Steel Buildings in Europe

Title 2.4 Worked Example – Partial depth end plate 7 of 7 5 – 20 F Rd,u,1 =     2 59 30 9, 25 59 30 8 30 2 9, 25 6, 05 10 3         = 493 kN Mode 2: F Rd,u,2 = m n n F M   t,Rd,u Rd,u pl,2, Σ 2 Table 6.2 6,05 Rd,u pl,1, Rd,u pl,2,   M M kNm F t,Rd,u = Mu 2 ub  k f A = 3 10 1,1 245 0,9 800     = 160 kN F Rd,u,2 = 59 30 30 12 160 2 6, 05 10 3       = 793 kN Mode 3: F Rd,u,3 = t,Rd,u Σ F = 12 160  = 1920 kN Table 6.2   Rd,u,3 Rd,u,2 Rd,u,1 , , min F F F = min( 493; 793; 1920) = 493 kN F Ed = 275 kN ≤ 493 kN, OK 2.3.2. Beam web resistance Basic requirement: Rd Ed F F  h p 1 n 275 kN F Rd = Mu w p u,b  t h f = 3 10 1,1 430 9 430     = 1513 kN Ref (8) F Ed = 275 kN ≤ 1513 kN, OK 2.3.3. Weld resistance The weld size specified for shear will be adequate for tying resistance, as it is full strength.