Modular Shear Connection2
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5/18/2018 ModularShearConnection2-slidepdf.com http://slidepdf.com/reader/full/modular-shear-connection2 1/22 CALCULATION SHEET PROJECT: #REF! JOB NO.: #REF! BY: Robert Krumpen CHECKED: #REF! CALC NO.: #REF! DATE: 2Feb" DATE: #REF! $HEET RE%: #REF! $HEET NO.: Err:&"2 $'BJECT: #REF! ### #$Typ Comments Properties Beam: Column Connecting Angles: W27x194 W14x90 L4x4x3/4 50 ksi 50 ksi 50 ksi 65 ksi 65 ksi 65 ksi d = ### in d = ### in ### in ### in ### in ### in ### in ### in ### in ### in ### in 30.0 in k = ### in k = ### in k = ### in ### Loads V = 115 Limit States Beam Web: Beam Web to Weld: Double Angles: 1- Shear Yield ### 1- Shear ### 1- Shear Yield ### 2- Shear Rupture ### 2- Shear Rupture ### 3- Bending ### Geometry 0.5 in 1.75 in 4.0 in F y = F y = F y = F u = F u = F u = d a = t w = t w = t a = b f = b f = b a = t f = t f = l a = S x = in 3 k Gap Between Beam and !lumn " g $ %&pi'al (dge )i*tan'e "d e $ +a,imum Beam Seat Bearing ength " N $ !nne'ti!n +ar (1/ 3 S)(S Beam l t d a V N g Beam Seat g kl
description
Shear Connection
Transcript of Modular Shear Connection2
Typ 1CALCULATION SHEETPROJECT:0JOB NO.:0BY:Robert KrumpenCHECKED:0CALC NO.:0DATE:28-Feb-04DATE:31-Dec-99SHEET REV:0SHEET NO.:0SUBJECT:087'C:\Documents and Settings\rpkrumpe\Desktop\[Modular Shear Connection2.xls]Sheet1'!$Y$9079C:\Documents and Settings\rpkrumpe\Desktop\[Modular Shear Connection2.xls]Typ 10Typ 10070C2055CommentsPropertiesBeam:ColumnConnecting Angles:W27x194W14x90L4x4x3/4Fy=50ksiFy=50ksiFy=50ksiFu=65ksiFu=65ksiFu=65ksid =28.1ind =14.0inda =4.0intw=0.75intw=0.44inta=0.75inbf =14.0inbf =14.5inba=4.0intf =1.34intf =0.71inla =30.0ink =2.06ink =1.38ink =1.13inSx=2.8in3LoadsV =115kLimit StatesBeam Web:Beam Web to Weld:Double Angles:1-Shear YieldOK1-ShearOK1-Shear YieldOK2-Shear RuptureOK2-Shear RuptureOK3-BendingOK1.4814814815GeometryGap Between Beam and Column (g)=0.5inTypical Edge Distance (de) =1.75inMaximum Beam Seat Bearing Length (N)=4.0inSHEET NO.:00$Y$43SUBJECT:0Shear Yield of Beam at Double Angles(AISC-ASD F4 Ref 3)FV=0.40Fydtw=0.40x50ksix28.1inx0.75in=422k>V=115kOKShear Rupture of Beam at Double Angles(AISC-ASD J4 Ref 3)FV=0.30FuAnNet Area (An) = (d)tw =(28.1in)x0.75in=21.1in2FV=0.30x65ksix21.1in2=411k>V=115kOK21525Beam Web to Double Angle Weld(AISC ASD 4-73, Ref 3)Min Fillet Weld Size (D) =3/8inFEXX =70ksiLength of Welds (l) = la =30.0inEffective length (le) = l -1a=30.0in-1x0.38in=29.6inEccentricity of Load (al) =la/2+ g + N/2al=30.0in/2+0.5in+4.0in/2=17.5ina =0.59kl=da =4.0ink=0.14Coefficient from Weld Group Table (Co)=0.64(ASD Table XX, Ref 3)colxAllowable Weld Capacity (Rw) = nCoC1lD20.200.100.200.10knumber of weld groups (n) =2row0.600.600.500.50aCoefficient for Electrode used (C1)=1100.660.610.730.695cRw=2x0.64x1x29.6inx6=225.7905316456k>V=115kOK0.630.71cShear Yield of Double Angles at Beam(AISC ASD F4-1, Ref 3)FV=2x0.40FydataOKFV=2x0.40x50ksix4.0inx0.75in=120k>V=115kShear Rupture of Double Angles at Column(AISC-ASD J4 Ref 3)FV=0.30FuUAnNet Area Coefficient (U)=1.00(AISC-ASD B3 Ref 3)Net Area (An)=2data =2x4.0inx0.75in=6.0in2FV=0.30x65ksix1.00x6.0in2=117k>V=115kOKSHEET NO.:00$Y$71SUBJECT:0Allowable Bending of Clip Angles along bolt lineAllowable Bending (FB)=0.75FyS / (l /2)Effective Bending Length (l)=g+ N/2l=0.5in+4.0in/2=2.5inNet Section Modulus (S)=2Sx=2x2.8in3=5.62in3FB=0.75x50ksix5.62in3/(2.5in/2) =169k>V=115kOKSummaryConnection :Angle to Column Connection:L4x4x3/4Bolt Diameter (db)=0.00inFy=50ksiBolt Type =0Fu=65ksiNumber of Rows(n)=0Beam:Bolt spacing (sb) =0.0inW27x194Angle Bolt Hole (dh) =0.00inBeam Bolt Hole (dh) =0.00inAngle to Beam Connection:Fillet Weld Size (D)=0.00inNo. of welds (n) =0FEXX =0ksiLoads:Vertical Shear (V) =115k
Connection Mark E19??lVBending analogyAnglesltdaVNgBeam SeatglaVe3 SIDESBeamltdaVNgBeam SeatColumnglakl
Typ 2CALCULATION SHEETPROJECT:0JOB NO.:0BY:Robert KrumpenCHECKED:0CALC NO.:0DATE:28-Feb-04DATE:31-Dec-99SHEET REV:0SHEET NO.:0SUBJECT:087'C:\Documents and Settings\rpkrumpe\Desktop\[Modular Shear Connection2.xls]Sheet1'!$Y$9079C:\Documents and Settings\rpkrumpe\Desktop\[Modular Shear Connection2.xls]Typ 20Typ 20070C2055CommentsPropertiesBeam:ColumnConnecting Angles:W27x194W14x90L4x4x3/4Fy=50ksiFy=50ksiFy=50ksiFu=65ksiFu=65ksiFu=65ksid =28.1ind =14.0inda =4.0intw=0.75intw=0.44inta=0.75inbf =14.0inbf =14.5inba=4.0intf =1.34intf =0.71inla =34.0ink =2.06ink =1.38ink =1.13inSx=2.8in3LoadsV=200kComponent of the Load taken by the Coped Beam(V')=84kbased on capacity of connection at copeComponent of the Load Taken by the Angles (Va) = V-V' =200k -83.90628125k =116.09371875kLimit StatesAngle to Web at Cope Weld:Beam Web at Cope:Beam Web:Double Angles:1-ShearOK1-Shear YieldOK1-Shear YieldOK1-Shear YieldOK2-Shear RuptureOK2-Shear RuptureOK2-Shear RuptureOK3-BendingOKBeam Web to Weld:3-BendingOK1.48148148151-ShearOKGeometryGap Between Beam and Column (g)=0.5inTypical Edge Distance (de) =1.75inMaximum Beam Seat Bearing Length (N)=4.0inDepth of Coped Beam Web (d') =7.0inLength of Angle at Cope (l') =8.0inSHEET NO.:00$Y$46SUBJECT:0Angle to Beam Web Weld at Cope(AISC ASD J2, Ref 3)Weld Material Properties:Min Fillet Weld Size (a) =3/8inFEXX =70ksinumber of welds (n) =2Length of Welds (l) =l' =8.0inAllowable Weld Capacity (rw)=nte(0.30FEXX)Effective length (le) = l -1a=8.0in-1x0.38in=7.6inEffective thickness (te) =0.707x0.38in=0.27inRw = nte(0.30FEXX)le=2x0.27in(0.30x70ksi)x7.6in=85kRw=85k>V'=84kOKShear Yield of Beam at Cope(AISC-ASD F4 Ref 3)FV=0.40Fyd'tw=0.40x50ksix7.0inx0.75in=105k>V'=84kOKShear Rupture of Beam at Cope(AISC-ASD J4 Ref 3)FV=0.30FuAnNet Area (An) =(d')tw =(7.0in)x0.75in=5.3in2FV=0.30x65ksix5.3in2=102k>V'=84kOKAllowable Bending of Cope Beam along bolt lineConsidered adequateOKShear Yield of Beam at Double Angles(AISC-ASD F4 Ref 3)FV=0.40Fydtw=0.40x50ksix28.1inx0.75in=422k>V=200kOKShear Rupture of Beam at Double Angles(AISC-ASD J4 Ref 3)FV=0.30FuAnNet Area (An) = (d)tw =(28.1in)x0.75in=21.1in2FV=0.30x65ksix21.1in2=411k>V=200kOKBeam Web to Double Angle Weld(AISC ASD 4-73, Ref 3)Min Fillet Weld Size (D) =3/8inFEXX =70ksiLength of Welds (l) = la =34.0inEffective length (le) = l -1a=34.0in-1x0.38in=33.6inEccentricity of Load (al) =la/2+ g + N/2al=34.0in/2+0.5in+4.0in/2=19.5ina =0.58kl=da =4.0ink=0.12Coefficient from Weld Group Table (Co)=0.64colxAllowable Weld Capacity (Rw) = nCoC1lD20.200.100.200.10knumber of weld groups (n) =2(ASD Table XX, Ref 3)row0.600.600.500.50aCoefficient for Electrode used (C1)=1100.660.610.730.695cRw=2x0.64x1x33.6inx6=256.3979330855k>Va=116kOK0.620.70cSHEET NO.:00$Y$86SUBJECT:0Shear Yield of Double Angles at Beam(AISC ASD F4-1, Ref 3)FV=2x0.40FydataOKFV=2x0.40x50ksix4.0inx0.75in=120k>Va=116kShear Rupture of Double Angles at Column(AISC-ASD J4 Ref 3)FV=0.30FuUAnNet Area Coefficient (U)=1.00(AISC-ASD B3 Ref 3)Net Area (An)=2data =2x4.0inx0.75in=6.0in2FV=0.30x65ksix1.00x6.0in2=117k>Va=116kOKAllowable Bending of Clip Angles along bolt lineAllowable Bending (FB)=0.75FyS / (l /2)Effective Bending Length (l)=g+ N/2l=0.5in+4.0in/2=2.5inNet Section Modulus (S)=2Sx=2x2.8in3=5.62in3FB=0.75x50ksix5.62in3/(2.5in/2) =169k>Va=116kOKSummaryBeam:Angle to Beam Weld:W27x194(ASD Table XX, Ref 3)Connection :Fillet Weld Size (D)=0.38inL4x4x3/4No. of welds (n) =2Fy=50ksiLength of Weld (l)=34.0inFu=65ksiFEXX =70ksila =34.0inLoads:Vertical Shear (V) =200k
Connection Mark E19??lVBending analogyAnglesltdaVNgBeam SeatglaVeBeamltdaVNgBeam SeatColumngkld'l'VNggklVaVaald'l'V'V'BeamltdaVNgBeam SeatColumngkld'l'V
bearing SeatCALCULATION SHEETPROJECT:0JOB NO.:0BY:Robert KrumpenCHECKED:0CALC NO.:0DATE:28-Feb-04DATE:31-Dec-99SHEET REV:0SHEET NO.:0SUBJECT:087'C:\Documents and Settings\rpkrumpe\Desktop\[Modular Shear Connection2.xls]Sheet1'!$Y$9086C:\Documents and Settings\rpkrumpe\Desktop\[Modular Shear Connection2.xls]bearing Seat0bearing Seat0070001212CommentsPropertiesBeam:ColumnConnecting Angles:W27x194W14x90L4x4x3/4Fy=50ksiFy=50ksiFy=50ksiFu=65ksiFu=65ksiFu=65ksid =28.1ind =14.0inda =4.0intw=0.75intw=0.44inta=0.75inbf =14.0inbf =14.5inba=4.0intf =1.34intf =0.71inla =34.0ink =2.06ink =1.38ink =1.13inSx=2.8in3LoadsV=200kComponent of the Load taken by the Coped Beam(V')=84kbased on capacity of connection at copeComponent of the Load Taken by the Angles (Va) = V-V' =200k -83.90628125k =116.09371875kLimit StatesAngle to Web at Cope Weld:Beam Web at Cope:Beam Web:Double Angles:1-ShearOK1-Shear YieldOK1-Shear YieldOK1-Shear YieldOK2-Shear RuptureOK2-Shear RuptureOK2-Shear RuptureOK3-BendingOKBeam Web to Weld:3-BendingOK1.48148148151-ShearOKGeometryGap Between Beam and Column (g)=0.5inTypical Edge Distance (de) =1.75inMaximum Beam Seat Bearing Length (N)=4.0inDepth of Coped Beam Web (d') =7.0inLength of Angle at Cope (l') =8.0inSHEET NO.:00$Y$46SUBJECT:0Angle to Beam Web Weld at Cope(AISC ASD J2, Ref 3)Weld Material Properties:Min Fillet Weld Size (a) =3/8inFEXX =70ksinumber of welds (n) =2Length of Welds (l) =l' =8.0inAllowable Weld Capacity (rw)=nte(0.30FEXX)Effective length (le) = l -1a=8.0in-1x0.38in=7.6inEffective thickness (te) =0.707x0.38in=0.27inRw = nte(0.30FEXX)le=2x0.27in(0.30x70ksi)x7.6in=85kRw=85k>V'=84kOKShear Yield of Beam at Cope(AISC-ASD F4 Ref 3)FV=0.40Fyd'tw=0.40x50ksix7.0inx0.75in=105k>V'=84kOKShear Rupture of Beam at Cope(AISC-ASD J4 Ref 3)FV=0.30FuAnNet Area (An) =(d')tw =(7.0in)x0.75in=5.3in2FV=0.30x65ksix5.3in2=102k>V'=84kOKAllowable Bending of Cope Beam along bolt lineConsidered adequateOKShear Yield of Beam at Double Angles(AISC-ASD F4 Ref 3)FV=0.40Fydtw=0.40x50ksix28.1inx0.75in=422k>V=200kOKShear Rupture of Beam at Double Angles(AISC-ASD J4 Ref 3)FV=0.30FuAnNet Area (An) = (d)tw =(28.1in)x0.75in=21.1in2FV=0.30x65ksix21.1in2=411k>V=200kOKBeam Web to Double Angle Weld(AISC ASD 4-73, Ref 3)Min Fillet Weld Size (D) =3/8inFEXX =70ksiLength of Welds (l) = la =34.0inEffective length (le) = l -1a=34.0in-1x0.38in=33.6inEccentricity of Load (al) =la/2+ g + N/2al=34.0in/2+0.5in+4.0in/2=19.5ina =0.58kl=da =4.0ink=0.12Coefficient from Weld Group Table (Co)=0.64colxAllowable Weld Capacity (Rw) = nCoC1lD20.200.100.200.10knumber of weld groups (n) =2(ASD Table XX, Ref 3)row0.600.600.500.50aCoefficient for Electrode used (C1)=1100.660.610.730.695cRw=2x0.64x1x33.6inx6=256.3979330855k>Va=116kOK0.620.70cSHEET NO.:00$Y$86SUBJECT:0Shear Yield of Double Angles at Beam(AISC ASD F4-1, Ref 3)FV=2x0.40FydataOKFV=2x0.40x50ksix4.0inx0.75in=120k>Va=116kShear Rupture of Double Angles at Column(AISC-ASD J4 Ref 3)FV=0.30FuUAnNet Area Coefficient (U)=1.00(AISC-ASD B3 Ref 3)Net Area (An)=2data =2x4.0inx0.75in=6.0in2FV=0.30x65ksix1.00x6.0in2=117k>Va=116kOKAllowable Bending of Clip Angles along bolt lineAllowable Bending (FB)=0.75FyS / (l /2)Effective Bending Length (l)=g+ N/2l=0.5in+4.0in/2=2.5inNet Section Modulus (S)=2Sx=2x2.8in3=5.62in3FB=0.75x50ksix5.62in3/(2.5in/2) =169k>Va=116kOKSummaryBeam:Angle to Beam Weld:W27x194(ASD Table XX, Ref 3)Connection :Fillet Weld Size (D)=0.38inL4x4x3/4No. of welds (n) =2Fy=50ksiLength of Weld (l)=34.0inFu=65ksiFEXX =70ksila =34.0inLoads:Vertical Shear (V) =200kColumn Web Yielding
Connection Mark E19??lVBending analogyAnglesltdaVNgBeam SeatglaVeBeamltdaVNgBeam SeatColumngkld'l'VNggklVaVaald'l'V'V'BeamltdaVNgBeam SeatColumngkld'l'V
7.1.3CALCULATION SHEETPROJECT:0JOB NO.:0BY:Robert KrumpenCHECKED:Adeola AdediranCALC NO.:0DATE:1-Dec-03DATE:17-Dec-03SHEET REV:CSHEET NO.:0SUBJECT:0087'C:\Documents and Settings\rpkrumpe\Desktop\[Modular Shear Connection2.xls]Sheet1'!$Y$9079C:\Documents and Settings\rpkrumpe\Desktop\[Modular Shear Connection2.xls]7.1.307.1.3070D19CommentsGeometric PropertiesBeam:Column:W40x149W14x370Fy=50ksiFy=50ksiFu=65ksiFu=65ksid =38.2ind =17.9intw=0.63intw=1.66inbf =11.8inbf =16.5intf =0.83intf =2.66ink =2.25ink =3.31inFlange Plate:Shear Plate:Fy=50ksiFy=50ksiFu=65ksiFu=65ksitp=0.93ints=0.65inwp =10.5inds =14.2inbs=8.0inLoadsVertical Shear (V) =160kHorizontal Load (H) =20k[SMo=0]:Ve=ClC=Ve/ll =0.66ds+tp =0.66x14.2in+0.93in=10.3ine=bs-N/2 =8.0in-2.9in=5.2inC =160k x5.2in/10.3in=79.8565682997kT = C + H =79.8565682997k+20k =99.8565682997kRequired Bearing Length on Seat Based on Local Web Yielding(ANSI N690 Q1.10.10.1, Ref 2)N = V/(0.66Fytw ) -2.5k>k=160k/(0.66x50ksix0.63in)-2.5x2.25in =2.1inH=20kOKAllowable Bearing at Bolt Holes on Beam Flange(AISC-ASD J3.7 Ref 3)For edge distance not less than 1 1/2dband c. to c. spacing of bolts not less than 3dbFp=1.2Fu(ndbtf)Fp=1.2x65ksi (2x1.25in x0.83in)=162k>H=20kOKAllowable Shear in Bolts at Flange Plate(AISC-ASD Table J3.2 Ref 3)Fb=nFvAb =2x21ksix1.23in2=52k>H=20kOKAllowable Bearing at Bolt Holes on Flange Plate(AISC-ASD J3.7 Ref 3)For edge distance not less than 1 1/2dband c. to c. spacing of bolts not less than 3dbFp=1.2Fu(ndbtp)Fp=1.2x65ksi(2x1.25in x0.93in)=181k>H=20kOKSHEET NO.:00$Y$88SUBJECT:0Block Shear of Flange Plate(AISC-ASD Vol II 1-15 Ref4)Consider the horizontal plane to be in shear and the vertical plane to be in tensionRBS=0.30AvFu +0.50AtFuEdge Distance (d1)=1.50inNumber of Shear Planes (n1)=2Edge Distance (d2)=1.50inNumber of Tensile Planes (n2) =2Av=n1((nh-1)sh + d1-(n-0.5)dh)tfAv=2x ( (0.00) x0.00in+1.50in-(0.50) x1.38in)x0.93in=1.5in2At=n2(d2-(0.5dh))tpAt=2x (1.50in-(0.5 x1.38in))x0.93in=1.51in2RBS=0.30x1.5in2x65ksi+0.50x1.51in2x65ksi=78.585k>H=20kOKShear Yield of Beam at Beam Seat(ANSI N690 Q1.5.1.2.1, Ref 2)FV=0.40Fydtw=0.40x50ksix38.2inx0.63in=481k>V=160kOKShear Rupture of Beam at Beam Seat(ANSI N690 Q1.5.1.2.2 Ref 2)FV=0.30FuAnNet Area (An) =(d)tw =(38.2in)x0.63in=24.1in2FV=0.30x65ksix24.1in2=469k>V=160kOKBeam Web Crippling(ANSI N690 Q1.10.10.2, Ref 2)When Lend>d/2R = 67.5 tw2[1 + 3 (N/d) (tw/tf)1.5] sqrt(Fytf/tw)=67.5 (0.63in)2[1+3(5.70in/38.2in) (0.63in/0.83in )1.5 ] sqrt (50ksix0.83in/0.63in)R =281.8068707673k>V=160kOKWhen LendT=100kOKTension Rupture of Flange Plate(ANSI N690 Q1.5.1.1 Ref 2)FT=0.50FuAnNet Area (An) = (wp-ndh)tpT=100kOKSHEET NO.:00$Y$132SUBJECT:0Flange Plate to Shear Plate Weld(ANSI N690 Q1.5.3, Ref 2)Weld Material Properties:Min Fillet Weld Size (a) =3/8inFEXX =70ksiLength of Welds (l1)=bs=8.0innumber of welds (n1) =2Allowable Weld Capacity (rw)= te(0.30FEXX)LOverall Effective Length (L) =SnileiEffective length (le1) =l1 -2a=8.0in - 2 x0.38in=7.3inL =2x7.3in=14.5inEffective thickness (te) = 0.707 x0.38in=0.27inRw = te(0.30FEXX)L =0.27in(0.30 x70ksi)x14.5in=81kT=100kOKShear Rupture of Shear Plate at Flange Plate(ANSI N690 Q1.5.1.2.2, Ref 2)FV=0.30FuAnNet Area (An)= (bs)ts = (8.0in)x0.65in=5.2in2FV=0.30x65ksix5.2in2=101k>T=100kOKLocal Buckling of Shear Plate(ANSI N690 Q1.5.1.4.3, Ref 2)bs/tsV=160kOKBearing of Shear Plate at Flange Plate(ANSI N690 Q1.5.1.5.1, Ref 2)Fa=0.9FyLtsL= N +2.5tp=5.7in+2.5x0.93in=8.0in>bs=8.0inFa=0.9x50ksix8.0in x0.7inOKFa=234k>V=160kSHEET NO.:00$Y$167SUBJECT:0Shear Plate to Embed Weld(ANSI N690 Q1.5.3, Ref 2)Weld Material Properties:Min Fillet Weld Size (a) =1/2inFEXX =70ksiLength of Welds (l1)=ds=14.2innumber of welds (n1) =2Allowable Weld Capacity (rw)= te(0.30FEXX)LOverall Effective Length (L) =SnileiEffective length (le1) =l1 -2a=14.2in - 2 x0.50in=13.2inL =2x13.2in=26.5inEffective thickness (te) = 0.707 x0.50in=0.35inRw = te(0.30FEXX)L =0.35in(0.30 x70ksi)x26.5in=196k>V=160kOKSummaryBeam:Beam Flg to Flange Pl Bolts:W40x149Bolt Diameter (db)=1.25inColumn:Bolt Type =ASTM A325 SCW14x370No. of Vert. Rows (nv) =2Flange PlateNo. of Horiz Rows (nh)=1Fy=50ksiNumber of Bolts (n)=2Fu=65ksiVert spacing (sv) =5.5intp=0.9inHoriz spacing (sh)=0.0inwp =10.5inFlange Bolt Hole (dh)=1.38inVertical Shear Plate:Plate Bolt Hole (dh) =1.38inFy=50ksiFlange Plate to Embed:Fu=65ksiFillet Weld Size (D)=0.38ints=0.7inNo. of welds (n) =2ds =14.2inLength of welds (l) =10.5inbs =8.0inFEXX =70ksiLoads:Flange Plate to Shear Plate:Vertical Shear (V) =160kFillet Weld Size (D)=0.38inHorizontal Load (H) =20kNo. of welds (n) =2Length of welds (l) =8.0inFEXX =70ksiShear Plate to Embed:Fillet Weld Size (D)=0.50inNo. of welds (n) =2Length of welds (l) =14.2inFEXX =70ksi
Beam Seats, since bottom loaded, require connection material to stabilize the top flange. See Section 7.3 (Ref 9) for further discussion.dsbsdsbsbsdsVNeTClVbsdsVNeTClVHHVbsdsBeamBeam SeatColumnwpd2d1(nv-1)sv(nh-1)shbfHd2d1(nv-1)sv(nh-1)shwpH(nv-1)sv(nh-1)sh
