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

Acceleration (g)
0.6
0.3
0
-0.3
-0.6
EW
Max=-0.42G
Acceleration (g)
0.3
0
UD
Max=0.26G
-0.3
0 5 10 15 20 25
Time (sec)
1.5
Acceleration (g)
1
0.5
EW
UD
Fig. 5 Arfiye Bridge
0
0 1 2 3 4 5
Period (sec)
Fig. 4 Ground Motions Recorded at Sakarya, Adapazeri
As shown in Photo 6, the D2, D3 and D4 fell down
at the south end with the north end still being
supported by the piers. D 1 rested on ground almost
horizontally.
The decks were of 5 precast concrete U-beams as
shown in Fig. 6. They were supported by 5
elastomeric bearings with 300mm x 300mm and
100mm high per substructure. As shown in Fig. 7,
the piers were 1m thick and 14m wide in
longitudinal and transverse directions, respectively.
The design strength of concrete was 30 MPa. The
reinforced concrete footing that supported P1 was
5.3m long and 14m wide in longitudinal and
transverse directions, respectively. The footing of
P3 was supported by 8 1m-diameter cast-in-place
reinforced concrete piles. The piles were reinforced
by 12 20mm plain bars. The averaged concrete
strength measured by the Shumit hammer was 56
MPa and 47 MPa at the front wall of A2 and the
upper surface of P1 footing, respectively. They were
high enough for the normal reinforced concrete pier
and abutment.
As shown in Fig. 5, the fault ruptured crossing
the bridge between A1 and P1 at an angle θ of 70-
degree. The right-lateral strike-slip fault dislocated
Fig. 5 Cross Section of Arifiye Bridge
(Courtesy of F.Inal and H. Hoashi)
A1 in northeast direction relative to P1-P3 and A2.
If one idealizes a ground rupture as shown in Fig. 8
(a), the ground displacements at north and south of
the fault line, d N and d S , may be obtained
as d N = d S = D 0 /2 , in which D 0 is the
displacement of fault rupture. Hence, the ground
movement in transverse and longitudinal directions
of the bridge axis may be represented
d N,TR = D 0 /2⋅sinθ
d N,LG = D 0 /2⋅cosθ
at the north of fault line, and
(1)
174