Steel Buildings in Europe

Title A.4 Worked Example – Simply supported, primary composite beam 10 of 13 4 – 90 e 2 e 1 3,0 m 1,5 m 31 studs spaced at e 1 = 95 mm and 6 studs spaced at e 2 = 220 mm Figure A.11 Location of studs So, the resistance of the shear connectors limits the normal force to not more than: = × = 31× 45 27 = Rd c , N n P 1403 KN  = 0 537 2614 1403 = = c,f c , N N  The ratio  is less than 1,0 so the connection is partial. Verification of bending resistance Minimum degree of shear connection The minimum degree of shear connection for a steel section with equal flanges is given by EN 1994-1-1 § 6.6.1.2   e , - , L f 1- 355 0 75 0 03 y min           with L e ≤ 25 m L e is the distance in sagging bending between points of zero bending moment in metres, for our example: L e = 9,0 m   min = 1 – (355 / 355) (0,75 – 0,03 × 9,0) = 0,520   min = 0,520 <  = 0,537 OK Plastic resistance at the load location The design value of the normal force in the structural steel section is: = 8446×355×10 10 = = 3 M0 a y pl,a / , N A f /  2998 kN  > = × = 0 537 × 2614 = c,f c pl,a , N N N  1403 kN EN 1994-1-1 § 6.2.1.2 and § 6.2.1.3 For ductile shear connectors and Class 1 cross-section of the steel beam, the resistance of the cross-section of the beam, M Rd , at the load location is calculated by means of rigid-plastic theory except that a reduced value of the compressive force in the concrete flange, N c , is used instead of N cf . The plastic stress distribution is shown in Figure A.12: