Cable-stayed bridges - Computational Analysis and Design of Bridge Structures - page 335

Table 11.1 Top 10 longest cable-stayed bridges in the world
No.

Name Main span (m) Year of built Location

1 Russky Bridge 1104 2012 Vladivostok, Russia

2 Sutong Bridge 1088 2008 Jiangsu, China

3 Stonecutters Bridge 1018 2009 Hong Kong, China

4 Edong Bridge 926 2010 Huangshi, China

5 Tatara Bridge 890 1999 Seto Island, Japan

6 Pont de Normandie 856 1995 Le Havre, France

7 Jingyue Bridge 816 2010 Jingzhou, China

8 Incheon Bridge 800 2009 Incheon, Korea

9 Zolotoy Rog Bridge 737 2012 Vladivostok, Russia

10 Shanghai Yangtze River

Bridge

730 2009 Shanghai, China

The erection of girders on both sides of the pylon usually proceeds simul-
taneously. This method is referred to as the balancing erection method .
This cantilever erection method is a valuable and practical advantage that
is unique to cable-stayed bridges. This benefit has resulted in designers
commonly selecting cable-stayed bridges over other bridge types. For a
given bridge site, this construction method could make the cable-stayed
bridge the only option.
Long-span cable-stayed bridges have rapidly developed since the turn of
the century, with some having main spans that exceed 1000 m (3280′).
This was previously considered the extreme limit of cable-stayed bridges.
Achieving longer spans, cable-stayed bridges have demonstrated that they
are structurally competitive to suspension bridges. Table 11.1 lists the
recent top 10 longest cable-stayed bridges in the world.

11.2 Behavior of CaBle-stayed Bridges

The idea of a cable-stayed bridge is simple: to provide intermediate support
for the girder by using cables that are anchored to the pylon at the other
end. This extends the length to which the girder can span. The mechanical
behavior of such structural components like the continuous girder, cables,
and a pylon is clearly shown in Figure 11.13. Loads are mainly vertical
loads on the girder due to its structural weight and live loads, cables are
under tension so as to pass loads on the girder to the pylon, the pylon is
under compression due to the downward forces from cables and its own
structural weight, and the girder encounters axial compression due to the
horizontal load components from cables and bending moments due to ver-
tical loads.