assumes me top and bottom chords[o be laterally braced at ‘41/' v^�T temporary g y g sons Y o.c.and at 10'o.c.respectively unless braced throughout their length by V is the 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 the responsibility of the building designer. 3.24 Impact bdeging or lateral bracing required where shown** R Ii I..k- S E Q.: K5 3 3 7 019 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Iss the e are responsibility sibusedlliof the nen respective vconrwconrment, fasteners are complete and at no time should any bads greater than Design assumes design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK s.campaTn a has no control over end assumes no reapons billy for the 6.Design assumes NII bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 necesfabrication,handling,shipment and installation of components. 7.Design ssumes 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 • TPI/WlCA in SCSI,copies of which will be furnished upon request. lees coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CortrpuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ES12-1908(MiTek) A411111111 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=(-185) 218 6-2=(-531) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-298) 149 7-8=( -53) 71 2-7=( 0) 195 3-4=( 0) 0 7-3=(-105) 138 LOADING 3-5-(-161) 123 7-5=(-151) 219 TC LATERAL SUPPORT I- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 249 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE lQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 518V -97/ 132H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -102/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 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 M-1.5x9 or equal at non-structural MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed - 0.100" vertical members (tion). MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.017" @ 2'- 0.0" Allowed - 0.317" ++ For hanger specs. - See approved plans MAX TL DEFL = 0.014" @ 2'- 0.0" Allowed = 0.422" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-11-11 1-03-05 f ,r MAX HORIZ. LL DEFL - 0,001" @ 7'- 1.3" MAX HORIZ. TL DEFL - 0.001" @ 7'- 1.3" 1-10-04 3-10-04 1-06-08 T f f f Design conforms to main windforce-resisting system and components and cladding criteria. 2-00 f f Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 a (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12.00 P7 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 17:41111111111 M-3x4 4611111111111111111111111111111111121 -/ M-3x4 2 it ul rn 0 6''- + 8 M-1.5x3 M-1.5x3 M-3x8 y1-08-08 ,L 5-06-08 y st;'" NGP EF�ssio b l ��? pit cR 2 1-00 7-03 y 89200PE 9T JOB NAME : RT FRENCH 5 PLEX - J3A4, - Scale: 0.3064 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: 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 vv"7 4f9 OREGON Zo and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of Me building designer. ///��j Ic /` 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at <O �I Y 14 20 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 y 4 DATE: 10/31/2018 Ina overall structure is the responsibility of the building deli continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). g fiacin 4.In Impact boil truss or lateral bracing requiredof hrespective e pe showncontractor. (i �\ SEQ.: KS 3 3 7 0 2 0 a.Na load should be applied to any component unfit after al bracing and 4.Installation orwaa ie the responsibility ne reaped a mntredar. (: �+ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design mads be applied to any component. and arerordrycanauon area.. 5.CompuTrua has no control over end assumes no responsibility for Me H.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabncahon,handling,shipment end installation of components. ry. /�` {�,,,,a� r� p 8.This design is furnished subject to the limitations set forth by 8.Plates hall beelo adequateon athifage is tpruss. andd. 3 ,20 8 8.Plates shall located on bath faces of truss,and placed so their center TP WWCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lees. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6-(-230) 350 7-6-) 0) 30 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. , 2-3=(-420) 283 7-8-(-175) 265 6-3-( 0) 63 3-4-(-375) 334 3-8=(-262) 172 WEBS: 2x4 KDDF #1&BTR; 2x9 KDDF STAND A LOADING 4-5=(-115) 19 8-4=(-326) 360 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF • TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS 1 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11 4-00-11 MAX LL DEFL - -0.038" @ 3'- 9.8" Allowed = 0.317" MAX TL DEFL = -0.042" @ 3'- 9.8" Allowed - 0.422" f T MAX LL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.072" 5 -! MAX TL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.097" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 MAX HORIZ. LL DEFL - 0.110" @ 6'- 9.5" MAX HORIZ. TL DEFL - 0.120" @ 6'- 9.5" t Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 17 ind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X4 load duration factor-1.6, End vertical(s) are exposed to wind, 3 Truss designed for wind loads yp o� in the plane of the truss only. r 0 11 of ory o I M-3x4 cv o A MOI o m =JI *8 M-3x9 M-4x6 M-3x5 • l l l l • 3-09-04 3-00-04 0-05-08 tip PROF y1-00, 3-07-08 y 4-04-03 l l ,�' ��5 �ss OGINE$ /0 7-03 0-08-11 ,S v "!� :9210P r' JOB NAME : RT FRENCH 5 PLEX - J4j�;,,�_a Scale: 0.2924 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contrail.should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 414 OREGON tv Truss: J4 and Wamings before construction commences. building component.Applicability of design parameters and proper 74-2.234 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. n �# 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at /O Y 1 4 a O is the responsibility f the erector.Additional t bracing I 2'o.c.and a[10'o.c.respectively unless braced throughout their length by Q p ltY o permanen g o continuous sheathing such as plywood eheathing(TC)and/or drywall(BC). ' •1 RIO- SEQ.: %�` �✓ DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.231mpact bridging or lateral bracing required where shown++ {- SEQ.: K5337021 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, e. TRANS I D• LINK design loads be applied to any component aesgn assumes d are for"dry condition" at al p� 5.CompuTrus has no control over and assumes no responsibility for the 8.Dem full bearing t a�supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, ssery shipment and limitations components. T.Plates h ab adequate thdrainage is truss, October 31,201 8 e.This design is furnished subject to the limitations sei forth by e.Plates than be boated on both faces of truss,and placed so their center TPIINRCA in SCSI,copies of which will be furnished upon request. lines coincide with loin center lines. • 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompoTfos Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6-(-211) 320 7-6-) 0) 30 BC: 2x4 BIDE #1&BTR SPACED 24.0" O.C. 2-3=(-502) 417 7-8=(-160) 243 6-3=( 0) 63 WEBS: 2x4 KDDF #1&BTR; 3-4=(-457) 467 3-8-(-258) 172 2x4 BODE STAND A LOADING 4-5=( -94) 70 B-4-(-458) 369 LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 45.0 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" -47/ 454V -212/ 370H 5.50" 0.73 KDDF ( 625) 6'- 9.5" -214/ 513V 0/ OH 5.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.9" -68/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,8,5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 3-11 5-10-15 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 4 f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" 5 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.044" @ 3'- 9.8" Allowed - 0.317" MAX TL DEFL = -0.049" @ 3'- 9.8" Allowed - 0.422" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.128" @ 6'- 9.5" MAX BORIZ. TL DEFL - 0.140" @ 6'- 9.5" M-1.5x3 4 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 17 Wind: 140 mph, h=25.9ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6,e End vertical(s) a exposed to wind, M-3x9cr , Truss designed forwind loads ,n in the plane of the truss only. o of ,y M . „,_ ....... o = • 0 1 M-3x9 i o . . m 8 M-3x9 M-3x5 M-9x6 l l yl ::::::: 3-00-09 0-05-08 ) ) l 6-02-0,7 .1' 5 GINE / 7-03 2-06-15 ,.....# v� � O?/ :92.0P 9I JOB NAME : RT FRENCH 5 PLEX - J5 Scale: 0.2600 - j �, WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 1.Builder and erection codractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -7, w OREGON 44 Truss: J5 and Warnings before conelmction commences. building component.Applicebiliy of design parameters and proper yr g 2.2a4 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 construction2 Design assumes the top and bottom chords to be laterallybraced at % qY 14 2p'` P+ is the responsibility of the erector.Additional permanent bracing of T e.c.and al 10'o.d.respectivelyunless braced throughout their length by DATE: 10/31/2018 Be overall structure is the reeponsibiBly of the building designee continuous sheathing such as plywood sheathing(TC)and/or tlrywall(8C). 3.2a Impact bridging or lateral bracing required where shown++ -R R i LL SEQ.: K5 3 3 7 0 2 2 4.No load should be applied to any component until after all bracing and 4.Installation Mins is the responsibility of the respective contractor. fasteners are complete and at no time shoukt any loads greater than 5.Design assumes twsses are to be used in a noncorrosive environment, design loads bea applied an t TRANS I D: LINK gn as pp e y component. and are for"dry condition"of use. B.Design assumeshill bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for the wry, q q p febnkation,handling,shipment arra installation of components. I.Design assumes adequate drainage is provided. October 3 1,20 V • 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 TPIIWrCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicate sae of plate in inches. MiTek USA,IncJCOmpUTnus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 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 #16BTR LOAD DURATION INCREASE - 1.15 • 1-2=( 0) 89 2-6-(-220) 328 7-6=( 0) 30 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-429) 353 7-8=(-167) 249 6-3=( 0) 63 WEBS: 2x9 KDDF #1&BTR; 3-4=(-384) 905 3-8=(-262) 176 2x9 KDDF STAND A LOADING 9-5=( -65) 31 8-9=(-922) 353 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -49/ 957V -192/ 338H 5.50" 0.73 KDDF ( 625) 6'- 9.5" -191/ 965V 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 1OPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,8,5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 3-11 4-06-19 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 f f ' MAX LL DEFL - -0.002" @ -1'- O.D" Allowed = 0.100" 5 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.095" @ 3'- 9.8" Allowed = 0.317" MAX TL DEFL - -0.050" @ 3'- 9.8" Allowed = 0.422" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 MAX HORIZ. LL DEFL = 0.132" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.194" @ 6'- 9.5" fr /I/ Design conforms to main windforce-resisting system and components and cladding criteria. ind: 140 mph, h=24.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ,n End vertical(s) a exposed to wind, Truss designed fore wind loads in the plane of the truss only. ioM0o .�I 0 8** ,e • M-3x4 M-4x6 M-3x5 • i J• J. J. J. 3-09-04 3-00-04 0-05-08 D PROF J. J. b l r,(5'E Fs 1-00 , 3-07-08 9-10-06 / , � ENGINE,, �/Q 7-03 1-02-14 2 `rte :9200PE 9% JOB NAME : RT FRENCH 5 PLEX - J6 � • Scale: 0.2832 WARNINGS: GENERAL NOTES, unless otherwise noted 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 anindividual 17, OREGON wl�'" �(V Truss: J6 and Warnings before construction commences, building component.Applicability of design parameters and proper ys 2.2x4 compression web bracing must beinstaledwhereshown*. inesrporagonorcomponent iathe reaponaibibty of the a,ildmgdaaigner. �O ,9,1 14 2-°\ O A� 3.Additional temporary bracing to insure stability during censtructun 2.Design assumes me top and bottom chords[o be laterally braced at )" _ is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 1d o.c.respectively unless braced throughout their length by DATE: 10/31/2018 the overall structure is the responsibility oftne baleen continuous sheathing such as plywood sheathing(TC)angor drywan(Bc). " ERR ILL sponsi y g designer. 3.2x Impact bridging or lateral bracing required where shown** 1 S E K5 3 3 7 0 2 3 4.No load should be applied to any component until after al bracing and 4.Installation oftruss is the responsibility of the respective contractor. 4 fasteners are complete and at no tee should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment. design loads be applied to any component. and are for"My condition"of use. TRANS I D: LINK 5.CompuTrus has no control over end assumes no responsibility for the S.Design assumes hill bearing at al supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handling,shipmentscary.m andhelimationofcomponents. 7.Design assumes adequate drainage is provided. October 31,2018 e.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 TPIANfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2e( 0) 84 2-6=(-231) 350 7-6=( 0) 30 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3e(-416) 283 7-8=(-176) 266 6-3=( 0) 63 WEBS: 2x4 KDDF #1&BTR; 3-9=(-370) 334 3-8=(-263) 172 2x4 KDDF STAND A LOADING 4-5=(-110) 14 8-4=(-325) 354 LL( 25.0)+OL( 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 0- 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 6.2" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 450V -180/ 338H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -199/ 450V 0/ OH 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEED= -0.003" @ -1'- 0.0" Allowed - 0.133" 3-11 4-00-11 MAX LL DEED= -0.038" @ 3'- 9.8" Allowed - 0.317" MAX TL DEFL = -0.042" @ 3'- 9.8" Allowed = 0.422" MAX LL DEFL = -0.001" @ 7'- 11.2" Allowed = 0.068" 5 -/ MAX TL DEFL = -0.002" @ 7'- 11.2" Allowed = 0.091" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 4 MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.120" @ 6'- 9.5" 12 Design conforms to main windforce-resisting system and componentsand cladding criteria. 12.00 Wind: 190 mph, h-24.9ft, 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, 3 End vertical(s) are exposed to wind, o Truss designed forwind loads * in the plane of the truss only. 0 1 m o r N o M-3x4 No A aG 7 M-3x9 M-4x6 M-3x5 ) ) ) 3-09-04 3-00-04 0-05-08 tiD PROF A )1-00) 3-07-08 ) 4-04-03 ) �� V ) ) ) �504GINEER /O 7-03 0-08-11 ,..Na' 2 ¢ '92 0 9r JOB NAME : RT FRENCH 5 PLEX - J7 .i Scale: 0.2929 - WARNINGS: GENERAL NOTES, unless otherwise noted: Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON a)' � Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper �/_ y`b /& 2.2a4 compression web bracing must be installed where shown+. 2.Design assumes the top and bosom chords to be laterally braced incorporation of component k the responeibildy of the building tlesigner. /O 2° 3.Additional temporary bracing to insure stability during construction en 4k 14 is the responsibility of the erector.Additional permanent brectng of 2'o.c.and at 1u o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). H^R't� e - DATE: 10/31/2018 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral braeing required where shown++ SE K5 3 3 7 0 2 4 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. and are ler"dry condition"of use. destgn loads be applied to any component. TRANS ID: LINK E.CompuTushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at ad supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. �y I, p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 3.l 1,2018 6.This design is furnished subject to the limftatioms set forth by E.Plates shall be located on both faces of truss,and placed so their center TPDWTCA in BCSI,copies of which will be furnished upon request. Tines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(-138) 184 3-5=(-976) 980 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-463) 429 WEBS: 2x9 KDDF #1&BTR 3-9=(-110) 14 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.1" -53/ 461V -170/ 318H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -196/ 989V 0/ OH 5.50" 0.77 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 'COND. 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/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 7'- 11.1" Allowed = 0.068" MAX TL DEFL = -0.002" @ 7'- 11.1" Allowed = 0.090" 7-11-02 MAX T_ PANEL LL DEFL = 0.586" @ 3'- 9.3" Allowed = 0.613" ,r MAX T2. PANEL TL DEFL = -0.600" @ 3'- 8.2" Allowed = 0.919" 9 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.002" @ 6'- 11.2" M-1.5x3 MAX HORIZ. TL DEFL = 0.002" @ 6'- 11.2" 3,1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 12.00 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 I 1 9d J� M-3x9 M-1.5x3 ��tip PR OFFss tiNGINEFq /O J, b 2 1-00 7-03 0-08-2 �� :9200PE 9r JOB NAME : RT FRENCH 5 PLEX - J8 Scale: 0.3861 -0' WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 71... "7 b, k/ Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of Me building designer. �f �ON �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Al-]Y is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by O 14 a ;a DATE: 10/31/2018 continuousImpact ridgingior cathIbacinas g re aired ing(TC)annlor tlryvrell(BC). RRIIA- SEQ.: NV the overall structure is the responsibility of the budding designer. 3.2x ImpaM bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the res respective K 7 Z rJ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to bebused in ae non-corrosive environment, TRANS ID: LINK design roads be applied to any component. and are for dry conditionmuse. 5.CompuTrushasnocontroloverandassmesnore bile for the 6 Design assumes ullbearing al supports Mown.Shim orwedge N EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. T.Design necesry 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 Meir center TPVN ICA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 89 2-9=(0) 0 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3-(-171) 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD- 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -38/ 442V -92/ 231H 5.50" 0.71 KDDF ( 625) 5'- 10.9" -168/ 220V 0/ OH 1.50" 0.35 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 3.0" 0/ 125V 0/ OH 5.50" 0.20 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. (PROVIDE FULL BEARING;Jts:2,3,4 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ----- ---f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.091" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.055" ilo MAX TC PANEL LL DEFL = 0.220" @ 3'- 2.1" Allowed = 0.529" (� MAX TC PANEL TL DEFL = -0.228" @ 3'- 4.9" Allowed - 0.786" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0,002" @ 5'- 10.9" 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, lops, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads o in the plane of the truss only. M-3x4 • 1 y 1-00 y 7-03 y ��I�EO PROFFs fGINE4'\ '29 89200PE r JOB NAME : RT FRENCH 5 PLEX - J9 �s Scale: 0.4592 . _ WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is kr an individual -yG 41 h OREGON �to Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2v4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2-ON . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at d �il� 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 /O T f DATE: 10/30/2018 thrall slmctureis the responsibility of building desi continuous sheathing such as plywood sheathing(TC)she ortlrywell(BC). aponsl ty a g goer. 3.2x Impact bridging or lateral bracing required where shown++ 'Pik-RRIO- SEQ.: K5337026 4.No load should be applied to any component until alter all bradng 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 m a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are kr"dry null be "or use. 5.Compurrus has no control over and assumes no responsibility kr the fi.Decease assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2419 fabrication,handling, ry Shipment and installation a/cometh by T.Design shall b assumes adequate tonSoth face 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 TPIIWfCA 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(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-80) 67 WEBS: 2x4 KDDF STAND i 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING ', MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 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. !COND. 2r 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 TC PANEL LL DEFL - 0.057" @ 3'- 1.3" Allowed - 0.315" MAX TC PANEL TL DEFL - -0.073" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1' l' 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 9.00 " MAX HORIZ. TL DEFL - 0.000" @ 5'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, End vertical(s) areexposed to wind, Truss designed for wind loads ,u3 IC in the plane of the truss only. N 0 i x l I� Y M l0 2�� 11181-=41 M-3x4 M-1.5x3 1 J' l 5-05-04 0-03-12 1 ,y 1 1-00 5-09 • OD PPOFF� • x/� NGINF�� 0 • ,c 2� 8200PE � JOB NAME : RT FRENCH 5 PLEX - P1 A/00110/1000!...r. if Scale: 0.5970 liOPP WARNINGS: GENERAL NOTES, unless otherwise noted'. © Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "7/ 4 OREGON *- �to Truss: P1 and Warnings before censruction commences. building component.Applicability of design parameters and proper N 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer, �� 3.Additional temporary bracinSio insure stability during 00 9 01ion 2.Design assumes the lop and bottom chords to be laterally braced at /O 9)e 14 O^ 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 of the building deal continuous sheathing such as plywood aired sheathing(TC)ownand/+drywall(BG). � R' RIO- SEQ.: sponsi ty g goer. 3.2x Impact bridging or lateral bracing required where shown++ K5 3 3 7 0 2 7 4.No load should be applied to any component until after a1 bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no One should any mads greater than 5.Design assumes tosses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and IIS ro dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the e.DesSign assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12-31-2019 snary, fabncadon,handling,shipment and installation of components. 7.Design alesadedneothifageio provided. October 31,2018 e.This design is furnished subject to the limitations set forth by e.Plates shall bba located t eated on both faces of truss,and placed so their center ', TPNMCA in BCSI,copies of which will be furnished upon request. lines coincide was joint center lines. • 9.Digits indicate e¢e of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-29) 33 3-5=(-158) 109 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-66) 46 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 372V -19/ 61H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 9.0" -31/ 204V 0/ OH 5.50" 0.33 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = 0.249" MAX TC PANEL TL DEFL = -0.027" @ 2'- 5.1" Allowed = 0.366" 4-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 4.00 " Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), 4 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads min the plane of the truss only. 0.. -.‘.1111111111111111111111111111111 N I 0 1-1I 1-1 if, i III 30 of 2�� 111. 5 M-3x9 M-1.5x3 1 1 1 4-05-04 0-03-12 1 1 1 1-00 4-09 ,c ENGINE /qz. :9200PE 9N JOB NAME : RT FRENCH 5 PLEX - P2 , Scale: 0.6099 •111111. ' WARNINGS: GENERAL NOTES, unless otherwise noted: Q Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9� ) OREGON �to Truss: P2 and Warnings before construction commences. building component.ApplicablRy of design parameters and proper 4f OREGON 204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom cholla to be laterally braced at <0 -7 y 1 A (4°\0A17.‘"& " �� is the responsibility of the erector.Additional permanent bracing of 2'a.c.and al 70'o.c.respectively unless braced throughout their length by 1'f w DATE: 10/30/2018 the overall structure is the responsibility of the building tlesi continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). � � ��VVf sponsi lity' g gner. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K5337028 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibihty of the respective contracto, fasteners are complete and at no time should any loads greater than 6.Design assumes trusses ere to be used in a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, necessary. febri /'�4trr�30 I V.I p g,shipment and installation of components. 7.Design assumes adequate drainage is provided. Ocober 31.I,2 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 TPIIW/CA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate ewe of plate in inches. MiTek USA,Ino./CofnpuTrus Software 7.6.8(12)-E 1g.For basic connector plate design values see ESR-7317,ERR-1988(MiTek) This design prepared from computer input by II Pacific Lumber and Truss—BC ' � LUMBER SPECIFICATIONS TRUSS SPAN 5'— 9.0" CLOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TO: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting Ali system and components and cladding criteria. 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 Wind: 190 mph, h=20.1ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor=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 IRC 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 u7 0 N "7 /— I El ch 4 M-3x9 � p PROxF y 1-00 y 5-09 l ��NGINEF��'/O2 '�' :9200PE 9r JOB NAME : RT FRENCH 5 PLEX — PGE Seale: 0.7970 , r WARNINGS: GENERAL NOTES, unless otherwise noted: Q 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 '9� 4.1" OREGON be �4/ Truss: PGE 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. ,I 2°1\ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at <0 �T 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). MFR R 1 LL 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 7 0 2 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 contredo, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and forassudry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design isfumishedsubject tothe limitationsset forth by 8.Plates shall be located on both faces of truss,and placed so their center October 31,2018 TP WVICA in BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) AMMIIIIMIll 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 S1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-211) 114 4-2=(-309) 48 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=(-157) WEBS: 2x4 KDDF STAND 290 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 45.0 PSF 0'- 0.0" -19/ 328V -76/ 141H 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.3" -102/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL - 25 PIF Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:4,5,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed - 0.137" 1-11-11 MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed - 0.206" ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 0.1°°11/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M- 0 I fOM N 1 I N1111111111 4 ,8• 115 M-1.5x3 M-1.5x3 �ei`�° PROF�ss y y y c �NGINEF,.Q /02 �� 1-00 2-00 89200PE T JOB NAME : RT FRENCH 5 PLEX - SJ1 Scale: 0.6213 .4111Pr -'•. • WARNINGS: GENERAL NOTES, unless otherwise noted: © `r0 1.Builder and erection contractor should be advised 01111 General Notes 1.This design is based only upon the parameters shown and is for an individual -yG ",OREGON to Truss: SJ1 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, tk 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O A.9 y a 2tiN ��' is the responsibility of the erector.Additional permanent bracing of 2'e.c.and al 10'o.c.respectively unless braced throughout their length by b DATE: 10/31/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 3. Impact bridging or lateral bracing requiredwhere shown++ e'R RIO- SEQ.: K5 3 3 7 0 3 0 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 et 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 kr"dry condition.'of use. 5.CompuTmshas nocontrol over and assumes noresponsibility for the 6.Design assumes kill bearing atalsupports shown.Shim orwedge it EXPIRES: 12-31-2019 necessary. fabrication,handling, I..shipment and installation of components. 7.Design assumes adequate drainage is provided. October 31,20.l 1 8 6.This design is Nmished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPVWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTms Software 7.6.8(1 L)-E 9.Digits indicate sae of plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-4=(-197) 159 3-1=(-275) 168 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 1-4=(-250) 319 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BEG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -46/ 185V -97/ 199H 5.50" 0.30 KDDF ( 625) TOTAL LOAD = 95.0 PSF 1'- 6.7" -147/ 110V 0/ OH 5.50" 0.18 RODE ( 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 29 "oc spacing. I 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 = 0.000" @ 0'- -3.0" Allowed = 0.092" MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.005" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.005" @ 3'- 7.9" 12 12.00 7 2 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 i r 0 M-3x4 1 N 1 iliSk in 0 MilliMil -1.5x3 M-1.5x3 �Eo PROFFs ��so. oGIN4.9 s% y 1-09 y 1-11-11 y ��,-..89200PE 2c' JOB NAME : RT FRENCH 5 PLEX - SJ2 /r Scale: 0.9952 WARNINGS: GENERAL NOTES, unless otherwise noted: • I w� Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based ony upon the parameters shown and is for an individual -9t. I OREGON M �� Truss: SJ2 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 is the reaponsibil2y of the building designer. A �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O 1Y 1 A •LO is the responsibility of the erecter.Additional permanent bracing of Y o.c,and at 10'o.c.respectively unless braced throughout their length by /� Y 1 �j DATE: 10/31/2018 the overall structure is the responsibility of the building desi continuous sheathing such as plywood aired sheathing(TC)and/or drywall(BC). R R I s�� `J p Bty g goer. 3.2a Impact hedging or lateral bracing required where shown++ SEQ.: K5 3 3 7 0 31 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, and are for"drycondition'of use. design toads be applied m any component TRANS ID: LINK 5.compuTushas nocontrol over and assumes noresponsibility for the 6.Desgnassumes full bearing atalsupports shown.Shim orwedge if EXPIRES: 12-31-2019 necessfabrication,handling,shipment and installation of components. Design as Pmen Panen T.Design assumesadequate drainage Softrovmea. 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 •• TP WVTCA 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./CompuTnts Software 7.6.8(1 L)-E 10.For basic connector plate design values see ES14-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-341) 136 4-5=(-286) 159 4-1=(-584) 175 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=1-169) 0 1-5=)-250) 463 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 45.0 PSF 0'- 0.0" -95/ 448V -115/ 297H 5.50" 0.72 KDDF ( 625) OVERHANGS: 0.0" 29.0" 1'- 6.7" -264/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 8.7" -306/ 437V 0/ OH 1.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IL,,, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. p-ROVIDE FULL BEARING;Jts:9,5,2 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.042" MAX LL DEFL = -0.039" @ 5'- 8.7" Allowed - 0.200" MAX TL DEFL = -0.047" @ 5'- 8.7" Allowed = 0.267" MAX BC PANEL TL DEFL= -0.000" @ 0`- 10.2" Allowed = 0.061" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -, MAX HORIZ. LL DEFL = -0.010" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.010" @ 3'- 7.9" 12 Design conforms to main windforce-resisting 12.00 V system and components and cladding criteria. Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads i in the plane of the truss only. o 1 8- o 0 ri- 14-4x6 1 I Om&0 4 M 1.5x3 M-1.5x3 ,c :1kcO PR 046,O �, �X92 GINE�c9 /029 y y y 1-09 3-11-11 JOB NAME : RT FRENCH 5 PLEX - SJ3 Scale: 0.9068 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON ti 4" Truss: SJ3 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 is the responsibility of the building designer. r:1:14) A �4 3.Additional temporary bracing to insure stability tlunng construction 2.Design assumes the top and bottom chards to be laterally braced at GdO ) 14 •`O is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 10/31/2018 the overall structure is the responsibility f the building de continuousxImactsheathing such as plywood required et where a: drywall(BC). R R'�� p Ilyo g signer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K5337032 4.No bed should be applied 10any component until after all bracing and 5. Ileti°ncltruss ryconditio responsibility fuseto.i used tthae^oes M�vstveetnv enr. vironment, fasteners are complete and at no time should any loads greater than Design assumes TRANS I D: LINK tlestgn loads be applied to any component. and Bn same condition-a ase'supports wedge s.comparmshas nocomrolover and assumes noresponsibileyrorme 8.Desfullbeadn tallsu rtsshown.Shimorwe f EXPIRES: 12-31-2019 ...My. 4 p fabrication,handling,shipment and installation of componeys. 7.Design assumes adequate drainage is provided. OCtobef 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 1-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"oc 2X9 RODE N1&BTR TOP CHORD LL = 25psf • TOP CHORD DL = 7psf • TOTAL LOAD = 32psf • 12 6.99 V M-3x6+ M-3x6— o � 1 . y 1-08-09 1-04-10 REO PROEF. 74coINE4\ ;9200PE C JOB NAME : RT FRENCH 5 PLEX - AR1 • Scale: 1.1305 .4411. WARNINGS: GENERAL NOTES, unless otherwise noted: O 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 '9L OREGON �(/ Truss: AR1 and Warnings before construction commences. building component.coin Apert isty of design parameters and proper 2.2a4 compression web bracing mud be installed where shown*. incorporation of component is the responsibility of Me buileing designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ./.0y 14 A \ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at td o.c,respectively unless graced throughout their lerglh by b DATE: 10/31/2018 the overall structure is Me responsibility or the building tlesigner, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.28 Impact bridging or lateral bracing required where shown++ R 10- SEQ.: K5 3 3 7 0 3 3 4.No lad should be applied to any component until alter e4 bracing and 4.Installation of buss is thereb 1 f the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are be used in a non corrosive environment, TRANS ID: LINK design loads be applied to any component. and are kr"dry condition"f use. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. T.Design as ll b el adequate endrainagetis truss, d. and 31,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of trues, placed so their center TPIPMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-2 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC • LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 9-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X9 KDDF N168TR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 6.66 M-5x8 #1 .41 M-3x6 PROVIDE SUPPORT @ 48^ O.C. AND AT END y M-3x6 / 7-03-05 M-3x6 111* M-3x8 104 m f _ 0 1 I f 0 >G '`(,�cO PROpef, y y y �C, lNGINEF / 2-01-03 4-09-09 ,� v � * :921017 r JOB NAME : RT FRENCH 5 PLEX — BR1 _ oo !... 4111111P Q0111• 10 • Scale: 0.6173 WARNINGS: GENERAL NOTES, unless otherwise noted: t.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon to parameters shown and is for an individualOREGON t l Truss: BR1 and Warnings before construction commences. building component.Applicability of design parameters and proper µ 2.244 compression web bracing must be instaled where shown+. Incorporation of mne pant k the responsibility of building designer. • ,S{�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at L wSO 14 •G"' 2'o.c.and at 10'u.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of DATE: 10/31/2018 the overall structure is the responsibility f the building designer. continuouskImpa sheathing such as acing required uired ng(TC)and/or tlrywall(BC). FR R ILA' p ty o g goer. 3.24 Impact bridging or lateral bracing requiretl where shown++ SEK5 3 3 7 0 3 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4'' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition.of use. design loads be applied to any component. TRANS ID: LINK 5.CompuTushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessafabrication,handling,shipment and installation of components. 7. { I, �} �T p 6.This designfurnished to the limitations set forthT.Designlaesassumesceduon drainage is tpresis, October 3 r20 8 is subjectby e.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CorepuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) • , This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 TC: 2x9 KDDF #1&BTR TRUSSES SPACED AT 29"ac WEBS: 2x9 KDDF STAND TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf M-5x8 ��1 PROVIDE Sl.PPORT 2-09—,12 12 8.49 V M-3x6- I, M-3x6- M-3 M-3x6- I, M-3x8 /11,/ . M-3x9+ Wry Lo r cD • i M-3x9+ e�Ep PROFFss ONGINE9 /O2 y y y 1-07-02 11-03-07dop 89200PE 9� JOB NAME : RT FRENCH 5 PLEX - CR1 ,, �i Scale: 0.9389 A ,1�P : , WARNINGS: GENERAL NOTES, unless otherwise noted' O Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onyupon the parameters shown and isfor anindividual 74. 40 OREGON 0„ „<0 Truss: CR1and Warnings before construction commences. building component.Applicability ofdesgn parameters and proper 2.204 compression web biasing must be installed where shown 0. incorporation of component is the responsibility of the building designer. �J� �� 3.Additional temporary bracing to insure stability during construction Z Design assumes the top and bottom chords to be Iateraly braced al 7 is the rcs onsibil f the erector.Additional g o 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p dy o permanent bracing f continuous sheathingh as d sheathing(TC)C Fy DATE: 10/31/2018 the overall structure is the responsibility of the building designer. suc acing required g(e)own 0 tlrywall(BC). 411 R R ILA- SEQ.: 3.1 tmptio bridging or thtere boning tyfe where shown t . 5337035 4.No load should be applied to any component until ever a®biasing and a.Installation of truss is me responsibility of the r.apedive contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are or"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing et all supports shown.Shim or wedge it necwwry. EXPIRES: 12-31-2019 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 TPIMryCA in BEM,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate see of plate in inches. MITek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"ac 2X9 KDDF til&BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 8.49 M-3x6 /— 1111111111 M 0 I N 0 I O _ .414 AL' 1 l 1-07-02 1-09-09 ,�aRtp PROpe,0 �,��5 0NGINE`c9 /o29r :9200PE JOB NAME : RT FRENCH 5 PLEX - DR1 Scale: 1.1951 ,�� ` WARNINGS: GENERAL NOTES, unless otherwise noted: 13 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 OREGON A. Truss: DR1 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 u the responsibility of Me building designer. rya 1,, �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at G<O A/ '1 it e"\0.01- 3. 1 is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by '�/ 1'i ,S continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C�A'��NV DATE: 10/31/2018 the overall structure is the responsibiRy of the building designer. 3.20 Impact bridging or lateral bracing required where shown.. [� S E Q. : K 5 3 3 7 0 3 6 4.No load should be applied to any component until after all bradng and 4.Installation of tru,sus ure are responsibility sibe illi�ftthhe^eespectivee contractor.ntrat, fasteners are complete and at no time should any loads greater than Design assumes and are for"dry condition'of use. TRANS I D: LINK design loads be applied to any component. 6.5.CompuTrus has no control over and assumes no responsibilityresponsibilityor the Design assumes Poll bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fnecessery. �y .I p e fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 3 1,2018 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 TPIIW1CA in SCSI,copes of which will be lumished upon request. lines coincide with joint center lines. 9.Diggs indicate see of plate in inches. MiTek USA,Inc./CompuTlus Software 6.2.3(IL)-Z 10.For basic connector plate design values see ESR-13/1,ESR-1968(MiTek) • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"oc 2X9 KDDF #1&BTA TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 I 8.99 V M-3x6 f M 0 I 9 0 I O y y l 1-07-02 1-04-04 • \��c O PRO�rFss :9200PE 9r' JOB NAME : RT FRENCH 5 PLEX — ER1 • � Scale: 1.1951 -41111. WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown andisroranindividual -yG ,�OREGON OL �� Truss: ER1 and Warnings before conslmaion commences. building component.Applicability of design parameters and proper 2.944 compression web bracing must be installed where shown+. incorporation of component is me reaponsibil8y of the building designer. 14 2. �� 3.Additional temporary bracing to during 2.Design assumes Natopandbottomchordstobelaterallybraceden /Q 9y v poetry g y g cenetmdron 2'o.c.and at 10 o.c.respectively unless braced throughout their length by ,,��.ss is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). N DATE: 10/31/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ [�� /14." iglii4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the rescontractor. R Ij�� SEQ.: K5337037 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tobebuseed naanon�siroosivent, TRANS ID: LINK design bads be applied to any component. and ora for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes NII bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, necessary. ed shipmentubjecars installation afparn irlt bya. S.Design assumes 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 TPIIW1CA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate Sias of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z Ill For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 9-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X4 KDDF 0l&BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 8.98 p M-5x8 l:� M-3x6 v. PROVIDE SUPPORT @ 48" O.C. AND AT END 6-02-06 M-3x6 M-3x66 M-3x8 # cp 1 /WAs 0 �tR,V$ PR°F�ss y 1-07-12 y 9-11 06 l �,� �NGINEF'7 /1, :9200PE JOB NAME : RT FRENCH 5 PLEX - FRl , 1 ,,.., ___, Scale: 0.5297 WARNINGS: GENERAL NOTES, unless otherwise noted. O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and icfor anindividual OREGON I, 4/ Truss: FR1 and Warnings before construction commences, building component.Applicabilfty of design parameters and proper incorporatincorporation2.2x4 compression web bracing must be installed where shown+ incorporation of component la the responsibility of Me building designer. l0 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at L/40 14 •-° 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BG). RR%_\_ 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 al bracing and 4.Installation of truss lathe responsibility of the respective contractor.SEQ.: KS 3 3 7 0 3 8 fasteners are complete and at no time should any wads greater than 5.Design assumes trusses are lo be used in a non-corrosive environment, TRANS I D: LINK tlesign bads be applied to any component. and Design arescums&full y on" a p� wedge 6.Cam Trus has no control over and assumes no responsibility for the 6.Desfull bead I llsu its shown.Shim or wed f EXPIRES: 12-31-2019 pu sponsi y necessary. • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 31,201 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 TPIIWICA 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)-Z I0.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) 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 R16BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD — 32psf 12 8.99 V M-5x8 M-3x6 PROVIDE SUPPORT @ 98 O.C. AND AT END 4-02-03 M-3x8 / I _ � l lG p 1-07-02 2-09-15 ,19 �Q,ED PR r04GINE<cVV/O :9200PE 9r JOB NAME : RT FRENCH 5 PLEX - GR1 • Scale: 0.7726 WARNINGS: GENERAL NOTES, unless otherwise noted: • Truss• GR1 Builder and erection con tractor should be advised of all General Nates 1.This tlesign is based only upon Ne parameters shown and is for an individual y` OREGON 1. and Warnings before construction commences. building component.Applicability of design parameters and proper • . 2.2x4 compression web bracing must be installed where shown 9. incorporation of component is the responsibility of the building designer. �f Z('''‘ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be INN-ally braced at <0 ']r 1 is the responsibility of the erector.Additional permanent bracing of 2'a.c,and at 70'o.c.respectively unless braced throughout their length by DATE: 10/31/2018 the overall structure Is the responsibility of the building continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). [jVs g designer. 3.2x Impact bridging or lateral bracing where shown v v SEQ.: K5337039 4.No load should be applied to any component until after aA bracing and 4.Installation of inns is the responsibility of the respective contractor. ` v fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D• LINK design bads be applied to any component. end are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Deessiign assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. .I .1 p 6.This design a furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center October er 3 I r20 I V TPIMRCA in BCSI,copes 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 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"oc 2X9 KDDF 9l&BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 9.95 M-3x6— M-3x 6— A. 0 ler M-3x8 110 N o P O 1 O y y y ��AEO PROpess 1-09-19 3-02-19 �NGIINE , /q2 �� :9200PE 9r JOB NAME : RT FRENCH 5 PLEX - LR2 Scale: 1.2362 < /_/ �..�1 WARNINGS: GENERAL NOTES, unless otherwise noted: >O C"' 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: LR2 and Wamings before construction commences. building component.ApplicabiAlyofdesign parameters and proper yG OREGON l(/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is me responsibility of Me building designer. s°'44.0-& 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally bracetl al <0 Y 14, is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'p.c.respectively unless braced throughout their length by continuous sheathing I t as plywood sheathing(TC)andlor tlrywall(BC). a��'�� 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•. \h SEQ.: K5 3 3 7 0 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, deli beds be applied 10 acomponent. antl are for"dry condition"of use. TRANS ID: LINK design ppi ny 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at el supports shown.Shim or wedge if EXPIRES: 12-31-2019 Amen components. scary fabrication,handling,shipment and installation of colo 7.Design assumes adequate drainage is provided. October 31,201 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 TPIANICA in SCSI,copies of which will be fumished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate in inches. MITek USA,Int./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) e Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center late on oint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failu a to Follow Could Cause Property /4 offsets are indicated. y I I (Drawings not to scale) Dam ge or Personal Injury 1EDimensions are in ft-in-sixteenths. Ililo‘ Apply plates to both sides of truss 1 2 3 1. Ad itional stability bracing for truss system,e.g. and fully embed teeth. dia onal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Tru s bracing must be designed by an engineer.For 0'/16�� 4 wid truss spacing,individual lateral braces themselves ma require bracing,or alternative Tor I p bra ing should be considered. OO 3. Never exceed the design loading shown and never IMAlor o ®N 0 U stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 cs-� C$-6 des,'igner,erection supervisor,property owner and plates 0- 1/id'from outside BOTTOM CHORDS all Other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Pla -plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE join and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO I. .tions are regulated by ANSI/TPI 1. connectorplates. THE LEFT. 7. De ign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unl ss otherwise noted,moisture content of lumber sh I not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unl ss 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.Ca ber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 res.onsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 ca ber for dead load deflection. the length parallel to slots. 11.Pia e type,size,orientation and location dimensions ind' -ted are minimum plating requirements. LATERAL BRACING LOCATION 12.Lu ber used shall be of the species and size,and Southern Pine lumber designations are as follows: in-II respects,equal to or better than that �j� Indicated by symbol shown and/or SYP represents values as published sp= ified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.To.chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 sp=cing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or I ss,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 111 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■�� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only.pm-L.4 IllIIh1It 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with Industry Standards: protect engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Re iew all portions of this design(front,back,words Plate Connected Wood Truss Construction. an pictures)before use.Reviewing pictures alone is sufficient. DSB-89: Design Standard for Bracing. e BCSI: Building Component Safety Information, MiTek 20.De ign assumes manufacture in accordance with Guide to Good Practice for Handling, AN I/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013