Steel Buildings in Europe

Title 5.4 Worked Example – Column Splice 3 of 8 5 – 95 Web cleats Use 90  90  8 angles to accommodate M20 bolts in opposite positions on adjoining legs. Length  0,5 h uc = 0,5  260 = 130 mm Say 150 mm, OK Packs, t pa = 2 w,uc w,lc t t  = 2 11,5 10  = 0,8 mm Say 2 mm, OK 5.2. Checks for vertical shear 5.2.1. Net tension 5.2.1.1. Net tension effects Basic requirement for no net tension: M Ed ≤ 2 Ed,G h N  2 Ed,G h N  = 3 10 2 260 760    = 99 kNm M Ed = 110 kNm > 99 kNm Net tension does occur and the flange cover plates and their fastenings must be checked for a tensile force F Ed . F Ed = 2 Ed,G Ed N h M  = 2 760 260 10 110 3    = 43 kN 5.2.1.2. Tension resistance of the flange cover plate Basic requirement: F Ed ≤ N t,Rd Where N t,Rd =   bt,Rd u,Rd pl,Rd ; ; min N N N Tension resistance of gross section N pl,Rd = M0 fp y,p  A f EN 1993-1-1 § 6.2.3(2) Gross area, A fp = 260  12 = 3120 mm 2 N pl,Rd = 3 10 1,0 275 3120    = 858 kN Tension resistance of net section N u,Rd = M2 u,p net fp, 0,9  f A EN 1993-1-1 § 6.2.3(2) Net area, A fp,net = 260  12 – 2  22  12 = 2592 mm 2 N u,Rd = 3 10 1, 25 430 0,9 2592     = 802 kN Thus N u,Rd = 802 kN