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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) 786 Worked examples For bending Subject Chapter ref. No. 2 FIN PLATE CONNECTION Design code Made by DBM Sheet no. BS 5950 Checked by BD The basic requirement is that the moment capacity of the fin plate must be greater than the applied moment Mc ≥ Fva For low shear Fv £ 0.6Pv P v = 462 kN (from previous page) 0.6P v = 277.2 kN 110kN < 277.2kN \ Section is subject to low shear M c pt y = [ 2e + ( n-1) p] 6 py = 275 N/mm 2 t = 10 mm e = 40 mm p = 80 mm n = 4 275 ¥ 10 2 6 Mc = [ 2¥ 40+ ( 4-1) ¥ 80] / 10 kNm 6 = 46. 9 kNm 110 ¥ 50 Fva = kNm 1000 = 55 . kNm 46.9 kNm > 5.5 kNm Therefore the fin plate is adequate in bending. 2 26 11 4.2.5.2
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) Worked examples 787 Subject Chapter ref. No. 2 FIN PLATE CONNECTION Design code Made by DBM Sheet no. BS 5950 Checked by BD Check 5 – Lateral torsional buckling resistance of long fin-plate For long fin-plates t a ≥ 015 . a = 50 mm t = 10 mm t/0.15 = 66 mm 50 mm < 66 mm Therefore this is a short fin plate and does not need to be checked for lateral torsional buckling. Check 6 – Supporting beam welds The basic requirement is that the leg length of fillet weld must be greater than or equal to 0.8 times the thickness of the fin plate. leg length = 8mm 0.8 t = 0.8 ¥ 10 = 8mm Therefore 8 mm fillet weld is adequate. 26 12
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