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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) — flq Design of plate girders used in buildings to BS 5950: Part 1: 2000 479 —> — — -Hq ten sion field (a) (b) (c) —- — —- -- — — end post —end post anchor panel Fig. 17.4 End anchorage (a) single stiffener end post (b) twin stiffener end post (c) anchor panel panels (see Fig. 17.4). End anchorage should be provided for a longitudinal anchor force Hq representing the longitudinal component of the tension field, at the ends of webs without intermediate stiffeners and at the end panels of webs with intermediate transverse stiffeners. If the web is fully loaded in shear (Fv ≥ Vw): Ê Vcr ˆ Hq = 05 . dtpyw 1- Ë P ¯ If the web is not fully loaded in shear: Ê Fv - Vcr ˆÊ Vcr ˆ Hq = 05 . dtpyw 1- Ë V - V ¯Ë P ¯ v w cr 12 v 12
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) 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
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