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Steel Designers' Manual - 6th Edition (2003)
The
Steel Construction
Institute
Silwood Park, Ascot, Berks SL5 7QN
Worked examples 501
Subject Chapter ref.
PLATE GIRDERS
WE 17.10 Shear buckling resistance of web
Design code Made by TMR Sheet no.
BS 5950: Part 1 Checked by BD
Webs with intermediate transverse stiffeners may be designed
according to 4.4.5.2 or 4.4.5.3. The simplified method of 4.4.5.2 is
used herein. The assumed stiffener spacing is shown in Fig.WE 17.2.
WE 17.11 Shear buckling resistance of end panel AB
The Code allows three alternative methods for providing end
anchorage. The most commonly employed method is to design end
panels without accounting for tension field action. For end panel
AB:
d = 2000 mm t = 15 mm Fv = 2300 kN
a
d
pyw = 275 N/mm 2
Pv = 0.6pywd t = 0.6 ¥ 275 ¥ 2000 ¥ 15 ¥ 10 -3 = 4950 kN
q w = 132 N/mm 2
Vw = qwd t = 132 ¥ 2000 ¥ 15 ¥ 10 -3 = 3960 kN
V
P
V
w
v
cr
1550 d 2000
= = 0. 775 = = 133
2000
t 15
3960
= =
4950
08 .
9Vw - 2Pv
9 ¥ 3960 - 2 ¥ 4950
=
=
= 3677 kN
7
7
F v = 2300 < Vcr = 3677 kN OK
F v = 2300 < Pv = 4950 kN OK
End panel AB should also be checked as a beam spanning between
the flanges of the girder capable of resisting a shear force Rtf due
to the anchor forces in panel BC.
17
5
4.4.5
4.2.3
Table 21
4.4.5.2
4.4.5.4
H.4.4
Fig. 17.4