The Design of Modern Steel Bridges - TEDI

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# Sukhen Chatterjee, 1991, 2003 Blackwell Science Ltd, a Blackwell Publishing Company Editorial Offices: Osney Mead, Oxford OX2 0EL, UK Tel: +44 (0)1865 206206 Blackwell Publishing, Inc., 350 Main Street, Malden, MA 02148-5018, USA Tel: +1 781 388 8250 Iowa State Press, a Blackwell Publishing Company, 2121 State Avenue, Ames, Iowa 50014-8300, USA Tel: +1 515 292 0140 Blackwell Publishing Asia Pty Ltd, 550 Swanston Street, Carlton South, Victoria 3053, Australia Tel: +61 (0)3 9347 0300 Blackwell Wissenschafts Verlag, Kurfürstendamm 57, 10707 Berlin, Germany Tel: +49 (0)30 32 79 060 The right of the Author to be identified as the Author of this Work has been asserted in accordance with the Copyright, Designs and Patents Act 1988. All rights reserved. No part of this publication may be reproduced, stored in a retrieval system, or transmitted, in any form or by any means, electronic, mechanical, photocopying, recording or otherwise, except as permitted by the UK Copyright, Designs and Patents Act 1988, without the prior permission of the publisher. First edition published 1991 This edition first published 2003 by Blackwell Science Ltd Library of Congress Cataloging-in-Publication Data is available ISBN 0-632-05511-1 A catalogue record for this title is available from the British Library Set in Times and produced by Gray Publishing, Tunbridge Wells, Kent Printed and bound in Great Britain by MPG Books Ltd, Bodmin, Cornwall For further information on Blackwell Science, visit our website: www.blackwell-science.co.uk
Contents Preface vii Acknowledgements ix 1 Types and History of Steel Bridges 1 1.1 Bridge types 1 1.2 History of bridges 2 2 Types and Properties of Steel 37 2.1 Introduction 37 2.2 Properties 38 2.3 Yield stress 39 2.4 Ductility 41 2.5 Notch ductility 41 2.6 Weldability 44 2.7 Weather resistance 45 2.8 Commercially available steels 45 2.9 Recent developments 48 References 48 3 Loads on Bridges 51 3.1 Dead loads 51 3.2 Live loads 51 3.3 Design live loads in different countries 53 3.4 Recent developments in bridge loading 58 3.5 Longitudinal forces on bridges 63 3.6 Wind loading 64 3.7 Thermal forces 68 3.8 Other loads on bridges 71 3.9 Load combinations 71 References 73 v
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Page 9 and 10: Preface Bridges are great symbols o
Page 11: Acknowledgements The figures in Cha
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44 The Design of Modern Steel Bridg
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Table 2.1 Properties of some commer
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48 The Design of Modern Steel Bridg
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Chapter 3 Loads on Bridges 3.1 Dead
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3.3 Design live loads in different
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interstate highways are designed fo
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a coefficient that depends on the n
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Loads on Bridges 59 In Germany, a n
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Table 3.6 Typical values of U and P
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3.5 Longitudinal forces on bridges
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wind loading on the traffic. An upl
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where r is the air density ¼ 1.226
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Loads on Bridges 69 minimum and max
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3.8 Other loads on bridges There ar
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References Loads on Bridges 73 wher
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Chapter 4 Aims of Design 4.1 Limit
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critical components of the structur
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But this is an attempt to achieve u
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If the basic variables R and S are
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educed variables defined by oi ¼ x
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will have a probability of failure
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Aims of Design 87 g m ¼ g m1 g m2
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Table 4.2 Failure probabilities of
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Chapter 5 Rolled Beam and Plate Gir
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as possible. But deep and thin webs
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eam, with an effective area equal t
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and stresses caused by lateral defl
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Figure 5.3 Beam cross-section. In t
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Rolled Beam and Plate Girder Design
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Table 5.2 Effective length factors
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stress is equal to p 2 E/(Le/r) 2 )
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equation (5.16) has been adopted fo
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The strain energy of the elastic re
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Figure 5.6 Buckling of plates in co
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Figure 5.8 Buckling of plate under
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techniques. It may be noted that th
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5.4.3 Effect of residual stresses R
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Aw ¼ 40 mm 2 , allowing for a smal
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Basler and Thurlimann were the firs
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Ostapenko/Chern gave the following
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where m ¼ Mp b 2 twsyw ty ¼ syw p
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the case of equal flanges, the tota
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emains flat until an elastic critic
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longitudinal compression is given b
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where Peq ¼ s1tB PE Ps Pcro Peq1
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Figure 5.27 Tension-field forces in
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5.5.6 Design of longitudinal web st
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when Le is the effective length for
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pffiffiffiffiffiffiffiffiffiffiffif
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een derived as a condition for trea
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For interaction of various stress c
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must be at least i.e. 1 IsxbB 4 2 a
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Chapter 6 Stiffened Compression Fla
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Stiffened Compression Flanges of Bo
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cross-section in which the secant s
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longitudinal compression of the lon
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webs of main girders is denoted by
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wherefrom Ms ¼ 2 3 PE P The net be
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Chapter 7 Cable-stayed Bridges 7.1
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Cable-stayed Bridges 185 cables con
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The following is a list of cable-st
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(a) Fan system (b) Harp system (c)
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7.3.2 Ropes causing lateral compres
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The spiral winding of wires around
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polyethylene or even steel tube. Or
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See Fig. 7.7. Imagine a cable-stay
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It may be noted that: Et is higher
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Reference Cable-stayed Bridges 201
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206 The Design of Modern Steel Brid
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