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Units system:SI
Current Date:11-09-2020 10:38 AM

Steel connections
Results
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Connection name : DAWC_IS_BCW All bolted

Connection ID : 1V
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Family: Beam - Column web (BCW)

Type: Angle(s)
Design code: IS 800 : 2007

DEMANDS
Description Pu Ru RuLeft Mu
[KN] [KN] [KN] [KN*m]
--------------------------------------------------------------------------------------------------------------------------------------
DL 5.00 25.00 0.00 0.00
--------------------------------------------------------------------------------------------------------------------------------------

GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. value Max. value Sta. References
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Angle
Length [mm] 150.00 150.00 199.00
Lmin = 0.6*hb
= 0.6*250[mm]
= 150[mm]

Lmax = hb - max(dnt, ktop) - max(dnb, kbottom)

= 250[mm] - max(0[mm], 25.5[mm]) - max(0[mm], 25.5[mm])
= 199[mm]

Angle (Beam side)

Vertical edge distance [mm] 40.00 27.00 72.00 Cl. 10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*18[mm]
= 27[mm] Cl. 10.2.4.2

CorrosionExposed ® False
0.5
emax = 12.0*t*((250.0 [MPa])/fy)
0.5
= 12.0*6[mm]*((250.0 [MPa])/250[N/mm2])
= 72[mm] Cl. 10.2.4.3

Horizontal edge distance [mm] 30.00 27.00 72.00 Cl. 10.2.4.2,

Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*18[mm]
= 27[mm] Cl. 10.2.4.2

CorrosionExposed ® False

Page1
 0.5
emax = 12.0*t*((250.0 [MPa])/fy)
0.5
= 12.0*6[mm]*((250.0 [MPa])/250[N/mm2])
= 72[mm] Cl. 10.2.4.3

Vertical center-to-center spacing (pitch) [mm] 70.00 40.00 124.00 Cl. 10.2.3.3
pmin = 2.5*d
= 2.5*16[mm]
= 40[mm]

pmax = min(100 [mm] + 4*t, 300 [mm])

= min(100 [mm] + 4*6[mm], 300 [mm])
= 124[mm] Cl. 10.2.3.3

Angle (Support side)

Vertical edge distance [mm] 40.00 27.00 72.00 Cl. 10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*18[mm]
= 27[mm] Cl. 10.2.4.2

CorrosionExposed ® False
0.5
emax = 12.0*t*((250.0 [MPa])/fy)
0.5
= 12.0*6[mm]*((250.0 [MPa])/250[N/mm2])
= 72[mm] Cl. 10.2.4.3

Horizontal edge distance [mm] 30.00 27.00 72.00 Cl. 10.2.4.2,

Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*18[mm]
= 27[mm] Cl. 10.2.4.2

CorrosionExposed ® False
0.5
emax = 12.0*t*((250.0 [MPa])/fy)
0.5
= 12.0*6[mm]*((250.0 [MPa])/250[N/mm2])
= 72[mm] Cl. 10.2.4.3

Vertical center-to-center spacing (pitch) [mm] 70.00 40.00 124.00 Cl. 10.2.3.3
pmin = 2.5*d
= 2.5*16[mm]
= 40[mm]

pmax = min(100 [mm] + 4*t, 300 [mm])

= min(100 [mm] + 4*6[mm], 300 [mm])
= 124[mm] Cl. 10.2.3.3

Page2
 Beam
Vertical center-to-center spacing (pitch) [mm] 70.00 40.00 127.60 Cl. 10.2.3.3
pmin = 2.5*d
= 2.5*16[mm]
= 40[mm]

pmax = min(100 [mm] + 4*t, 300 [mm])

= min(100 [mm] + 4*6.9[mm], 300 [mm])
= 127.6[mm] Cl. 10.2.3.3

Horizontal edge distance [mm] 35.00 27.00 82.80 Cl. 10.2.4.2,

Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*18[mm]
= 27[mm] Cl. 10.2.4.2

CorrosionExposed ® False
0.5
emax = 12.0*t*((250.0 [MPa])/fy)
0.5
= 12.0*6.9[mm]*((250.0 [MPa])/250[N/mm2])
= 82.8[mm] Cl. 10.2.4.3

Support
Vertical center-to-center spacing (pitch) [mm] 70.00 40.00 130.80 Cl. 10.2.3.3
pmin = 2.5*d
= 2.5*16[mm]
= 40[mm]

pmax = min(100 [mm] + 4*t, 300 [mm])

= min(100 [mm] + 4*7.7[mm], 300 [mm])
= 130.8[mm] Cl. 10.2.3.3

Horizontal center-to-center spacing (gage) [mm] 70.00 40.00 130.80 Cl. 10.2.3.3
pmin = 2.5*d
= 2.5*16[mm]
= 40[mm]

pmax = min(100 [mm] + 4*t, 300 [mm])

= min(100 [mm] + 4*7.7[mm], 300 [mm])
= 130.8[mm] Cl. 10.2.3.3

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Angle (beam side)
Bolt group shear [KN] 57.95 22.39 DL 0.39 Cl. 10.3.3
2
Asb = π/4*d
2
= π/4*16[mm]
= 201.06[mm2]
2
Anb = 0.78*π/4*d
2
= 0.78*π/4*16[mm]
= 156.83[mm2]

Page3
 0.5
Vnsb = fu/(3) *(nn*Anb + ns*Asb)
0.5
= 400[N/mm2]/(3) *(1*156.83[mm2] + 0*201.06[mm2])
= 36.22[kN] Cl. 10.3.3

Vdsb = 2 * (Vnsb/gmb)
= 2 * (36.22[kN]/1.25)
= 57.95[kN] Cl. 10.3.3
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((5[kN]/2 + 1.13[kN*m]*-35[mm]/2450[mm2]) + (25[kN]/2 + 1.13[kN*m]*0[mm]/2450[mm2]) )
= 18.45[kN]
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((5[kN]/2 + 1.13[kN*m]*35[mm]/2450[mm2]) + (25[kN]/2 + 1.13[kN*m]*0[mm]/2450[mm2]) )
= 22.39[kN]

Bolt bearing [KN] 93.30 20.36 DL 0.22 Cl. 10.3.4

kb = min(e1/(3*d0), p/(3*d0) - 0.25, fub/fu, 1.0)
= min(40[mm]/(3*18[mm]), 70[mm]/(3*18[mm]) - 0.25, 400[N/mm2]/410[N/mm2], 1.0)
= 0.741 Cl. 10.3.4

Vnpb = 2.5*kb*d*t*fu
= 2.5*0.741*16[mm]*6[mm]*410[N/mm2]
= 72.89[kN] Cl. 10.3.4

Vdpb = Vnpb/gmb
= 72.89[kN]/1.25
= 58.31[kN] Cl. 10.3.4

Vdpb = 2 * (Vnpb/gmb)
= 2 * (58.31[kN]/1.25)
= 93.3[kN] Cl. 10.3.4
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((0[kN]/2 + 1.13[kN*m]*-35[mm]/2450[mm2]) + (25[kN]/2 + 1.13[kN*m]*0[mm]/2450[mm2]) )
= 20.36[kN]
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((0[kN]/2 + 1.13[kN*m]*35[mm]/2450[mm2]) + (25[kN]/2 + 1.13[kN*m]*0[mm]/2450[mm2]) )
= 20.36[kN]

Shear at gross section [KN] 236.19 25.00 DL 0.11 Cl. 8.4.1,

Cl. 8.4
Av = h*t
= 150[mm]*6[mm]
= 900[mm2] Cl. 8.4.1
0.5
Vng = Av*fy/(3)
0.5
= 900[mm2]*250[N/mm2]/(3)
= 129.9[kN] Cl. 8.4.1

Page4
 Vdg = 2 * (Vng/gm0)
= 2 * (129.9[kN]/1.1)
= 236.19[kN] Cl. 8.4

Shear at net section [KN] 259.06 25.00 DL 0.10 Cl. 8.4

An = t*(h - n1*d0)
= 6[mm]*(150[mm] - 2*18[mm])
= 684[mm2] Cl. 6.3.1
0.5
Vdn = 2 * (An*fu/((3) *gm1))
0.5
= 2 * (684[mm2]*410[N/mm2]/((3) *1.25))
= 259.06[kN] Cl. 8.4

Block tearing [KN] 310.58 25.00 DL 0.08 Cl. 6.4.1

Av = h*t
= 150[mm]*6[mm]
= 900[mm2] Cl. 8.4.1

Avn = t*(h - e1 - (n1 - 0.5)*d0)

= 6[mm]*(150[mm] - 40[mm] - (2 - 0.5)*18[mm])
= 498[mm2] Cl. 6.4.1

IsSingleLineOfBolts ® True

Atn = t*(e2 - d0/2)

= 6[mm]*(30[mm] - 18[mm]/2)
= 126[mm2] Cl. 6.4.1
0.5 0.5
Tdb = 2 * (min(Avg*fy/(3 *gm0) + 0.9*Atn*fu/gm1, 0.9*Avn*fu/(3 *gm1) + Atg*fy/gm0))
0.5 0.5
= 2 * (min(900[mm2]*250[N/mm2]/(3 *1.1) + 0.9*126[mm2]*410[N/mm2]/1.25, 0.9*498[mm2]*410[N/mm2]/(3 *
1.25) + 900[mm2]*250[N/mm2]/1.1))
= 310.58[kN] Cl. 6.4.1

Bolt bearing due to tension [KN] 93.30 2.50 DL 0.03 Cl. 10.3.4
kb = min(e1/(3*d0), p/(3*d0) - 0.25, fub/fu, 1.0)
= min(40[mm]/(3*18[mm]), 70[mm]/(3*18[mm]) - 0.25, 400[N/mm2]/410[N/mm2], 1.0)
= 0.741 Cl. 10.3.4

Vnpb = 2.5*kb*d*t*fu
= 2.5*0.741*16[mm]*6[mm]*410[N/mm2]
= 72.89[kN] Cl. 10.3.4

Vdpb = Vnpb/gmb
= 72.89[kN]/1.25
= 58.31[kN] Cl. 10.3.4

Vdpb = 2 * (Vnpb/gmb)
= 2 * (58.31[kN]/1.25)
= 93.3[kN] Cl. 10.3.4
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((5[kN]/2 + 0[kN*m]*-35[mm]/2450[mm2]) + (0[kN]/2 + 0[kN*m]*0[mm]/2450[mm2]) )
= 2.5[kN]

Page5
 2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((5[kN]/2 + 0[kN*m]*35[mm]/2450[mm2]) + (0[kN]/2 + 0[kN*m]*0[mm]/2450[mm2]) )
= 2.5[kN]

Block tearing due to tension [KN] 115.72 5.00 DL 0.04 Cl. 6.4.1
Atn = t*((n1 - 1)*(p1 - d0))
= 6[mm]*((2 - 1)*(70[mm] - 18[mm]))
= 312[mm2]

Avn = 2*t*(e2 + (p2 - d0)*(n2 - 1) - 0.5*d0)

= 2*6[mm]*(30[mm] + (50[mm] - 18[mm])*(1 - 1) - 0.5*18[mm])
= 252[mm2]

Av = h*t
= 30[mm]*6[mm]
= 180[mm2] Cl. 8.4.1

Atg = t*((n1 - 1)*p1 + e1)

= 6[mm]*((2 - 1)*70[mm] + 0[mm])
= 420[mm2]
0.5 0.5
Tdb = min(Avg*fy/(3 *gm0) + 0.9*Atn*fu/gm1, 0.9*Avn*fu/(3 *gm1) + Atg*fy/gm0)
0.5 0.5
= min(180[mm2]*250[N/mm2]/(3 *1.1) + 0.9*312[mm2]*410[N/mm2]/1.25, 0.9*252[mm2]*410[N/mm2]/(3 *1.25) +
420[mm2]*250[N/mm2]/1.1)
= 115.72[kN] Cl. 6.4.1

Atn = t*((n1 - 1)*(p1 - d0) - 0.5*d0 + e1)

= 6[mm]*((2 - 1)*(70[mm] - 18[mm]) - 0.5*18[mm] + 40[mm])
= 498[mm2]

Avn = t*(e2 + (p2 - d0)*(n2 - 1) - 0.5*d0)

= 6[mm]*(30[mm] + (50[mm] - 18[mm])*(1 - 1) - 0.5*18[mm])
= 126[mm2]

Atg = t*((n1 - 1)*p1 + e1)

= 6[mm]*((2 - 1)*70[mm] + 30[mm])
= 600[mm2]
0.5 0.5
Tdb = min(Avg*fy/(3 *gm0) + 0.9*Atn*fu/gm1, 0.9*Avn*fu/(3 *gm1) + Atg*fy/gm0)
0.5 0.5
= min(180[mm2]*250[N/mm2]/(3 *1.1) + 0.9*498[mm2]*410[N/mm2]/1.25, 0.9*126[mm2]*410[N/mm2]/(3 *1.25) +
600[mm2]*250[N/mm2]/1.1)
= 157.84[kN] Cl. 6.4.1

Beam
Bolt bearing [KN] 88.32 20.36 DL 0.23 Cl. 10.3.4
kb = min(e1/(3*d0), p/(3*d0) - 0.25, fub/fu, 1.0)
= min(90[mm]/(3*18[mm]), 70[mm]/(3*18[mm]) - 0.25, 400[N/mm2]/410[N/mm2], 1.0)
= 0.976 Cl. 10.3.4

Vnpb = 2.5*kb*d*t*fu
= 2.5*0.976*16[mm]*6.9[mm]*410[N/mm2]
= 110.4[kN] Cl. 10.3.4

Page6
 Vdpb = Vnpb/gmb
= 110.4[kN]/1.25
= 88.32[kN] Cl. 10.3.4
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((0[kN]/2 + 1.13[kN*m]*-35[mm]/2450[mm2]) + (25[kN]/2 + 1.13[kN*m]*0[mm]/2450[mm2]) )
= 20.36[kN]
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((0[kN]/2 + 1.13[kN*m]*35[mm]/2450[mm2]) + (25[kN]/2 + 1.13[kN*m]*0[mm]/2450[mm2]) )
= 20.36[kN]

Shear at gross section [KN] 268.50 25.00 DL 0.09 Cl. 8.4.1,

Cl. 8.4
Av = Max(Ag - bfTop*tfTop - bfBottom*tfBottom + ((tw + 2*rb,top)*tfTop/2) + ((tw + 2*rb,bottom)*tfBottom/2), hw*tw)
= Max(4760[mm2] - 125[mm]*12.5[mm] - 125[mm]*12.5[mm] + ((6.9[mm] + 2*13[mm])*12.5[mm]/2) + ((6.9[mm] +
2*13[mm])*12.5[mm]/2), 225[mm]*6.9[mm])
= 2046.25[mm2]
0.5
Vng = Av*fy/(3)
0.5
= 2046.25[mm2]*250[N/mm2]/(3)
= 295.35[kN] Cl. 8.4.1

Vdg = Vng/gm0
= 295.35[kN]/1.1
= 268.5[kN] Cl. 8.4

Shear at net section [KN] 340.46 25.00 DL 0.07 Cl. 8.4

Av = Max(Ag - bfTop*tfTop - bfBottom*tfBottom + ((tw + 2*rb,top)*tfTop/2) + ((tw + 2*rb,bottom)*tfBottom/2), hw*tw)
= Max(4760[mm2] - 125[mm]*12.5[mm] - 125[mm]*12.5[mm] + ((6.9[mm] + 2*13[mm])*12.5[mm]/2) + ((6.9[mm] +
2*13[mm])*12.5[mm]/2), 225[mm]*6.9[mm])
= 2046.25[mm2]

Av,net = Av - n1*d0*tw
= 2046.25[mm2] - 2*18[mm]*6.9[mm]
= 1797.85[mm2]
0.5
Vdn = An*fu/((3) *gm1)
0.5
= 1797.85[mm2]*410[N/mm2]/((3) *1.25)
= 340.46[kN] Cl. 8.4

Block tearing due to tension [KN] 137.61 5.00 DL 0.04 Cl. 6.4.1
Atn = t*((n1 - 1)*(p1 - d0))
= 6.9[mm]*((2 - 1)*(70[mm] - 18[mm]))
= 358.8[mm2]

Avn = 2*t*(e2 + (p2 - d0)*(n2 - 1) - 0.5*d0)

= 2*6.9[mm]*(50[mm] + (35[mm] - 18[mm])*(1 - 1) - 0.5*18[mm])
= 565.8[mm2]

Av = h*t
= 35[mm]*6.9[mm]
= 241.5[mm2] Cl. 8.4.1

Page7
 Atg = t*((n1 - 1)*p1 + e1)
= 6.9[mm]*((2 - 1)*70[mm] + 0[mm])
= 483[mm2]
0.5 0.5
Tdb = min(Avg*fy/(3 *gm0) + 0.9*Atn*fu/gm1, 0.9*Avn*fu/(3 *gm1) + Atg*fy/gm0)
0.5 0.5
= min(241.5[mm2]*250[N/mm2]/(3 *1.1) + 0.9*358.8[mm2]*410[N/mm2]/1.25, 0.9*565.8[mm2]*410[N/mm2]/(3 *
1.25) + 483[mm2]*250[N/mm2]/1.1)
= 137.61[kN] Cl. 6.4.1

Bolt bearing due to tension [KN] 58.68 5.00 DL 0.09 Cl. 10.3.4
kb = min(e1/(3*d0), p/(3*d0) - 0.25, fub/fu, 1.0)
= min(35[mm]/(3*18[mm]), 70[mm]/(3*18[mm]) - 0.25, 400[N/mm2]/410[N/mm2], 1.0)
= 0.648 Cl. 10.3.4

Vnpb = 2.5*kb*d*t*fu
= 2.5*0.648*16[mm]*6.9[mm]*410[N/mm2]
= 73.34[kN] Cl. 10.3.4

Vdpb = Vnpb/gmb
= 73.34[kN]/1.25
= 58.68[kN] Cl. 10.3.4

Angle (support side)

Bolt group shear [KN] 28.97 8.96 DL 0.31 Cl. 10.3.3
2
Asb = π/4*d
2
= π/4*16[mm]
= 201.06[mm2]
2
Anb = 0.78*π/4*d
2
= 0.78*π/4*16[mm]
= 156.83[mm2]
0.5
Vnsb = fu/(3) *(nn*Anb + ns*Asb)
0.5
= 400[N/mm2]/(3) *(1*156.83[mm2] + 0*201.06[mm2])
= 36.22[kN] Cl. 10.3.3

Vdsb = Vnsb/gmb
= 36.22[kN]/1.25
= 28.97[kN] Cl. 10.3.3
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((0[kN]/2 + 0.563[kN*m]*-85[mm]/7450[mm2]) + (12.5[kN]/2 + 0.563[kN*m]*0[mm]/7450[mm2]) )
= 8.96[kN]
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((0[kN]/2 + 0.563[kN*m]*-15[mm]/7450[mm2]) + (12.5[kN]/2 + 0.563[kN*m]*0[mm]/7450[mm2]) )
= 6.35[kN]

Bolt bearing [KN] 58.31 8.96 DL 0.15 Cl. 10.3.4

kb = min(e1/(3*d0), p/(3*d0) - 0.25, fub/fu, 1.0)
= min(40[mm]/(3*18[mm]), 70[mm]/(3*18[mm]) - 0.25, 400[N/mm2]/410[N/mm2], 1.0)
= 0.741 Cl. 10.3.4

Page8
 Vnpb = 2.5*kb*d*t*fu
= 2.5*0.741*16[mm]*6[mm]*410[N/mm2]
= 72.89[kN] Cl. 10.3.4

Vdpb = Vnpb/gmb
= 72.89[kN]/1.25
= 58.31[kN] Cl. 10.3.4
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((0[kN]/2 + 0.563[kN*m]*-85[mm]/7450[mm2]) + (12.5[kN]/2 + 0.563[kN*m]*0[mm]/7450[mm2]) )
= 8.96[kN]
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((0[kN]/2 + 0.563[kN*m]*-15[mm]/7450[mm2]) + (12.5[kN]/2 + 0.563[kN*m]*0[mm]/7450[mm2]) )
= 6.35[kN]

Bending [KN*m] 6.14 0.56 DL 0.09 Cl. 8.2.1.2

2
Ze = b*h /6
2
= 6[mm]*150[mm] /6
= 22500[mm3]

M = 1.2*fy*Z/gm0
= 1.2*250[N/mm2]*22500[mm3]/1.1
= 6.14[kN*m] Cl. 8.2.1.2

M = V*e
= 12.5[kN]*45[mm]
= 0.563[kN*m]

Shear at gross section [KN] 236.19 25.00 DL 0.11 Cl. 8.4.1,

Cl. 8.4
Av = h*t
= 150[mm]*6[mm]
= 900[mm2] Cl. 8.4.1
0.5
Vng = Av*fy/(3)
0.5
= 900[mm2]*250[N/mm2]/(3)
= 129.9[kN] Cl. 8.4.1

Vdg = 2 * (Vng/gm0)
= 2 * (129.9[kN]/1.1)
= 236.19[kN] Cl. 8.4

Shear at net section [KN] 259.06 25.00 DL 0.10 Cl. 8.4

An = t*(h - n1*d0)
= 6[mm]*(150[mm] - 2*18[mm])
= 684[mm2] Cl. 6.3.1
0.5
Vdn = 2 * (An*fu/((3) *gm1))
0.5
= 2 * (684[mm2]*410[N/mm2]/((3) *1.25))
= 259.06[kN] Cl. 8.4

Page9
Block tearing [KN] 251.57 25.00 DL 0.10 Cl. 6.4.1
Av = h*t
= 150[mm]*6[mm]
= 900[mm2] Cl. 8.4.1

Avn = t*(h - e1 - (n1 - 0.5)*d0)

= 6[mm]*(150[mm] - 40[mm] - (2 - 0.5)*18[mm])
= 498[mm2] Cl. 6.4.1

Atg = B*t
= 30[mm]*6[mm]
= 180[mm2]

IsSingleLineOfBolts ® True

Atn = t*(e2 - d0/2)

= 6[mm]*(30[mm] - 18[mm]/2)
= 126[mm2] Cl. 6.4.1
0.5 0.5
Tdb = 2 * (min(Avg*fy/(3 *gm0) + 0.9*Atn*fu/gm1, 0.9*Avn*fu/(3 *gm1) + Atg*fy/gm0))
0.5 0.5
= 2 * (min(900[mm2]*250[N/mm2]/(3 *1.1) + 0.9*126[mm2]*410[N/mm2]/1.25, 0.9*498[mm2]*410[N/mm2]/(3 *
1.25) + 180[mm2]*250[N/mm2]/1.1))
= 251.57[kN] Cl. 6.4.1

Prying moment [KN*m] 0.31 0.10 DL 0.34 [2]

2
Mp = fy*w*t /(gm0*4.0)
2
= 250[N/mm2]*150[mm]*6[mm] /(1.1*4.0)
= 0.307[kN*m] [2]

MA = Te*lv/2
= 5[kN]*41.5[mm]/2
= 0.104[kN*m] [2]

Bolt tension [KN] 43.87 4.75 DL 0.11 Cl. 10.3.5

2
Asb = π/4*d
2
= π/4*16[mm]
= 201.06[mm2]
2
Anb = 0.78*π/4*d
2
= 0.78*π/4*16[mm]
= 156.83[mm2]

Tnb = min(0.90*fub*Anb, fyb*Asb*(gmb/gm0))

= min(0.90*400[N/mm2]*156.83[mm2], 240[N/mm2]*201.06[mm2]*(1.25/1.1))
= 54.84[kN] Cl. 10.3.5

Tdb = Tnb/gmb
= 54.84[kN]/1.25
= 43.87[kN] Cl. 10.3.5

fo = 0.70*fub
= 0.70*400[N/mm2]
= 280[N/mm2] Cl. 10.4.3

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 IsPretensionedBolt ® False

b=2 Cl. 10.4.7

0.5
le = min(e, 1.1*t*(b *fo/fy) )
0.5
= min(30[mm], 1.1*6[mm]*(2*280[N/mm2]/250[N/mm2]) )
= 9.88[mm] Cl. 10.4.7
4 2
Q = lv/(2.0*le)*(Te - b *nano*fo*be*t /(27*le*lv ))
4 2
= 41.5[mm]/(2.0*9.88[mm])*(2.5[kN] - 2*1.5*280[N/mm2]*150[mm]*6[mm] /(27*9.88[mm]*41.5[mm] ))
= 4.5[kN] Cl. 10.4.7

Tb = T e + Q
= 2.25[kN] + 2.5[kN]
= 4.75[kN] Cl. 10.4.7

Support
Web local shear [KN] 401.01 25.00 DL 0.06 Cl. 8.4.1,
Cl. 8.4
et = min(e1,t, 5.0*d)
= min(1.00E+33[mm], 5.0*16[mm])
= 80[mm]

IsBeamToGirder ® False

eb = min(p/2.0, 5.0*d)
= min(96.9[mm]/2.0, 5.0*16[mm])
= 48.45[mm]

Av = t*(et + (n1 - 1.0)*p1 + eb)

= 7.7[mm]*(80[mm] + (2 - 1.0)*70[mm] + 48.45[mm])
= 1528.07[mm2]
0.5
Vng = Av*fy/(3)
0.5
= 1528.07[mm2]*250[N/mm2]/(3)
= 220.56[kN] Cl. 8.4.1

Vdg = 2 * (Vng/gm0)
= 2 * (220.56[kN]/1.1)
= 401.01[kN] Cl. 8.4

Web local net shear [KN] 473.75 25.00 DL 0.05 Cl. 8.4
et = min(e1,t, 5.0*d)
= min(1.00E+33[mm], 5.0*16[mm])
= 80[mm]

IsBeamToGirder ® False

eb = min(p/2.0, 5.0*d)
= min(96.9[mm]/2.0, 5.0*16[mm])
= 48.45[mm]

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 Av = t*(et + (n1 - 1.0)*p1 + eb)
= 7.7[mm]*(80[mm] + (2 - 1.0)*70[mm] + 48.45[mm])
= 1528.07[mm2]

Av,net = Av - n1*d0*tw
= 1528.07[mm2] - 2*18[mm]*7.7[mm]
= 1250.87[mm2]
0.5
Vdn = 2 * (An*fu/((3) *gm1))
0.5
= 2 * (1250.87[mm2]*410[N/mm2]/((3) *1.25))
= 473.75[kN] Cl. 8.4

Bolt group bearing [KN] 98.56 8.96 DL 0.09 Cl. 10.3.4

kb = min(e1/(3*d0), p/(3*d0) - 0.25, fub/fu, 1.0)
= min(∞[mm]/(3*18[mm]), 70[mm]/(3*18[mm]) - 0.25, 400[N/mm2]/410[N/mm2], 1.0)
= 0.976 Cl. 10.3.4

Vnpb = 2.5*kb*d*t*fu
= 2.5*0.976*16[mm]*7.7[mm]*410[N/mm2]
= 123.2[kN] Cl. 10.3.4

Vdpb = Vnpb/gmb
= 123.2[kN]/1.25
= 98.56[kN] Cl. 10.3.4
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((0[kN]/2 + 0.563[kN*m]*-85[mm]/7450[mm2]) + (12.5[kN]/2 + 0.563[kN*m]*0[mm]/7450[mm2]) )
= 8.96[kN]
2 2 0.5
Ri = ((Px/n + Mecc*yi/Ibg) + (Py/n + Mecc*xi/Ibg) )
2 2 0.5
= ((0[kN]/2 + 0.563[kN*m]*-15[mm]/7450[mm2]) + (12.5[kN]/2 + 0.563[kN*m]*0[mm]/7450[mm2]) )
= 6.35[kN]

Web tying capacity [KN] 92.71 5.00 DL 0.05 [1]

2
Mu = (fu*tw )/(4*gm0)
2
= (410[N/mm2]*7.7[mm] )/(4*1.1)
= 5.52[kN] [1]

eta1 = ((n1 - 1)*p1 - n1/2*d0)/hw

= ((2 - 1)*70[mm] - 2/2*18[mm])/273.8[mm]
= 0.19 [1]

b 1 = p/hw
= 96.9[mm]/273.8[mm]
= 0.354 [1]

g1 = d0/hw
= 18[mm]/273.8[mm]
= 0.0657 SCI P358 p. 29
0.5 0.5
Tn = 8*Mu/(1 - b 1)*(eta1 + 1.5*((1 - b 1) )*(1 - g1) )
0.5 0.5
= 8*5.52[kN]/(1 - 0.354)*(0.19 + 1.5*((1 - 0.354) )*(1 - 0.0657) )
= 92.71[kN] [1]

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 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Global critical strength ratio 0.39
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

NOTES
Some verifications for this connection are not available in IS 800-2007 and thus, they have been calculated with NA to BS EN 1993-1-8:2005

NOTATION
Ag: Gross area of cross section
An: Net area of the total cross-section
Anb: Net shear area of the bolt at threads
Asb: Nominal plain shank area of the bolt
Atg: Minimum gross area in tension from the bolt hole perpendicular to the line of force
Atn: Minimum net area in tension from the bolt hole perpendicular to the line of force
Av : Shear area
Avg: Minimum gross area in shear along bolt line parallel to external force
Avn: Minimum net area in shear along bolt line parallel to external force
Av,net: Net shear area
b: Depth of the plate
B: Width
be: Effective width of flange per pair of bolts
bfBottom: Bottom flange width
bfTop: Top flange width
b: Bolt type factor for prying
b 1: Column web factor
CorrosionExposed: Members are exposed to corrosive influences
d: Nominal bolt diameter
d0: Diameter of the bolt hole
dh: Diameter of bolt hole
dnb: Bottom notch height
dnt: Top notch height
e: Distance from centerline of bolts to weld or eccentricity
e1: End distance
e1,t: Distance between the first row of bolt to the top end of the supporting member
e2: Edge distance
eb: Distance to the bottom end of the supporting member
e: Edge or end distance
emax: Maximum edge distance
emin: Minimum edge distance
et: Distance to the top end of the supporting member
eta1: Column web plate height to column clear depth ratio
fo: Proof stress in consisten units
fu: Characteristic ultime tensile stress of the connected part
fub: Ultime tensile stress of the bolt
f y: Characteristic yield stress of the connected part
fyb: Yield stress of the bolt
g1: Hole diameter to web clear depth ratio
gm0: Partial factor against yield stress and buckling
gm1: Partial factor against ultimate stress
gmb: Partial factor for bolted connection with bearing type bolts
hb: Height of the member
h: Height of the plate
hw: Clear depth between flanges
Ibg: Moment of inertia of bolt group
IsBeamToGirder: Is beam to girder connection
IsPretensionedBolt: Is pre-tensioned bolt
IsSingleLineOfBolts: Single line of bolts
kb: Bearing capacity factor
kbottom: Thickness of the bottom flange + root radius
ktop: Thickness of the top flange + root radius
le: Distance between prying force and bolt centreline
Lmax: Maximum length
Lmin: Minimum length
lv : Distance from the bolt centreline to the toe of the fillet weld or to half the root radius for a rolled section
M: Factored design moment
MA: Moment in the plate at the bolt center line
Mecc: Moment due to force eccentricity
Mp: Plastic moment capacity of the plate

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 Mu: Moment capacity of column web per unit length
n: Number of bolts
n1: Number of rows of bolts
n2: Number of columns of bolts
nn: Number of shear planes with threads intercepting the shear plane
ns: Number of shear planes without threads intercepting the shear plane
nano: Prying factor
p: Pitch distance
p1: Vertical spacing between centres of bolts in a line in the load direction
p2: Horizontal spacing between centres of bolts in adjacent lines perpendicular to the load direction
pmax: Maximum pitch
pmin: Minimum pitch
Px : Horizontal component of acting force
P y: Vertical component of acting force
Q: Prying force
rb,bottom: Root radius of the bottom flange beam section
rb,top: Root radius of the top flange beam section
Ri: Force acting on a bolt due to eccentric load
ShearedEdges: Sheared or hand cut flame edges
t: Component thickness
Tb: Factored tensile force acting on the bolt
Tdb: Block shear strength
Te: Externally applied tension
tfBottom: Bottom flange thickness
tfTop: Top flange thickness
Tn: Nominal tensile capacity
Tnb: Nominal tensile capacity of the bolt
tw: Thickness of web
V: Factored applied shear force
Vdg: Design shear strenght of the gross section
Vdn: Design shear strenght of the net section
Vdpb: Design bearing strength of a bolt
Vdsb: Design shear strength of a bolt
Vng: Nominal plastic shear resistance of the gross section
Vnpb: Nominal bearing strength of a bolt
Vnsb: Nominal shear capacity of a bolt
w: Plate width
Ze: Elastic section modulus
xi: Abscissa of a bolt with respect to the center of gravity of the bolt group
yi: Ordinate of a bolt with respect to the center of gravity of the bolt group
Z: Section modulus

REFERENCES
[2] Subramanian, N. (2010). Steel Structures, Design and Practice. Oxford University Press.
[1] Bhavikatti, S.S. (2014). Design of Steel Structures by Limit State Method as Per IS: 800-2007. New Delhi: I.K. International Publishing House Pvt. Ltd.

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