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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 462 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Problem 7.2 in Subject BEAM EXAMPLE 1 Chapter ref. LATERALLY RESTRAINED UNIVERSAL BEAM 16 Design code Made by DAN Sheet no. BS 5950: Part 1 Checked by GWO Select a suitable UB section to function as a simply supported beam carrying a 140 mm thick solid concrete slab together with an imposed load of 7.0 kN/m 2 . Beam span is 7.2 m and beams are spaced at 3.6 m intervals. The slab may be assumed capable of providing continuous lateral restraint to the beam’s top flange. Due to restraint from slab there is no possibility of lateral-torsional buckling, so design beam for: i) Moment capacity ii) Shear capacity iii) Deflection limit Loading I.L. = 7.0 kN/m2 DL . . = ( 24 . ¥ 981 . ¥ 014 . ) = 33 . kN / m Total serviceability loading = 10.3 kN/m2 Table 2 Total load for ultimate limit state = 1.4 ¥ 3.3 + 1.6 ¥ 7.0 = 15.8 kN/m2 Design ultimate moment = (15.8 ¥ 3.6) ¥ 7.22 /8 = 369 kN m Design ultimate shear = (15.8 ¥ 3.6) ¥ 7.2/2 = 205 kN 2 1
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Worked examples 463 Subject BEAM EXAMPLE 1 Chapter ref. LATERALLY RESTRAINED UNIVERSAL BEAM 16 Design code Made by DAN Sheet no. BS 5950: Part 1 Checked by GWO Assuming use of S275 steel and no material greater than Table 9 16 mm thick, take py = 275 N/mm 2 Required Sx = 369 ¥ 10 6 /275 = 1.34 ¥ 10 6 mm 3 = 1340 cm 3 A 457 ¥ 152 ¥ 67 UB has a value of Sx of 1440 cm3 Steelwork Design Guide T = 15.0 < 16.0 mm Vol 1 \ py = 275 N/mm2 Check section classification 3.5.2 Actual b/T = 5.06 d/t = 44.7 e=(275/py) 1/2 = 1 Table 11 Limit on b/T for plastic section = 9 > 5.06 Limit on d/t for shear = 63 > 44.7 \ Section is plastic Actual Mc = 275 ¥ 1440 ¥ 103 = 396 ¥ 10 4.2.5 6Nmm = 396kN m > 369kN m OK Vertical shear capacity P v = 0.6 pyAv where A v = tD \ P v = 0.6 ¥ 275 ¥ 9.1 ¥ 457.2 = 686 ¥ 10 3 N = 686kN > 205kN OK 2 4.2.3
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