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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) 788 Worked examples Subject Chapter ref. No. 2 FIN PLATE CONNECTION Design code Made by DBM Sheet no. BS 5950 Checked by BD Check 7 – Supporting beam – local capacity (with one supported beam) The basic requirement is that the local shear capacity of the supporting beam web should be greater than the end reaction. Pv ≥ Fv The following two modes of failure should be considered: • Local shear failure of the supporting beam web • Punching shear capacity Local shear failure (beam web) The local shear failure is given by the following expression: py = 275 N/mm 2 Av = 0.9A mm 2 where A is local shear area A = ltw Pv = 0.6pyAv l is the depth of fin plate tw is web thickness of supporting beam l = 320 mm tw = 10.6 mm Av = 0.9 ¥ 320 ¥ 10.6 mm 2 = 3052.8 mm 2 0. 6 ¥ 275 ¥ 3052. 8 \ Pv= kN 1000 = 503. 7 kN 503.7 kN > 55 kN Therefore the local shear capacity is adequate. 26 13 4.2.3
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) Punching shear capacity Worked examples 789 Subject Chapter ref. No. 2 FIN PLATE CONNECTION Design code Made by DBM Sheet no. BS 5950 Checked by BD The punching shear capacity of the supporting web is satisfactory provided that t t U Ï s ¸ f £ wÌ˝ Ó py ˛ where tf is the fin plate thickness tw is the thickness of the web of the supporting beam Us is the ultimate tensile strength of the supporting beam = 410 N/mm 2 py is the design strength of the fin plate tf = 10 mm t U Ï s ¸ w Ì ˝ mm Ó py ˛ = Ï ¸ Ì ˝ Ó ˛ = 410 10. 6 15. 8 275 10 mm < 15.8 mm Therefore the punching shear capacity is adequate. 26 14
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