Steel Buildings in Europe

Title 5.4 Worked Example – Column Splice 2 of 8 5 – 94 Summary of full design checks Design forces N Ed,G = 760 kN N Ed,Q = 870 kN M Ed = 110 kNm (about yy axis of column) V Ed = 60 kN Unless noted otherwise, all references are to EN 1993-1-8 Tension resistances Net tension Tensile resistance of the flange cover plate 802 kN Bolt group resistance 272 kN Horizontal shear resistance 161 kN Tying resistances Tensile resistance of the flange cover plate 912 kN Bolt group resistance 308 kN 5.1. Recommended details External flange cover plates Height, h p  2 b uc and 450 mm Width, b p  b uc = 260 mm Say 260 mm, OK Maximum vertical bolt spacing, p 1 = 14 t p , i.e. minimum thickness is p 1 /14 Thickness, t p  2 f,uc t and 10 mm and 14 1 p = 2 17 ,5 and 10 mm and 14 160 = 8,75 mm and 10 mm and 11,4 mm Say 12 mm, OK Packs, t pa = 2 uc lc h h  = 2 260 320  = 30 mm Say 30 mm, OK Division plate Thickness        2 2 2 f,uc uc f,lc lc t h t h    =       2 260 2 17 ,5 320 2 20,5      = 27 mm Say 25mm, OK