end plate -bolted connection

8/6/2019 End Plate -Bolted Connection

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Beam/Column to End plate Design Checks

Please note that BLACK is Input andBLUE is Output (Don't tamper with the BLUE Cells)

Supported beam Recommended Endplate size (Bp x tp) Bolt Gauge, (g)

Up to 457 150 x 8 90

533 & Above 200 x 10 140

Bolts: M20 8.8 in 22mm Dia. Holes

Endplate: Steel Grade S275 minimum

Supported Beam Information

BM 1: IPE 400

D = 400 mm

W = 180 mm

tw = 8.6 mm

tf= 13.5 mm

Check 1: Reccommended detailing Practice (See fig. 1a & 1b)

Sizing of Endplate(s)

Thk. (tp) = 8 mm

Width (Bp) = 150 mm

Depth (Dp) = l = 290 mm Ok!

Bearing strength of endplate, pbs = 460 N/mm2

Check 2: Supported beam weld (Capacity of fillet welds connecting end plate to beam web)-(See fig. 2)

Force on end plate (Staad output), Fv = 74.6 kN

Leg length of the fillet weld, s = 6 mm

Effective throat size of the weld, a = 0.7s = 4.2 mm

Total effective length of the weld, lwe = 2 (l - 2s) 556 mm

Design strength of the weld, pw = 220 N/mm2

For 6mm fillet welds, classification 35, S275 steel

Capacity of the fillet weld, Pweld = pwlwea = 514 kN Fv Pweld Ok!

Check 3: Shear capacity of the beam web at the end plate-(See fig. 2)


Design strength of the beam, py = 275 N/mm2

Shear Area, Av = 0.9ltw = 2245 mm

Shear capacity of beam connected to end plate, Pv = 0.6pyAv = 370 kN Fv Pv Ok!

Check 4: Shear and bending capacity of the beam at the notch-(See fig. 3)

Length of notch, c = 112 mm

Notch depth (Top), dc1 = 50mm

Notch depth (Bottom), dc2 = 0 mm

Moments of area, = [(W x tfx tf/2) + ((D-tf-dc1) x tw x ((D-tf-dc1)/2 + tf))]/[(W x tf) + (D-tf-dc1) x tw ] = 102 mm

Second moments of area, Ixx

= ((W x tf^3)/12) + (W x tfx dc1^2)) + ((tw x (D-tf-dc1)^3)/12) + (D-tf-dc1) x tw x g] = 6780 cm4

ymax = 25cm

Elastic section modulus of the tee section at the notch, ZN = Ixx/ymax= 273 cm3

Shear Area for single notched beam, AvN = (D - dc1)tw = 3010 mm

Shear Area for double notched beam, AvN = 0.9(D - dc1 - dc2)tw = 2709 mm

Design for single notched beam:

Shear capacity at the notch, PvN = 0.6PyAvN = 497 kN

0.75PvN = 372 kN Fv 0.75PvN - Use low shear formularMoment Capacity at the notch in the presence of shear, McN = PyZN = 75 kNm

Eccentric Moment = Fv(tp + c) = 9 kNm Fv(tp + c) McN Ok!

Check 5: Local stability of notched beam-(See fig. 4)

Adopt design for single notched beam:

dc1 D/2 Yes Ok!

For D/tw 54.3 c D Yes Ok!

Check 6:Supporting beam/column Bolt group-(See fig. 5):Check these bolts for shear under loading


Shear capacity of bolt group connecting endplate to supporting beam or column

Assummed size of bolts (Diameter of bolt, d) = M 20 GR. 8.8 20 mm

Shear Strength of a bolt, ps = 375 N/mm2

Shear area of single bolt, A* = 245 N/mm2

Shear capacity of single bolt, Ps = psA* = 91.9 kN

For the top pair of the bolts Ps is the smaller of psA* or 0.5kbse1tppbs,

where pbs = bearing strength of endplate, e1 = end distance, kbs = 1.0 for standard clearance holes.

kbs = 1

End distance, e1 = 40mm

End plate thickness, tp = 8 mm

Bearing strength of endplate, pbs = 460 N/mm2

Shear capacity of single bolt, Ps = 0.5kbse1tppbs = 73.6 kN

Smaller of psA* or 0.5kbse1tppbs, 73.6 kN

Assummed number of bolts, N = 8 No

Ps = NPs = 589 kN Fv NPs Ok!


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Fig. 1b

Fig. 1a

Fig. 2 Fig. 3

Fig. 4

Fig. 5

Fig. 6 Fig. 7a

Fig. 7b

end plate -bolted connection

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