Local buckling of thin-plate elements - The Behaviour and Design of Steel Structures to EC3 - page 152

10 mm

10 mm

6mm

150

6 mm 300

150 600 150

Z =1.39 × 10 mm

6 3

max

300

6 3

Z =0.91×10 mm
min

(a) Beam section (b) Beam-column section

500 kN

300 × 6mm

A B C

95 N/mm

200× 6mm

15 000 mm 5 000 mm

(c) Box beam section (d) Plate girder

Figure 4.32 Unworked examples.

factored loads shown, and determine:

(a) The flange proportions;
(b) The web thickness;
(c) The distribution of any intermediate stiffeners;
(d) The stiffener proportions; and
(e) The proportions and arrangements of any load-bearing stiffeners.

References

1. Timoshenko, S.P. and Woinowsky-Krieger, S. (1959) Theory of Plates and Shells ,
2nd edition, McGraw-Hill, NewYork.
2. Timoshenko, S.P. and Gere, J.M. (1961) Theory of Elastic Stability , 2nd edition,
McGraw-Hill, NewYork.
3. Bleich, F. (1952) Buckling Strength of Metal Structures , McGraw-Hill, NewYork.
4. Bulson, P.S. (1970) The Stability of Flat Plates , Chatto andWindus, London.
5. Column Research Committee of Japan (1971) Handbook of Structural Stability ,
Corona,Tokyo.
6. Allen, H.G. and Bulson, P.S. (1980) Background to Buckling , McGraw-Hill (UK).
7. Basler,K.(1961)Strengthofplategirdersinshear, Journal of the Structural Division,
ASCE , 87 , No. ST7, pp. 151-80.
8. Bradford, M.A., Bridge, R.Q., Hancock, G.J., Rotter, J.M., and Trahair, N.S. (1987)
Australianlimitstatedesignrulesforthestabilityofsteelstructures, Proceedings ,First
Structural Engineering Conference, Institution of Engineers, Australia, Melbourne,
pp. 209-16.