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Steel Designers' Manual - 6th Edition (2003)
480 Plate girders
Each form of end anchorage has to be designed to resist the horizontal component
of the tension field, together with compressive forces due to the support reactions.
17.4.6.2 Single stiffener end post
A single stiffener end post (see Fig. 17.4 (a)) should be designed to resist the support
reaction plus an in-plane bending moment Mtf due to the anchor force Hq given in
general by:
Mtf = 0.15Hqd However, if the end post is connected to the girder flange by full strength welds,
and both the width and thickness of the flange are not less than those of the end
post, then a lower value of Mtf given by:
Mtf = 0.1Hqd may be adopted.
17.4.6.3 Twin stiffener end post
A twin stiffener end post (see Fig. 17.4 (b)) should be designed as a beam spanning
between the flanges of the girder and subjected to a horizontal shear force Rtf given
by:
Rtf = 0.75Hq £ Vcr.ep where Vcr.ep is the critical shear buckling resistance of the web of the end post.
The end stiffener should be designed to resist the relevant compressive force Fe due to the support reaction plus a compressive force Ftf due to bending of the end
post given by:
Hd q
Ftf
=
a
015 .
where ae is the spacing of the two end stiffeners.
The other stiffener forming part of the end post should be designed to resist the
relevant compressive force F s due to the support-reaction. However, if the tensile
force due to bending of the end post F tf > F s then it should be checked for a tensile
force equal to (F tf - F s).
17.4.6.4 Anchor panel
An anchor panel (see Fig. 17.4 (c)) should satisfy the condition that the applied
shear force Fv is less than the critical shear buckling resistance Vcr, i.e.
Fv £ Vcr
e