Steel Buildings in Europe

Title 4.4 Worked Example – Angle Web Cleats 6 of 15 5 - 73 α b =         ; 1,0 ; 3 min u,b ub 0 2,b f f d e =        ; 1,0 430 ; 800 3 22 min 40 =   min 0,61; 1,86; 1,0 = 0,61 F b,hor,Rd = 3 10 1, 25 2,5 0, 61 430 20 9       = 94 kN V Rd = 2 2 94 0,102 6 125 1 0 6 6                 = 583 kN V Ed = 450 kN ≤ 583 kN, OK 4.2.1.2. Supporting beam side e 1 = 40 = 40 e 1 = 40 Ed Ed 2 2 Ed = 350 ( n -1) p 1 1 V V V = 450 kN e 2 Basic requirement: Rd Ed V F  The design resistance of the bolt group, Rd F : If   v,Rd max b,Rd F F  then b,Rd Rd Σ F F  If max b,Rd v,Rd min b,Rd ) ( ) ( F F F   then min b,Rd s Rd ) ( F n F  If   min b,Rd v,Rd F F  then v,Rd s Rd 0,8 n F F  Shear resistance of bolts The shear resistance of a single bolt, F v,Rd = M2 v ub   f A For M20 8.8 bolts, F v,Rd = 3 10 1, 25 245 0, 6 800     = 94 kN