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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) Fig. 4.18 Lateral bracing of bridge girders chords they should be located adjacent to the site splices where torsion is induced. Bracings may be of a triangulated form or of single channel sections between each pair of girders where up to 1.2 m depth. Bracings are usually bolted to vertical web stiffeners in the main girders, which may need to be increased in size to accommodate the bolted connections. Angle sections are commonly used with lapped single shear connections, which permit tolerance in accommodating camber difference between adjacent girders. Plan bracing systems may be required for spans exceeding 55 m for temporary stability under their own weight and that of the wet concrete; they may be removed after the floor slab is cast. 4.9.3.4 Locations of splices and change of section Where rolled beams up to 1.0 m deep are used then for the maximum span range of about 33 m it is convenient to use a constant section with one splice within each span located at about 0.1–0.2 ¥ span from the internal supports. The beam size will be determined by the maximum bending and shear effects at the supports where the slab is cracked. For plate or box girders the component lengths for shop fabrication should be the maximum possible consistent with delivery and site restrictions to reduce the amount of site assembly. For spans up to about 55 m two splices per span are generally suitable, located at 0.15–0.25 ¥ span from the internal supports, at which changes of flanges and web thickness should be made. A minimum number of other flange or web workshop joints should be made, consistent with plate length availability. The decision whether to introduce thickness changes within a fabricated length should take account of the cost of butt welds compared with the potential for material saving. Figure 4.19 indicates a basis for considering this optimization. 4.9.3.5 Curved bridge decks Initial design 153 Bridges which are curved in plan may be formed using straight fabricated girders, with direction changes introduced at each site splice. Alternatively the steel girders
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) 154 Bridges L (m) rx 10 L(m) = 7.85(t1—t2) cost/rn weld where r = cost/tonne of steel t2L Ifti L = minimum economic length v\c V'rx -'C —v-- 'C 20 15 10 5 0 ()8 -- -- - - - - 12 25 0 — — — = — - — !— — 0 101215 20 25 30 35 40 45 50 55 60 t (mm) 45 50 Fig. 4.19 Economy of flange and web thickness changes. The figure gives an indication of the minimum length (L) for which a selected thickness change will be economic for flanges and webs of girders. Below this length it will be more economic to continue the thicker plate (t 1) can also be truly curved in plan, in which case the secondary stresses which arise from torsion must be evaluated. Truly curved girders are appropriate where the radius of plan curvature is less than about 500 m. It is likely that additional transverse bracings will be needed to reduce these stresses.
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