Damage of Bridges Resulting from Surface Rupture of Faults in the ...

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D1E, D2E Collapse 1.8mU pheaval N20E 30m Northbound Bridge D17E A1E P1E P2E P3E P4E P5E 10m P16E A2E D1W D2W D3W Decks T ilted and Settl ed Southbound Bridge 30m P1W P2W P3W P5W P8W 10m Shear Fai l ure Shear Cracks P6W, P7W Shear Cracks Flexural Cracks P11W Li quef action (a) Side View from West N20E Northbound Bridge D1E, D2E Collapse D4W, D5W Southbound Bridge D1W, D2W Decks T ilted Fault N60E (b) Plane Fig.22 Damage of Wu-Shi Bridge Photo 17 Collapse of Wu-Shi Bridge 23 shows damage of piers in the southbound bridge. P1W and P2W failed in shear from east to west. The caisson foundation at P3W suffered shear failure from east to west as shown in Photo 18. Nearly all piers in the west bound suffered damage, however P1W and P2W suffered the most extensive damage. On the other hand, damage of P2E and P3E was limited; P2E suffered several shear cracks from north to south at midheight. P3E suffered a 100- 150mm opening of concrete at 1.5m high from the foundation. P2E and P3E looked as if they settled about 2m relative to the piers in the south of P4E. It seemed that this was resulted from the upheaval in the south from the fault. A 2m high scarp was observed at about 100m east (upstream) of the bridge. The fault crossed the bridge between P2 (P2E & P2W) and P3 (P3E & P3W) at an angle of about 40-degree N60E) as Photo 18 Shear Failure of Caisson Foundation Reslting from Fault Movement, Wu-Shi Bridge shown in Fig. 24. Photo 19 shows a displacement of P1W and P2W in east direction (transverse direction), relative to other piers in south of P3. The displacement was as large as 2m. However based on Fig. 24, it seemed that the south of the fault moved in the west direction, and that this resulted in the shear failure from east to west in P1W and P2W. Substituting the relative displacement in transverse direction of d TR ≈ 2m and θ ≈ 40- degree into Eq. (3), the fault displacement was D 0 ≈ 3.1m, and relative displacement in longitudinal direction d LG was about 2.4m. It appeared that the westward fault movement at south of P3W resulted in a lateral force to occur in D1W and D2W in west direction, which, in turn, caused the shear failure in P1W and P2W. It is interesting to note that since the failure of P1W and P2W 186
North Side South Side Root 3 N60E Tatu Hsi N8-13E Wu-Shi Bridge N7W 0 300m Taiwan Geological Survay Not Confirmed K. Otsuki (Tohoku University) Kawashima, Shoji and Iwata Fig.24 Fault around Wu-Shi Bridge Photo 19 Lateral Movement of P1 and P2, Wu-Shi Bridge Fig.23 Failure of Piers, Wu-Shi Bridge contributed to absorb the large fault displacement, the decks (D1W and D2W) did not collapse. In a similar way, D1E and D2E in the northbound bridge were subjected to a large lateral force, which resulted in some damage at P1E and P2E. Since strength of wall piers (P1E and P2E) was large enough, they did not collapse. However, this developed the large relative displacements between the piers and the decks, and this resulted in the collapse of D1E and D2E. It appeared that the failure of the caisson foundation at P3W (refer to Photo 14) was developed by a direct fault movement. 187
Page 1 and 2: Seismic Fault-induced Failures, 171
Page 3 and 4: Photo 1 4.3m Offset of a Concrete F
Page 5 and 6: Fig.7 Section of Piers, Arifiye Ove
Page 7 and 8: Acceleration (g) Acceleration (g) A
Page 9 and 10: Photo 9 Bolu Viaduct Photo 10 Girde
Page 11 and 12: Root 1 Expressway Root 13 Root 3 Fe
Page 13 and 14: 2 Acceleration (g) 1.5 1 0.5 NS EW
Page 15: D13 D12 D11 D10 S N About 25m D1 P1
Page 19 and 20: 4) Bogazici University Kandilli Obs

Damage of Bridges Resulting from Surface Rupture of Faults in the ...

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