Damage of Bridges Resulting from Surface Rupture of Faults in the ...
Damage of Bridges Resulting from Surface Rupture of Faults in the ...
Damage of Bridges Resulting from Surface Rupture of Faults in the ...
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D13 D12 D11 D10<br />
S<br />
N About 25m<br />
D1<br />
P10<br />
A2<br />
P12Tilted P11Overturned<br />
About 10m<br />
P1<br />
34mUpheaval<br />
(a) Side View <strong>from</strong> East<br />
D13 D12<br />
D11 D10<br />
S N<br />
10m<br />
D1<br />
A1<br />
A2 P12 P11 P10<br />
Fault<br />
N20EN40E<br />
(b) Plane<br />
P1<br />
A1<br />
Fig.17 <strong>Damage</strong> <strong>of</strong> Bei-Fong Bridge<br />
Bei-Fong Bridge<br />
∆l<br />
l a<br />
l<br />
θ V<br />
d V<br />
Tachia Hsi<br />
Scarp<br />
l<br />
Fig.20 Shorten<strong>in</strong>g <strong>of</strong> Span Length due to Upheaval<br />
N42E<br />
North<br />
D11<br />
D12<br />
D13<br />
South<br />
A2<br />
0<br />
100m<br />
P10<br />
P11<br />
P12<br />
Taiwan Geological Survay<br />
K.Otsuki (Tohoku University)<br />
A2<br />
Fig.18 Fault around Bei-Fong Bridge<br />
P12<br />
P10<br />
P11<br />
D10<br />
A2<br />
Downstream<br />
P10<br />
D11<br />
P11<br />
Upstream<br />
North Bound<br />
<strong>of</strong> Fault<br />
P10<br />
P11<br />
P12<br />
A2<br />
P12<br />
6.6m<br />
D13<br />
D12<br />
3.5m<br />
South Bound<br />
P10<br />
P12<br />
P11<br />
Fig.21 Collapse Mechanism, Bei-Fong Bridge<br />
4.0m A2<br />
0 0<br />
Lateral Movement Upheaval<br />
Fig.19 Fault Movement and Ground Movement,<br />
Bei-Fong Bridge<br />
22mm bars <strong>from</strong> <strong>the</strong> caissons were spliced with <strong>the</strong><br />
bars <strong>in</strong> <strong>the</strong> piers at 1m <strong>from</strong> <strong>the</strong> bottom <strong>of</strong> piers.<br />
Concrete strength measured by <strong>the</strong> Shumit hammer<br />
was about 24MPa.<br />
D1E and D2E collapsed (refer to Fig. 22), while<br />
D1W and D2W tilted and settled extensively. Fig.<br />
185
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