Steel Buildings in Europe

Title A.6 Worked Example – Bolted connection of an angle brace in tension to a gusset plate 5 of 6 4 – 102 Inner bolts:         ; 1,0 ; 4 1 3 min u,ac ub 0 1 b f f d p  0,96 4 1 3 22 80 4 1 3 0 1      d p 1,86 430 800 u,ac ub   f f    min 0,96; 1,86; 1,0 0,96 b     198,1kN 10 1,25 2,5 0,96 430 20 12 3 bolt interior Rd, b,         F The bearing strength of the end bolt and of the inner bolt is greater than the bolt shear strength. The minimum value of the bearing strengths of all bolts in the connection is adopted for all bolts. EN 1993-1-8 § 3.7(1)  3 156,9 471kN Rd,2    N Note: The angle leg thickness, 12 mm, being less than that of the gusset plate, 15 mm, and assuming an end distance of 50 mm or greater for the gusset plate, only the attached angle leg requires a design verification for bearing. 6.2.3. Angle in tension EN 1993-1-8 § 3.10.3 M2 net u 3 Rd,3   A f N  2,5 2,5 22 55 mm 0    d 5 5 22 110 mm 0    d 0 0 1 5 2,5 d p d   3  can be determined by linear interpolation:  0,59 3   2 ac 0 net 2006 mm 12 22 2270       A A t d  407 kN 10 1,25 430 2006 0,59 3 Rd,3       N 6.2.4. Weld design The weld is designed as follows: The gusset plate is welded to the column web and to the base plate using double fillet welds.