Steel Buildings in Europe

Title A.1 Simply supported, laterally unrestrained beam 6 of 7 4 – 62  LT = 0,480 < 1,0 OK and:  LT = 0,480 < 2 LT 1 /  = 0,603 OK The influence of the moment distribution on the design buckling resistance moment of the beam is taken into account through the f -factor:       2 LT c 0,8 1 0,5 1 1 2       k f but ≤ 1,0 where: k c = 0,94  f = 1 – 0,5 (1 – 0,94) [1 – 2 (1,288 – 0,8) 2 ] = 0,984 EN 1993-1-1 § 6.3.2.3 (2) EN 1993-1-1 Table 6.6   LT,mod =  LT / f = 0,480 / 0,984 = 0,488 Design buckling resistance moment M b,Rd =  LT,mod W pl,y f y /  M1 M b,Rd = (0,488 × 804300 × 235 / 1,0) × 10 -6 = 92,24 kNm M y,Ed / M b,Rd = 90,48 / 92,24 = 0,981 < 1,0 OK EN 1993-1-1 § 6.3.2.1 Shear Resistance In the absence of torsion, the plastic shear resistance is directly related to the shear area, which is given by: A v = A – 2 b t f + ( t w + 2 r ) t f A v = 6260 – 2 × 160 × 11,5 + (7,5 + 2 × 18) × 11,5 = 3080 mm 2 EN 1993-1-1 § 6.2.6 (3) 417,9 kN 1,0 (235 / 3) 3080 ( / 3) M0 v y pl,Rd      A f V V Ed / V pl,Rd = 63,50 / 417,9 = 0,152 < 1,0 OK EN 1993-1-1 § 6.2.6 (2) Shear buckling need not be taken into account when: h w / t w ≤ 72  /  where:  may be conservatively taken as 1,0 h w / t w = (330 – 2 × 11,5) / 7,5 = 40,9 < 72 × 1 / 1,0 = 72 EN 1993-1-1 § 6.2.6 (6) Note: No interaction of moment and shear has to be considered since the maximum moment is obtained at mid-span and the maximum shear force is obtained at supports. Generally for combined bending and shear see EN 1993-1-1, § 6.2.8.