Steel Designers Manual - TheBestFriend.org

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)
478 Plate girders
17.4.5 Resistance of a web to combined effects
If the moment resistance of a plate girder is determined using the high shear general
method (see section 17.4.3.2 (3)) the resistance of the web to combined effects
should be checked in accordance with Annex H.3 of the Code.
The interaction between bending and shear in plate girders is illustrated in Fig.
17.3. The broken line represents the high shear flanges only method (see section
17.4.3.2 (2)) while the full line represents the low shear and high shear general
methods.
Vb
vw
0-5 V
flanges only method
Fig. 17.3 Interaction between shear and moment resistance of plate girder webs
17.4.6 End panels and end anchorage
17.4.6.1 General
End anchorage need not be provided if either the shear resistance Pv (see section
17.4.4.1) not the shear buckling resistance Vw (see section 17.4.4.2 (1)) is the governing
design criterion, indicated by Pv £ Vw, or the applied shear force Fv is less
than the critical shear buckling resistance Vcr (see section 17.4.4.2 (3)). For all other
situations some form of end anchorage is required to resist the post-critical membrane
stresses (tension field) which develop in a buckled web.
Three alternatives for providing end anchorage are recommended in Annex H.4
of the Code, namely single stiffener end posts, twin stiffener end posts and anchor
Mf