The Design of Modern Steel Bridges - TEDI

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206 The Design of Modern Steel Bridges orthotropic buckling, 165, 168, 180 orthotropic steel decks, 32, 165, 168, 184, 185 Ostapenko A and Chern C, 130, 131 out-of-plane imperfections, 124 Paine, Tom, 2 parallel-strand cable, 193 parallel-wire cable, 194 parallel-wire strands, 193, 194 Parana river bridges, Argentina, 28, 193 partial safety factors, 86–89 Pasco–Kennewick bridge, USA, 194 percentage elongation, 41 permissible stress, 76 Perry-Robertson, 103, 164 Pia Maria bridge, Portugal, 15 plastic modulus, 104, 105, 148 plastic moment of resistance, 99, 104 Poisson’s ratio, 40 Pont de Normandie, France, 29, 187 post-buckling behaviour/strength, 109, 116, 118, 120, 137 Prandtl–Reuss, 126 Pritchard, Thomas, 2 probability density function, 79, 82 probability of failure, 80, 84–86, 88, 89 probability, 78, 80 proof stress, 38 Quebec bridge, Canada, 13 Queen Elizabeth II Bridge, UK, 29 Queensboro bridge, USA, 13 Rainbow bridge, Niagara, 16 Rankine, W.J.M., 12 Redpath & Brown, 183 reliability index, 80, 82–86 Rennie, 8 residual stresses, 121–124, 127, 161, 162 Rhine bridge, Germany, Rees, 26, 186 rigid-frame bridges, 1 Rion–Antirion Bridge, Greece, 30 Rio-Niteroi bridge, Brazil, 36 Rockey, K., Evans, H., & Porter, D., 131, 135 Roebling, John, 9, 10, 11, 24 Roebling, Washington, 10, 11, 24 Rokko bridge, Japan, 28 ropes, 191 Runyang South Bridge, China, 23 safety factor, 76 Saltash bridge, UK, 10 San Mateo Hayward bridge, USA, 33 Sava bridge, Yugoslavia, 28 Sava road bridge, Yugoslavia, 32 Schuylkill bridge, USA, 2, 9 Secant modulus of cable stays, 198 Second Severn Crossing, UK, 29 Serrell, 9 serviceability limit state, 75 Severins bridge, Germany, 25, 184 Severn bridge, UK, 21, 24 Seyrig, T., 15 Sfalasse bridge, Italy, 33 Shanghai–Chongming Bridge, China, 30 shear centre, 96, 100 shear modulus, 40 Siemens, 10 Skarnsundet bridge, Norway, 187 Southwark bridge, UK, 3 spiral strands, 190 St Louis bridge, USA, 10, 15 St Nazair bridge, France, 28 St Venant, B., 111, 113 steel bridges, 10 steel cables, 11, 12, 188 Steinman, David, 17, 20 Stephenson, George, 7 Stephenson, Robert, 8 stiffening girder, 9, 25, 185, 186, 188 Stonecutters Bridge, Hong Kong, 29 Storebelt Bridge, Denmark, 23 Strauss, J. B., 17 strength properties, 38 Stretto di Rande bridge, Spain, 28
Strömsund bridge, Sweden, 25, 184, 192 Sunshine Skyway, USA, 30 suspension bridges, 2, 3, 5, 7, 8, 9, 16–23 Sutong Bridge, China, 30 Sydney Harbour bridge, Australia, 16 Tacoma Narrows bridge, USA, 17, 20 Tagus bridge, Portugal, 20 Tamar Suspension Bridge, 19 Tampico bridge, Mexico, 29 Tancarville bridge, France, 20 Tancred, Arrol & Co., 13 Tangent modulus of cable stays, 198 Tatara Bridge, Japan, 29, 186 Tay bridge, UK, 11 Telford, Thomas, 2, 3, 4, 5, 7, 8 tensile strength, 38, 40, 41 tension field, 119, 128, 130, 144–146, 150, 152 Theodor Heuss bridge, Germany, 25, 184 thermal forces, 68 three-moment theorem, 173 Tin Kau Bridge, Hong Kong, 30 Tjörn bridge, Sweden, 28 torsional oscillation, 19 torsional stiffness/rigidity, 25, 95, 97, 106, 137, 141, 165 transverse distribution, 95 truss bridges, 8, 11 trussed cantilever, 12, 13, 17 Tsing Lung Bridge, Hong Kong, 23 Tsing Ma Bridge, Hong Kong, 23 Tsurumi Koro bridge, Japan, 187 tube bridges, 8 ultimate limit state, 75 Vauxhall bridge, UK, 3, 5 Verantius, Faustus, 183 Verrazano Narrows bridge, USA, 20 Viaur Viaduct, France, 16 Volta Bridge, Africa, 15 von Karman, 19, 126 Waal bridge, Holland, 28 Waddell, 11 Wagner, H., 128, 133 warping rigidity, 97, 106 weathering steel, 38, 45 weldability, 44 welding residual stress, 121–124, 127, 161, 162 Wernwag, Lewis, 9 Western European steel, 47 Wheeling bridge, USA, 9 Williamsburg bridge, USA, 17 wind drag, 11 wind gust, 65 wind loading, 64 Windmill Bridge, Newark, UK, 34 Woodruff, Glen, 19 wrought iron, 3, 4, 5, 7, 8, 9, 10, 11, 15, 183 Wye bridge, UK, 28, 135 Yamatogawa bridge, Japan, 193 Yangpu bridge, China, 187 yield stress, 38, 39 Yokohama bridge, Japan, 29, 193 Young’s modulus, 38, 40, 98, 150, 191 Zambezi bridge, Zambia, 16 Zoo bridge, Germany, 32 Index 207
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The Design of Modern Steel Bridges
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The Design of Modern Steel Bridges
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Contents Preface vii Acknowledgemen
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Preface Bridges are great symbols o
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Acknowledgements The figures in Cha
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2 The Design of Modern Steel Bridge
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10 The Design of Modern Steel Bridg
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Table 2.1 Properties of some commer
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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
Page 167 and 168: For interaction of various stress c
Page 169 and 170: must be at least i.e. 1 IsxbB 4 2 a
Page 171 and 172: Chapter 6 Stiffened Compression Fla
Page 173 and 174: Stiffened Compression Flanges of Bo
Page 175 and 176: cross-section in which the secant s
Page 177 and 178: longitudinal compression of the lon
Page 179 and 180: webs of main girders is denoted by
Page 183 and 184: wherefrom Ms ¼ 2 3 PE P The net be
Page 195 and 196: Chapter 7 Cable-stayed Bridges 7.1
Page 197 and 198: Cable-stayed Bridges 185 cables con
Page 199 and 200: The following is a list of cable-st
Page 201 and 202: (a) Fan system (b) Harp system (c)
Page 203 and 204: 7.3.2 Ropes causing lateral compres
Page 205 and 206: The spiral winding of wires around
Page 207 and 208: polyethylene or even steel tube. Or
Page 209 and 210: See Fig. 7.7. Imagine a cable-stay
Page 211 and 212: It may be noted that: Et is higher
Page 213: Reference Cable-stayed Bridges 201
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