r - The Hong Kong Polytechnic University

Drift ratio (%)
-6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6
Drift ratio (%)
-6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6
1250
125
1500
150
1000
P2 COLUMN
100
1200
P2 COLUMN
Experimental result
120
750
75
900
Pushover curve
90
500
50
600
60
Lateral Force (kN)
250
0
-250
PULL
PUSH
25
0
-25
Laterl force (tonf)
Lateral Force (kN)
300
0
-300
PULL
PUSH
30
0
-30
Laterl force (tonf)
-500
-50
-600
-60
-750
-75
-900
-90
-1000
-100
-1200
-120
-1250
-125
-1500
-150
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600
Lateral Displacement (mm)
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600
Lateral Displacement (mm)
(a) failure mode (b) hysteresis loop (c) analytical results
Figure 14 Experimental and analysis results of P2 column (cyclic loading test)
Drift ratio (%)
-6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6
1250
125
1000
P2 COLUMN
100
750
75
500
50
Lateral Force (kN)
250
0
-250
PULL
PUSH
25
0
-25
Laterl force (tonf)
-500
-50
-750
-75
-1000
-100
-1250
-125
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600
Lateral Displacement (mm)
(a) failure mode
(b) hysteresis loop
Figure 15 Experimental results of P2 column (pseudo-dynamic test)
CONCLUSIONS
This paper has briefly introduced three latest experimental programs performed at NCREE related to seismic
design and retrofit of bridges. Some major conclusions drawn from these experiments were also presented.
These research results can be helpful for government to take proper steps to decrease seismic risks for bridges
and to serve as a reference for future update of the design code.
ACKNOWLEDGMENTS
The authors gratefully acknowledge the financial support provided by the National Science Council through
National Center for Research on Earthquake Engineering and National Applied Research Laboratories of
Taiwan.
REFERENCES
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