The Design of Modern Steel Bridges - TEDI

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22 The Design of Modern Steel Bridges Figure 1.22 Humber Bridge, England (1981). Figure 1.23 Cable Spinning for Humber Bridge. to provide additional aerodynamic damping. These concepts of the designers Freeman, Fox & Partners were repeated to bridge the Bosporus Straits by a spectacular bridge of 1074 m (3524 ft) span in 1973 and then in 1981 the recordbreaking Humber Bridge in northern England with its 1410 m (4626 ft) central span. The success of the Bosporus Bridge in carrying and generating traffic has
Figure 1.24 Second Bosporus Bridge, Turkey (1988). Types and History of Steel Bridges 23 led to the building of a 1014 m (3327 ft) span second bridge which opened in June 1988. The great project of connecting the Japanese Honshu and Shikoku islands by road and rail bridges along three routes across the Sato Island Sea has a number of long suspension and cable-stayed bridges with giant spans, including the world’s longest suspension span of 1991 m (6533 ft) of the Akashi–Kaiko Bridge. These bridges are designed to resist typhoons of up to 84 m/s (190 mph), earthquakes of intensity 8 in the Richter scale, up to 100 m (328 ft) sea depth, and 5 m/s (11.2 mph) tidal current. 1800 MPa (117 ton/in 2 ) tensile strength alloy wire have been developed for suspension cables. The incomplete main span of the Akashi–Kaiko Bridge withstood the great Kobe earthquake of 1995 without much harm, though the distance between the completed main towers increased by 1.1 m (3.6 ft). The Tsing Ma Bridge (span 1377 m/4518 ft) for access to the new airport in Hong Kong, the Storebælt Bridge in Denmark (span 1624 m/5328 ft) and the Jiang Yin Bridge across the Yangtsi river between Nanjing and Shanghai (span 1385 m/4544 ft) have been completed. There are further proposals to build Runyang South Bridge across the Yangtsi river with a span of 1490 m (4889 ft), another suspension bridge of 1450 m (4757 ft) span over the same Yangtsi at Zhenjiang and Tsing Lung bridge in Hong Kong with a span of 1418 m (4652 ft). There is a proposal to build a bridge across the 31 2 km wide Messina Straight to connect the island of Sicily with mainland Italy. A multi-span bridge is ruled out, due to the high cost of building pier foundations on 100 m deep sea bed. As the sea bed dives steeply from the shore, it is proposed to build the piers on dry land, requiring a main span of 3300 m (10 824 ft), i.e. 1309 m beyond and 1.66 times the current record of 1991 m. The aerofoil-shaped steel box girders,
Page 1: The Design of Modern Steel Bridges
Page 5 and 6: The Design of Modern Steel Bridges
Page 7 and 8: Contents Preface vii Acknowledgemen
Page 9 and 10: Preface Bridges are great symbols o
Page 11: Acknowledgements The figures in Cha
Page 14 and 15: 2 The Design of Modern Steel Bridge
Page 22 and 23: 10 The Design of Modern Steel Bridg
Page 58 and 59: Table 2.1 Properties of some commer
Page 63 and 64: Chapter 3 Loads on Bridges 3.1 Dead
Page 65 and 66: 3.3 Design live loads in different
Page 67 and 68: interstate highways are designed fo
Page 69 and 70: a coefficient that depends on the n
Page 71 and 72: Loads on Bridges 59 In Germany, a n
Page 73 and 74: Table 3.6 Typical values of U and P
Page 75 and 76: 3.5 Longitudinal forces on bridges
Page 77 and 78: wind loading on the traffic. An upl
Page 79 and 80: where r is the air density ¼ 1.226
Page 81 and 82: Loads on Bridges 69 minimum and max
Page 83 and 84: 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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204 The Design of Modern Steel Brid
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206 The Design of Modern Steel Brid
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