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Plans (3) I 40'-0' fir/ w a V, {l 8'-0" 14'-0" 18'-0' FEB 2 3 2015 -IJ ILL it HIGAaD v N BUB G DIVISIOIq U :1 4 ;1 Z? 7o io M 4:12 c ILL ILL CD CD (V Q Q CV coo fOD ILL :1 8: 2 :12 Fr V3 3: 12 3 12 1 v Q N M Im ca N A2 I fD Al 19'-4" 8'-4" 17-4' C-02 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE 08/01/14 TONLY SAND q PROJECT TITLE: REVISION-7 ENGINEERED STRUCTURAL ® t DRAWINGS FOR ALL FURTHER J-1845 STONE BRIDGE INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD RESPUSS PLAN, DRAWNBY: JP REVISION-2: TO TROUSS CONNOECTIO SALLOBUILDNG DESIGNER/ ENGINEER OF RECORD N TRUSS `°,� 10 / J-1845 l umber CHECKED BY: I _I REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION. SCALE. REVISION-3 DESIGNS PRIOR TO CONSTRUCTION 3 0.117"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 52 2-6=(-12) 222 6-3=(0) 190 BC: 2x4 KDOF N1&BTR SPACED 24.0' O.C. 2-3=(-355) 82 6.4=(-12) 222 WEBS: 2x4 KDDF STAND 3-4=(-355) 82 LOADING 4-5=( 0) 52 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA OVERHANGS: 10.0' 10.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0' -64/ 445V -65/ 65H 3.50' 0.71 KDDF ( 625) M-1.5x4 or equal at non-structural 8'- 4.0' -64/ 445V 0/ OH 3.50' 0.71 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 sf) uplift at 24 'oc s acin C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,Ml6 = MiTek LIT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001' @ 0'--10.0' Allowed = 0.083' 4-02 4-02 MAX TL CREEP DEFL = -0.001' @ 0'•-10.0' Allowed = 0.111' MAX LL DEFL = -0.001' @ 9'- 2.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 9'- 2.0' Allowed = 0.111' 4-02 5-00 MAX TC PANEL LL DEFL z 0.019' @ 2'- 4.5' Allowed = 0.304' MAX TC PANEL TL DEFL = 0.063' @ 5'- 11.5' Allowed = 0.457' 12 IIM-4X4 12 MAX HORIZ. LL DEFL = 0.001' @ 8'- 0.5' 8.00 7' �8.00 MAX HORIZ. TL DEFL = 0.002" @ 8'- 0.5' 34 0NOTE:Design assumes moisture content does M-3X5 M-3X5 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x4 1 M-1.5x4 (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. Truss designed for 4x2 outlookers. 2x4 let-ins ofthe same size and grade as structural top M-3x5- M-3x5- chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. C) _ 1 2 6 - 4 0 M-3x4 M-1.5x3 M-3x4 4-02 4-02 0-10 8-04 0-10 g P R OFFS JOB NAME : J - 1845 STONE BRIDGE - Al 5� GIN si scale: 0.5095 � �tJs/I WARNINGS: GENERAL NOTES,unless otherwise noted: � 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 92 PE Truss: Al 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 budding designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsitainy of the erector.Additional permanent bracing of 2'o.c,and at 1o'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/1/2014 P ty 9 r9 3.21r 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. -9 OREGON CC7 S E O. : 601531 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. �O '9y 14,4, TRANS I D: 404996 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 t� �Q fabrication,handlin shipment and installation of co necessary. M R I L4 sh p components, 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I III III I III II I I III III TPIANTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31(2015 IIIIIII IIII This design prepared from computer input by ip LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 v TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 52 2-6=(-12) 222 6-3=(0) 190 BC: 2x4 KDDF p18BTR SPACED 24.0' O.C. 2-3=(-355) 82 6.4=(-12) 222 WEBS: 2x4 KDDF STAND 3-4=(-355) 82 LOADING 4-5=( 0) 52 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" •64/ 445V -65/ 65H 3.50' 0.71 KDDF ( 625) M-1.5x4 or equal at non-structural 8'- 4.0" -64/ 445V 0/ OH 3.50' 0.71 KDDF ( 625) vertical members (tion). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 sf) uplift at 24 'oc s acin . C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,Ml8HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001' @ 0'--10.0' Allowed = 0.083' 4-02 4-02 MAX TL CREEP DEFL = -0.001' @ 0'•-10.0' Allowed = 0.111' MAX LL DEFL = -0.001' @ 9'- 2.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 9'- 2.0' Allowed = 0.111" 4-02 5-00 MAX TC PANEL LL DEFL = 0.019" @ 2'• 4.5" Allowed = 0.304" MAX TC PANEL TL DEFL = 0.063' @ 5'- 11.5' Allowed = 0.457" 12 12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 0.5" M-4X4 8.00 V 8.00 MAX HORIZ. TL DEFL = 0.002" @ 8'- 0.5" 3 4.0" NOTE:Design assumes moisture content does M-3X5 M-3x5 not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x4 1 M-1.5X4 load duration factor=1. 6 Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. Truss designed for 4x2 outlookers. 2x4 let-ins ofthe same size and grade as structural top M-3x5 M-3x5 chord. Insure tight fit at each end of let-in, Outlookers must be cut with care and are permissible at inlet board areas only. o� - - o 0 1 - - 2 6 4 o M-3x4 M-1.5x3 M-3x4 4.02 4.02 0-10 8-04 0-10 �li`Ep P R,fo)' JOB NAME : J - 1845 STONE BRIDGE - A2 Scale: 0.5095 fWARNINGS: GENERAL NOTES,unless othenvise noted: 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 92 PE Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction DES. BY• LJ is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.chin respectivelyhas y unless braced throughout their length). -- continuoussheathing such as plywood aired in ere s and/or drywall(BC). DATE' 8/1/2014 the overall structure is the to any component of the budding designer. 3.In Impact bridging or lateral bracing ity of the where shown tr OREGON `l 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� SEQ. : 6015318 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, G� �� design loads be applied to any component. and are for"dry condition"o1 use. Q Y 144, `Z TRANS I D: 404996 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 _ fabrication,handling,shipment and installation of components. necessary. C- 7.Design assumes adequate drainage is provided. C R I,%-\- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces o1 truss,and placed so their center III I I II II I I III I III I III I I IIII TPIM7TCA in SCSI,copies of which will be famished upon request lines coincide with joint center fines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by - ip LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF fl1I�BTR LOAD DURATION INCREASE = 1.15 1-2=(-356) 86 1-4=(-13) 223 4-2=(0) 190 BC: 2x4 KDDF M188TR SPACED 24.0' O.C. 2-3=(-356) 86 4-3=(-13) 223 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 01- 0.0" -42/ 350V -54/ 54H 3.50" 0.56 KDDF ( 625) Connector plate prefix designators: 8'- 4.0' -42/ 350V 0/ OH 3.50' 0.56 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desion checked for net(-5 sf) uplift at 24 'oc s acro . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.018' @ 2'- 2.7' Allowed = 0.304' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.063' @ 5'- 11.5' Allowed = 0.457' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-02 4-02 MAX HORIZ. LL DEFL = 0.001' @ 8'- 0.5' MAX HORZ. TL DEFL = 0.002' @ 8'- 0.5' 12 12 NOTE:Design assumes moisture content does 8.00 7 6.00 not exceed 19% at time of manufacture. M-4X4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1'• o - o 4 _i3 M-3x4 M-1.50 M-3x4 y y � 4-02 4-02 B-04 PRQFFs JOB NAME : J - 1845 STONE BRIDGE - A3 Scale: 0.5321 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 � / 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 92 P E Truss: A3and Warnings before construction commences. building component.Applicability of design parameters and proper 2.20 compression web bracing must be installed where shown+, mcorporabon of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.is th res temporary bracing to insure stability rm ng construction is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 70'c.c.respectively unless braced throughout their length by tt++.. DATE: 8/1/2014 the overall structure is the responsibility of sheathing such as plywood sheathing(TC)and/or drywall(BC). of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "f� SEQ. : 6015319 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. Q 14, TRANS I D: 404996 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 fabrication,handling,shipment and installation of componecessary. nents. 7,Design assumes adequate drainage is provided. CC 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 IIII I I III II II I III I II VIII VIII II III TPIIVJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII II IIII This design prepared from computer input by ip LUMBER SPECIFICATIONS TRUSS SPAN 8'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.Oo v TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1.2=(-329) 82 1-5=(-12) 201 5.2=( 0) 179 BC: 2x4 KDDF k16BTR SPACED 24.0' O.C. 2-3=(-285) 95 5.4=(-12) 201 3-4=(-337) 60 WEBS: 2x4 KDDF STAND 3-4=( -18) 37 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 0-00-00 2-00-00 01- 0.0' -39/ 333V -53/ 53H 3.50' 0.53 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 1.5' -42/ 349V 0/ OH 5.50' 0.56 KDDF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desian checked for net(-5 sf) uplift at 24 'oc s acin M,M20HS,1118HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.021' @ 6'- 6.4' Allowed = 0.369' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.023' @ 6'- 6.4' Allowed = 0.492' MAX HORIZ. LL DEFL = 0.001' @ 7'- 8.0' MAX HORIZ. TL DEFL = 0.002' @ 7'- 8.0' NOTE:Design assumes moisture content does 4-02 3-11-08 not exceed 19% at time of manufacture. T T T Design conforms to main windforce-resisting 4-02 2-02-08 1-09 system and components and cladding criteria, Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.00 F.7IIM-44 8.00 load duration factor=1.6, Truss designed for wind loads 4.0" in the plane of the truss only. 2,�( i M-3x4 � co o t '-' 5 4 0 -3x4 M-1.50 M-3x6+ 4-02 3-11.08 8-01-08 PR°FFs JOB NAME : J - 1845 STONE BRIDGE - A4 �� si J Scale: 0.4301 (G�GIN phN/,LTi 0 WARNINGS: GENERAL NOTES,unless otherwise noted: �/? �/'• 1.Budder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual 41Z 920.0 P E Truss: A4 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n. DATE: 8/1/2014 the overall structure is the responsibility of the building designer. 3.2,1 Impact bridging or lateral bracing required where shown++ C 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. 'j� �/"OREGON t SE Q. : 6015320 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use.TRANS I D: 404996 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 S- fabrication,handling,shipment and installation of components. necessary. /jj�.R n'�� 7.Design assumes adequate drainage is provided. r5 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 - VIII IIII II II I III I II I II I I I II III TPMVJTCA in BC51,copies of which will be furnished upon request. Dies coincide with joint center fines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7,6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5,5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF r118BTR LOAD DURATION INCREASE = 1.15 1-2=(-269) 86 5-6=(-43) 66 5.1=(-273) 123 BC: 2x4 KDOF k18BTR SPACED 24.0' O.C. 2-3=(-248) 89 6-4=(-13) 173 1-6=( -11) 156 WEBS: 2x4 KDDF STAND 3.4=( -18) 37 6-2=( 0) 139 LOADING 3.4=(-298) 54 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 0.00-00 2-00-00 01- 0.0' -35/ 299V -68/ 54H 5.50" 0.48 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 5.5" -39/ 327V 01 OH 5.50" 0.52 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND 2: Desion checked for net(-5 sf) uplift at 24 'tic s acin For hanger specs. - See approved plansVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 e BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0,022' @ 5'- 10.4' Allowed = 0.327' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.023' @ 5'- 10.4' Allowed = 0.436' 3-06 3-11-08 MAX HORIZ. LL DEFL = 0.001' @ 7'- 0.0' MAX HORIZ. TL DEFL = 0.001' @ 7'- 0.0' 3-06 2-02-08 1-09 NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 8.00 8.00 Design conforms to main windforce-resisting M-4x4 system and components and cladding criteria. !i 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. M-3x4 M-3x4 1 0 5 6 - '4 0 M-1,5x3 M-3x4 M-3x5 3-04-04 4-01-04 7-05-08 PRDFFs JOB NAME : J - 1845 STONE BRIDGE - A5 �� GINS si Scale: 0.4809 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 92 PE ! Truss A5 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n. DATE: 8/1/2014 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 atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. "� OREGON SEQ. : 6015321 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, I+� design loads be applied to any component. and are for"dry condition"of use. �O -7,�' 14,4, TRANS I D: 404996 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 V - fabrication,handling,shipment and installation of components, necessary. 6.This design is furnished subject to the I7.Design assumes adequate drainage is provided.mitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II I III II II I III I III I I I I II III III TPIMfTCA in SCSI,copies at which will be furnished upon request. lines coincide with joint center lines. -- 9.Digits indicate size of plate in inches. MiTek USA,In C./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0' ICOND. 2: Design checked for net -5 psfuplift at 24 'oc spacing. TC: 2x4 KDOF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 418BTR SPACED 24.0' O.C. not exceed assumes moisture content does not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT �= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. OL ON 8077061 CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1,5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). load duration tactorind Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in thelane of the truss only. Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. p y' C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M16HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Nate:Truss design requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-00 Truss designed for 4x2 outlookers. 2x4 let-ins f the same size and grade as structural top chord. Insure tight fit at each end of let-in. 12 Outlookers must be cut with care and are 3.00 permissible at inlet board areas only. M-1.50 M-3x5 a I� I. M-1.5x4 v 11 � t o N M-3x5 2 0 4 M-3x4 M-1.50 1-00 9-00 PRDFFs JOB NAME : J - 1845 STONE BRIDGE - B1 Scale: 0.6453 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 PE '9f 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 B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by — continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). �. DATE: 8/1/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON. 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. A_ SEQ. : 6015322 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 404996 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 fabrication,handling,shipment and installation of components. 7.necessary. Design assumes equate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I III II II I II I III I I I I III IIITPINJTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate tlesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II II II This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF pt&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 29 2-5=(-293) 602 3-5=(-638) 280 BC: 2x4 KDDF kt&BTR SPACED 24.0' O.C. 2.3=(-658) 282 5.4=(-124) 77 WEBS: 2x4 KDDF STAND 3-4=( -60) 58 LOADING TO LATERAL SUPPORT - 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT - 12"OC. LON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 01- 0.0" -69/ 537V -28/ 82H 3.50" 0.86 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 91- 0.0" -45/ 405V 0/ OH 5.50" 0.65 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desion checked for net(-5 sf uplift at 24 'oc s acro For hanger secs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 a g p pp p BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = -0.187" @ 4'- 6.0' Allowed = 0.351' MAX BC PANEL TL DEFL = -0.170' @ 4'- 6.0' Allowed = 0.468' 4.10-12 4-01-04 MAX HORIZ. LL DEFL = 0.005' @ 8'- 8.5' MAX HORIZ. TL DEFL = 0.006' @ 8'- 8.5' 12 NOTE:Design assumes moisture content does 3.00 i- not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-1.50 in the plane of the truss only. 3 v 0 N V _L O M-3x4 M-3x4 8-08-08 0-03-08 1-00 9-00 �R�p P R OFFS JOB NAME : J - 1845 STONE BRIDGE - B2 �� G(N si Scale: 0.5397 \ F,Ng JJ l'rQ✓J 0� WARNINGS: GENERAL NOTES,unless otherwise noted: `! /p7' 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 92 r E Truss: B2and 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 1 o'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ry. DATE: 8/1/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 40 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. -9 � S E Q. 601 5323 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G� �J9 y � design loads be applied to any component. and are for"dry condition"of use. O 14, TRANS I D: 404996 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 necessary. M[.�n'�` fabricatlon,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. l R 1- 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 III III IIII IIII VIII I II I III IIII IIII TPIIWTCA in BCSI,copes of which will be furnished upon request. lines coincide with joint ate in i nes. (MiTek)) 9.Digits indicate size of plate in inches. MiTek USA,Inc./Com uTrus Software 7.6.6(l L E 10.For basic connector late design values see ESR-1311,ESR-1988 MiTek EXPIRES:12/31/2015 IIIIII IIIIII This design prepared from computer input by ip LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2.4=(-33) 44 3.4=(-218) 143 BC: 2x4 KDDF 416BTR SPACED 24.0' O.C. 2.3=(-69) 56 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <- 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARINGMAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. LION. DL ON BOTTOM CHORD = 10.0 PSF LOCAT ONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 01- 0.0' -811 429V -21/ 64H 3.50' 0.69 KDDF ( 625) OVERHANGS: 12.0' 0.0' 7'- 0.0' -371 287V 0/ OH 5.50' 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: GOND. 2: Desi n checked for net(-5 sf uplift at 24 'oc s acin . C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 For hanger specs. - See approved plansMAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.170" @ 3'- 6.7' Allowed = 0.387' 7-00 MAX TC PANEL TL DEFL = -0.234" @ 3'- 6.7' Allowed = 0.580' MAX HORIZ. LL DEFL = 0.000' @ 6'- 10.3' 12 MAX HORIZ. TL DEFL = 0.000' @ 6'- 10.3' 3.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 0 N O 2 7� - - co 1 / C:, .. 4 M-3x4 M-1.50 1-00 7-00 JOB NAM-E .: -J-- 1845 STONE BRIDGE - B3 GIN Scale: 0.6385 �N8��1 WARNINGS: GENERAL NOTES,unless otherwise noted: f��f 1.Builder and erecbon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 I?E Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L.1 3.Additional temporary the er to insure stability during construction • is the responsibility of the erector.Additional permanent bracing of 2'r,in and at 10'o n such as unless braced throughout their length by �,:.�•.' C20 sheathing such as pywood aired here s own tlrywall(BC). DATE: 8/1/2014 the overall structure is the responsibility of the building designer. 3.2z 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. A-OREGON SEQ. : 6015324 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design bads be applied to any component, and are for"dry condition"of use. 14, TRANS I D: 4 04996 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bashing at all supports shown.Shim or wedge ifT- latzication,handling,shipment and installation o1 components. necessary. 7 /��R n �L .Design assumes adequate drainage is provided. rl 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I III II II(III I II III I IIII I IIIIII TPWJTCA in SCSI.copies of which will be furnished upon request. Dies coincide with joint center Ones. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 27 2-5=(-45) 45 5-3=(-314) 160 BC: 2x4 KDDF 418BTR SPACED 24.0' O.C. 2-3=(-84) 73 5-6=(-59) 56 3.6=( -40) 39 WEBS: 2x4 KDDF STAND 3-4=(-53) 52 6-4=( -91) 70 LOADING TC LATERAL SUPPORT <- 12'013. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. LON. OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -691 324V -27/ 79H 3.50' 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 10.7' -45/ 415V 0/ OH 5,50' 0.62 KDDF ( 625) Connector plate prefix designators: 8'- 8.0' -24/ 133V 0/ OH 5.50' 0.21 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net -5 sf) uplift at 24 'oc s acro . For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR IOPSF 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 CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.019" @ 2'- 3.6' Allowed = 0.252" MAX TC PANEL TL DEFL = -0.027' @ 2'- 3.6' Allowed = 0.378" 5-00-08 3-07-08 MAX TC PANEL LL DEFL = 0.008" @ 7'- 1.4' Allowed = 0.210' MAX TC PANEL TL DEFL = 0.007' @ 7'- 1.4' Allowed = 0.315' 12 3.00 MAX HORIZ. LL DEFL = -0.001" @ 8'- 4.5' MAX HORIZ. TL DEFL = -0.001" @ 8'- 4.5' NOTE:Design assumes moisture content does M-1.5x3 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads _ in the plane of the truss only. 0 N V 2 Cl) 1 �G k 51 ♦6 O M-3x4 M-1.5x3 M-3x4 4-10-12 3-09.04 1-00 IPROVIDE FULL BEAR ING•Jts:2_,5_,_6) 8.08 o PROFFs JOB NAME : J - 1845 STONE BRIDGE - B4 Scale: 0.5495 WARNINGS: GENERAL NOTES,unless othervnse noted: " Z17 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual 92 PE Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown«, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o n respectively as plywood y unless braced throughout their length by the overall structure is the responsibility of the building designer. continuous sheathing such as acing re aired here s and/or dfywall(BC).DATE: 8/1/2014 P N 9 9 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. -y OREGON SEQ. : 6015325 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L design bads be applied to any component. and are for"dry condition"of use. �O 9 y y 4 TRANS I D: 404996 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 fabrication,handling,shipment and installation of components, 7necessary. .Design assumes adequate drainage is provided. 1"5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center VIII I III VIII VIII I III 11111111111111 I i III I III TPIMI'rCA to SCSI,copies of which will be furnished upon request. lies coincide with joint center tines. ' 9.Dtgtts indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 V TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-5=(-45) 45 5-3=(-314) 160 BC: 2x4 KDDF 418BTR SPACED 24.0' O.C. 2-3=(-84) 73 5-6=(-59) 56 3.6=( -40) 39 WEBS: 2x4 KODF STAND 3-4=(-53) 52 6.4=( -91) 70 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. MON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 01- 0.0' -691 324V -27/ 79H 3.50' 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 10.7' -451 415V O/ OH 5.50' 0,62 KDDF ( 625) M-1.5x4 or equal at non-structural a'- 8.0' .241 133V 0/ OH 5.50' 0.21 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '" For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desion checked for net(-5 sf) uplift at 24 'oc s ac in Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0,100" M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' 5-00-08 3-07-08 MAX TC PANEL LL DEFL = -0.019" @ 2'- 3.6' Allowed = 0.252' MAX TC PANEL TL DEFL = -0.027" @ 2'- 3.6' Allowed = 0.378' MAX TC PANEL LL DEFL = 0.008" @ 7'- 1.4" Allowed = 0.210' 12 MAX TC PANEL TL DEFL = 0.007" @ 7'- 1.4" Allowed = 0.315' 3.00 0 MAX HORIZ. LL DEFL = -0.001" @ 8'- 4.5" MAX HORIZ. TL DEFL = -0.001" @ 8'- 4.5' NOTE:Design assumes moisture content does M-1.50 not exceed 19% at time of manufacture, M-3x5 Design conforms to main windforce-resisting system and components and cladding criteria. M-3X4 M-1.5x4 - Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-3X5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x4 -' o Truss designed for 42 outlookers. 2x4 let-ins M-3x5 N of the same size and grade as structural top chord. Insure tight fit at each end of let-in. v outlookers must be cut with care and are permissible at inlet board areas only. C� 5i .. 6 0 M-3x4 M-1.5x3 M-3x4 y � � 4-10-12 3-09-04 1-00 IPROVIDE FULL BEARING•Jts:2 5 6 8-08 cED PR on F� JOB NAME : J - 1845 STONE BRIDGE - B5 �� G,N� s, Scale: 0.5329 �\ �� WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Bwlder 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 �- _ 92 PE Truss B5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporabon of component is the responsibility of the building designer. " 2.Design assumes the top and bottom chords to be laterally braced at -,`...- DE S. t$Y: LJ 3.Additional temporary f the er to insure stability rm ng construction '7 is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o n respectively unless braced throughout their length). continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), n.. DATE: 8/1/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ c 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. OREGON SEQ. : 6015326 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry concibon'of use. TRANS I D: 404996 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 ry - necessary. E+4 R i l:L Vv fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III II II I III I II III I III IIII III TPINJTCA in SCSI,copies of which will be furnished upon request. Gies coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ine./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIII�IIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0' [CONO, 2: Design checked for net -5 sf) uplift at 24 'oc s acin TC: 2x4 KDDF p1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 2BTR SPACED 24.0' O.C. NOTE:Design assumes moisture content does WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT — 12'OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vertical members (tion), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. M,6120HS,1118HS,M16 = MiTek 61T series Note:Truss design requires continuous — BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 i 12 ` 3.00 7- M-3x6 3 M-1.5x3 / CV O CV CD _ C? 1 O 2 M-5x6 4 M-1.5x3 1-08 6-00 PR oF�s JOB NAME : J - 1845 STONE BRIDGE - 01 5�` r31,N si _ Scale: 0.6108 ��� �N�// $q (�2 WARNINGS: GENERAL NOTES,unless otherwise noted g2 PTE, 9r 1.Builder and erection contractor should be advised of a6 General Notes 1.This design is based only upon the parameters shown and is for an individual QZ Truss: C1 I 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. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). DATE: 8/1/2014 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. -y OREGON ((/ SEQ. : 6015327 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G '✓/ � design loads be applied to any component. and are for"dry condilion"of use. �O '9 y y 4 2� —�.. TRANS I D: 404996 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 �Q. fabrication,handling,shipment and installation of components, necessary. MFS n I1 ` 7.Design assumes ca equate drainage is provided. fl 0- 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 II I I III II II I III I II III I III IIII III TPINJTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size p plate cinches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1711,ESR-1988(MiTek) EXPIRES:12/31/2015 i IIIIIIIIIIIIII This design prepared from computer input by ip LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF qt&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 46 2.5=(-36) 49 2-3=(-485) 271 BC: 2x4 KODF qt&BTR SPACED 24.0" O.C. 2.3=(-231) 431 4.5=(-1BO) 133 WEBS: 2x4 KDDF STAND 3.4=( -61) 56 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 0-00-00 01- 0.0" -110/ 502V -22/ 67H 5.50" 0.80 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0' -28/ 238V 0/ OH 5.50' 0.38 KDDF ( 625) OVERHANGS: 20.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desion checked for net(-5 sf) uplift at 24 'oc s acin Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ -1'- 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.085' @ 1'- 10.6' Allowed = 0.254' 1-11-08 4-00-08 MAX TL CREEP DEFL = -0.112" @ 1'- 10.6" Allowed = 0.339' 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 10.3" 3.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 10.3" NOTE:Design assumes moisture content does not exceed 191 at time of manufacture. Design conforms to main windforce-resisting M-1.50 system and components and cladding criteria. q Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), I. load duration factor=1.6, ii Truss designed for wind loads in the plane of the truss only. M-3x4 3 N 0 N O 1 C) II 21 5 M-3x6 M-1.5x3 � L L 1-08 6-00 P R(��E JOB NAME : J - 1845 STONE BRIDGE - C2 scale: 0.6210 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 92 W P E Truss C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure Additional during construction 2'o.c.and at to'o.c.respectively unless braced throughout their length by DES. BY: LJ s the responsibility of the erector.Additional permanent braang of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n DATE: 8/1/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L GREG©N� 4.No toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `V S E Q. : 6015328 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �t design loads be applied to any component. and are for"dry condition"of use. TRANS ID: 404996 5.CompuTrus has no control over and assumes no responsibility for the 8.�ecessa assumes full bea ng at all supports shown.Shim or wedge if p �} fabrication,handling,shipment and installation of components. 7.Dry' t;, Design assumes adequate d rainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bothoth facc es of truss,and placed so their center 11111110111111111111111111111111111111111 I I I II I ��I I II I II I II TPIMlrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint p center Imes. 9 Digits indicate size of plate in inches. MiTek USA,In C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I III I IIII This design prepared from computer input by ip LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 46 2-5=(-222) 666 2-3=(-916) 272 6-4=(-141) 100 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-168) 328 5-6=(-227) 659 5-3=( 0) 225 WEBS: 2x4 KDDF STAND 3-4=( -78) 69 3-6=(-701) 205 LOADING 3-4=( -78) 69 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -124/ 644V -35/ 103H 5.50" 1,03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 101- 0.0' -53/ 412V 0/ ON 5.50" 0.66 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 sf) uplift at 24 'oc s acro Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 _ C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.017" @ 4'- 10.3" Allowed = 0.454" MAX TL CREEP DEFL = -0.034" @ 4'- 10,3' Allowed = 0.606" MAX HORIZ. LL DEFL = 0.005' @ 9'- 8.5' MAX HORIZ. TL DEFL = 0.008' @ 9'- 8.5' 4-10-04 5-01-12 NOTE:Des>.gn assumes moisture content does 12 not exceed 19% at time of manufacture. 3.00 Design conforms to main windforce-resisting M-3X4 system and components and cladding criteria. 4 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. M-4x12 3 N O M-1.5x3 M co 0 1 Fi -- CkA -- 25 6 M-3x6 M-1.5x3 M-3x4 4.10-04 5-01.12 i > � 1-08 10-00 PROFFs JOB NAME : J - 1845 STONE BRIDGE - D1 Scale: 0.4877 �S� �N`IN Yp 19/ WARNINGS: GENERAL NOTES,unless otherwise noted. �ry 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 G ttt���L Truss: D1 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 budding designer. 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. DATE: 8/1/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be app ad to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �}� `V SEQ. : 6015329 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. Q y 4 2 '{" 6 Design assumes full bearing at all supports shown.Shim or wedge if �P TRANS I D: 404996 5.CompuTrus has no control over and assumes no responsibility for the necessary. r t� fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. �i R r7I O 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 III III IIII III I III II II(IIII IIII III TPIA JTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Diga size of plate in inches. - MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10. s coincide For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WA/DDFIC -1.00 V TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 q BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 1-2=( 0) 46 2-6=(-224) 624 2.3=(-1015) 319 WEBS: 2x4 KDDF STAND 2-3=(•230) 412 6-7=(•229) 617 6.4=( 0) 221 3-4=(-668) 86 4.7=( -658) 207 LOADING 4-5=( .71) 71 7.5=( -162) 100 TC LATERAL SUPPORT - 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. LON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG AREA LETINS: 2.00-00 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0' -124/ 644V -35/ 103H 5.50' 1.03 KDDF ( 625) OVERHANGS: 20.0" 0.0" 101- 0.0' -53/ 412V 0/ OH 5.50' 0.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,GN18 (or no prefix) = CompuTrus, Inc COND. 2: Design checked for net(-5 sf) uplift at 24 'oc s acin . M,M20HS,M18HS,M16 = MiTek MT series BOTTOM.CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.019" @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = -0.031" @ 4'- 10.3' Allowed = 0.454' MAX TL CREEP DEFL = •0.059" @ 4'- 10.3" Allowed = 0.606" MAX HORIZ. LL DEFL = 0.004' @ 9'- 8.5' 1-11-08 3-00-08 5-00 MAX HORIZ. TL DEFL = 0.007' @ 9'- 8.5' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 3.00 Design conforms to main windforce-resisting M-1.5X3 system and components and cladding criteria. 5 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. a N M-3x4 o 3 00� -- 0 1 0 I LA 2 6 +f M-3x6 M-1.5x3 M-3x4 � I I 4-10-04 5-01-12 1-08 10-00 JOB NAME : J - 1845 STONE BRIDGE - D2 - - _-- -- _ Scale: 0.4784 /(N( /y7py_q sD2 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 92- P E r Truss: D2 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 designee ` 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at te'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/1/2014 he 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 contractoSEQ. : 6015330 r. y. OREGON, (V steners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y �� design loads be applied to any component. and are for"dry condition"of use. / '9 TRANS I D: 404996 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 fabrication,handling,shipment and installation of components. necessary. T- 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. III III I II II II III 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Ni EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 46 2-5=(-222) 666 2-3=(-916) 272 6-4=(-141) 100 - BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. 2.3=(-168) 328 5-6=(-227) 659 5.3=( 0) 225 WEBS: 2x4 KDDF STAND 3-4=( -78) 69 3-6=(-701) 205 LOADING 3-4=( -78) 69 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0' 0.0' 01- 0.0' -1241 644V -35/ 103H 5.50' 1.03 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 101- 0.0' -531 412V 0l OH 5.50' 0.66 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND 2: Design checked for net(-5 sf uplift at 24 'oc s acin VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ -1'- 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = -0.017' @ 4'- 10.3' Allowed = 0.454' MAX TL CREEP DEFL = -0.034' @ 4'- 10.3' Allowed = 0.606' MAX HORIZ. LL DEFL = 0.005' @ 9'- 8.5' ` 4-10-04 5-01-12 MAX HORIZ. TL DEFL = 0.008' @ 9'- 8.5' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 3.00 Design conforms to main windforce-resisting M-3x4 system and components and cladding criteria. 4 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 tactor=1.6, Truss designed for wind loads M-402 in the plane of the truss only. 3 0 M-1.5x3 co a c� co C.:' 1 -- Cl II -- M-3x6 M-1.50 M-3x4 4-10-04 5-01-12 L � 1 1-08 10-00 ��Eo PROFEs JOB NAME : J - 1845 STONE BRIDGE - D3 �� G1 s, Scale: 0.4877 � lG� /',�A 0 WARNINGS: GENERAL NOTES,unless otherwise noted: , 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 92 (/PTE Truss: D3 i and Warnings before construction commences. building component.Applicability of design parameters and proper 1 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 during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1o'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/1/2014 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. -y OREGONSEQ. : 6015331 �(/ teners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L- +\�` design loads be applied to any component. and are for"dry condition"of use. �O -7 P 1 4, Z13 TRANS I D: 404996 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 fabrication,handling,shipment and installation of components. necessary. �`R' 7.Design assumes adequate drainage is provided. N 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placad so he center (II I I III III I III II II IIII IIITPIMfTCA in SCSI,copies of which will be furnished upon request, lines coincide wjoint center knee. - 1 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0' ICOND. 2: Design checked for net(-5 sf) uplift at 24 'oc s acin , TC: 2x4 KDDF 018BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KODF N18BTR SPACED 24.0' O.C. NOTE:Design assumes moisture content does WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12'OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. LION. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1,5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vertical members (uon). load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads Connector plate prefix designators: REDUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP be wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09 6.09 12 12 8.00[7 M-4x10 8.00 3 7. M-1.5x3 M-1.50 a co m I? - _ o o 6 M-5x6 M-1.50 M-5x6 6-09 6.09 0.10 13-06 0-10 JOB NAME : J - 1845 STONE BRIDGE - E1 ° PROFFs Scale: 0.4209 �� ���j _r i r - -- l7' WARNINGS: GENERAL NOTES,unless othervase 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 92 i?E Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. ' 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional res temporary the er to insure stability rmng construction ....�-^) DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'hin suchrespectivelyply unless braced throughout their length). " . the overall structure is the responsibility of the building designer. continuous sheathing such as plywood aired in ere s and/or drywall(BC1. DATE: 8/1,12014 P ry 9 9 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. "y A�OREGON SEQ. : 6015332 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 404996 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 �yQ. fabrication,handling,shipment and installation of components. necessary. r n'S VV 7.Design assumes adequate drainage is provided. r.: rl l.. 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 III I I I III III III I II I III I II TPIMfrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. - 9.Digits indicate size of plate in inches. Mi Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10,For basic connector plate design values see ESR-1311,ESR.1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS 13-06-00 GIRDER SUPPORTING 42-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.DO TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=(-6968) 1554 1. 6=(-1170) 5344 6. 2=( -542) 2522 BC: 2x8 KDDF 416BTR 2. 3=(-4924) 1146 6- 7=(-1158) 5280 2- 7=(•1614) 414 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4924) 1146 7- 8=(-1158) 5280 7- 3=(-1208) 5202 2x6 KDDF 42 A; LL = 25 PSF Ground Snow (Pg) 4. 5=(-6968) 1554 8. 5=(-1170) 5344 7- 4=(-1614) 414 2x4 KDDF STUD 8 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 01- 0.0" TO 131- 6.0" V 4- 8=( -542) 2522 BC UNIF LL( 500.0)+DL( 360.0)= 860.0 PLF 0'- 0.0" TO 13'- 6.0" V TC LATERAL SUPPORT <= 12"OC. UON. BEARINGMAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -1402/ 6237V -97/ 97H 5.50' 9.98 KDDF ( 625) Connector plate prefix designators: 13'- 6.0' -1402/ 6237V 0/ OH 5.50" 9.98 KDDF ( 625) C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP M,M20HS,M16HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 sf) uplift at 24 'oc s acin . ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Jain together 2 ply with 3'x.131 DIA GUN MAX LL DEFL = -0.046' @ 6'- 9.0' Allowed = 0.629' nails staggered at: MAX TL CREEP DEFL = .0.092' @ 6'- 9.0' Allowed = 0.839' 9' oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. LL DEFL = 0.012" @ 13'- 0.5" 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.020' @ 13'- 0.5' NOTE:Design assumes moisture content does f 6-09 f 6-09 I' not exceed 19- at time of manufacture. 3-09 3-00 3-00 3.09 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 M-4X6 8.00 (All Heights), Enclosed, Cat.2, Exp.6, 11WFRS(Dir), 4.0" load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. 3. ' M-3x6 M-3x6 a B M-8x14 M-8x14 o (D I I co o oL 1' 6 7 8 5 o M-300 M-800 M-3x10 3-07-04 3.01-12 3-01-12 3-07-04 I. L 13-06 WEDGE REQUIRED AT HEEL(S). PROFEs JOB NAME : J - 1845 STONE BRIDGE - E-GIRD GI s, Scale: 0.3440 \� l�N�1l 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 92 P E Truss: E-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3 Additional temporary bracing to insure stability during construction ^'"9 is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'on respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). A. DATE: 8/1/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `Y. 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. OREGON ��(/ SEQ. : 6015333 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, \ design bads be applied to any component. and are for"dry condition"of use.6, y 4 TRANS I D: 404996 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ill beanng at all supports shown.Shim or wedge d V - necessaR R C: f'S lry. � 1 V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II III I I I I I IIIII I II III III TPIANiCA 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 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by JP LUBBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' GOND. 2: Desi n checked for net -5 sf) uplift at 24 'oc s acin TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF g18BTR SPACED 24.0' O.C. NOTE:Oesign assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main win dforce-resisting BC LATERAL SUPPORT <= 12'OG. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note: Out looker truss. Upper top chords require same material as structural top chord. Connect with M-3x6+ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. min typical 36'oc (uon). Gable end trusson continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 20-00 20-00 I 10-06-03 9-05-13 9-05-13 10-06-03 12 M-4,x8+ 12 4.00 D a 4.00 M-3x5(S) M-3x5(S) M-3x6+ �� M-3x6+ co 1 o C), 40 6 5 M-3 x 5(S) 20-00 20-00 1-08 40-00 1-08 PROFFs JOB NAME : J - 1845 STONE BRIDGE - F1 �� GIN Scale: 0.2049 � (GN Q� WARNINGS: GENERAL NOTES,unless otherwise noted: ��� �/ i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 2 P E Truss F1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.is the res temporary tinder to insure stability p during construction 2'o.c.and at 10'o.c.respecbvely unless braced throughout their length by is the responsibility of the erector.Atltlioonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). DATE: 8/1/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r 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. -f7 -OREGON SEQ. : 6015334 lasleners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, li +/ N design loads be applied to any component. and are for"dry condition"of use. �/., '9 y' .� Y nL� A-•�.. TRANS I D: 404996 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 fabrication,handling,shipment and installation of components. necessary. n'` 7.Design assumes adequate drainage is provided. rl 4- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed sa their center VIII I III II II I III VIII IIIIIIIII IIII IIII TPINJTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center tines 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/3172015 - III IIII IIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 60 2.10=(-1259) 3328 2- 3=(-3403) 1308 BC: 2x4 KDDF ff1&BTR SPACED 24.0' O.C. 2- 3=( -563) 359 10-11=(-1095) 2998 3-10=( -151) 218 WEBS: 2x4 KDOF STAND 3- 4=(-3442) 1359 11-12=(-1129) 2998 10- 4=( 0) 451 LOADING 4- 5=(-2508) 1122 12- 8=(-1293) 3328 4-11=( -856) 485 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2508) 1122 11- 5=( -408) 1193 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3442) 1359 11- 6=( -856) 485 TOTAL LOAD = 42.0 PSF 7- 8=( -563) 359 6-12=( 0) 451 OVERHANGS: 20.0" 20.0' 8- 9=( 0) 60 12- 7=( -151) 218 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7- 8=(-3403) 1309 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Ll,M20HS,M18HS,Ml6 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0" -280/ 1870V -107/ 107H 5.50" 2.99 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 40'- 0.0" -280/ 1870V 0/ OH 5.50" 2.99 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net -5 sf) uplift at 24 'oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.281' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.534" @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.022" @ 41'• 8.0" Allowed = 0.167' MAX TL CREEP DEFL = •0.021" @ 41'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.096' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.157' @ 39'- 6.5' NOTE:Design assumes moisture content does not exceed 1956 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 20-00 20-00 I Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 6-05-15 6-10.01 6.08 6-08 6-08 6-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 1--- M-46 a 4.00 M-5x8(5) 54 M-5x8(S) 0.25 3.0" 0.25" 4 s M-3x8 M-3x8 3 + 7 M-1.50 M-1.50 c m o 2 10 11 12 8 0 M-5x6 M-3x4 0.25" M-3x4 M-5x6 M-5x8(5) i 10-00 10-00 10-00 10-00 1-08 40-00 1-08 �E0 PROFFs JOB NAME : J - 1845 STONE BRIDGE - F2 G(N� s, Scale: 0.1549 \ �N O WARNINGS: GENERAL NOTES,unless otherwise noted: 92 PE 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: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2x4 compression web bracing must be installed where shown*. Incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced al 3.Additional temporary bracing to insure stability during construcllon DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless braced throughout they length by ). continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ray. DATE: 8/1/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON l 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6 015 33 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use.TRANS I D: 404996 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 tyP fabrication,handling,shipment and installation of components. necessary.7.Design assumes adequate drainage is provided. C 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 ` II III II I III II II VIII IIII IIII III TPIMfrCA 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 7.6.6(1L)-E M For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII IIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1✓18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 9=(-652) 3305 2- 3=(-3395) 701 7- 8=(-3082) 541 BC: 2x4 KDDF 418BTR SPACED 24.0' O.C. 2. 3=( -561) 230 9-10=(-544) 2969 3- 9=( -152) 186 WEBS: 2x4 KDDF STAND 3- 4=(-3417) 674 10.11=(-520) 2933 9- 4=( 0) 456 LOADING 4. 5=(-2477) 566 11- 8=(-641) 3197 4.10=( -856) 268 TC LATERAL SUPPORT - 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2476) 576 10- 5=( -185) 1176 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3343) 674 10- 6=( -818) 257 TOTAL LOAD = 42.0 PSF 7- 8=( -462) 233 6-11=( 0) 419 OVERHANGS: 20.0• 0.0' 11- 7=( -105) 176 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,MI8HS,MI6 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 01- 0.0' -281/ 1866V -97/ 108H 5.50" 2.99 KDDF ( 625) For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 39'- 9.0' -210/ 1669V 0/ OH 5.50' 2.67 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Desion checked for net(-5 sf) uplift at 24 "oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = -0.255' @ 20'- 0.0' Allowed = 1.942' MAX TL CREEP DEFL = -0.515' @ 20'- 0.0' Allowed = 2.589' MAX HORIZ. LL DEFL = 0.092' @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.153' @ 39'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, 20-00 19-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6-05-15 6-10-01 6-08 6-07 6-07 6.07 Truss designed for wind loads in the plane of the truss only. 12 12 4.00 C---- M-4x6 a 4.00 M-5x8(S) 54 M-5X8(S) 0.25" 3.0" 0.25" 4 6 M-3x83 -Z M-4x4 M-1.50 M-1.5x3 co 0 1 o 2 9 1 11 g.+ . M-5x6 M-3x4 g.25" M-3x4 M-6x8 M-5x8(S) I 1 ,l 11 9-11-04 10-00-12 9-09-12 9-11-04 1-08 39-09 JOB NAME : J - 1845 STONE BRIDGE - F3 WED G1IN, Fs Scale: 0.1645 �C1�j �/ d10 WARNINGS: GENERAL NOTES,unless otherwise noted: Sr%' • C -v-ff� 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 92 C F E ti' Truss: I 3 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'0.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/1/2014 P ty 9 9 3.2x Impact bridging of lateral bracing 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. OREGON SEQ. : 6015336steners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �L design loads be applied to any component. and are for"dry condition"of use. / ,7 Y ZQ TRANS I D: 404996 S. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4, + � fahnecessary. rication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. �.• 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ` VIII I II II II I III I II II II VIII II I III TPI/VJTCA in SCSI,copies of which will be furnished upon request, dings coincide with joint center lines. 9.F Digits indicate size p late in inches. � MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31(2015 -