Five pier specimens were tested under low-cyclic reversed loading conditions to study the seismic behavior of concrete-filled steel tube (CFST) composite piers. The effects of axial compression ratio, stirrup ratio, longitudinal reinforcement ratio and shear span ratio on skeleton curve, load capacity, displacement ductility, stiffness degradation and energy dissipation capacity of the specimens were discussed. A finite element model was established to simulate the hysteretic behaviors of CFST composite piers under lateral repeated loads. The numerical results agreed well with the measured values. The finite element model was used to expand the range of structural parameters, and the influence of various structural parameters on the seismic behavior of composite piers was further analyzed. The test and numerical simulation results show that the lateral displacement stiffness and the bearing capacity of the composite pier increase with the increase of axial compression ratio, whereas the displacement ductility and the energy dissipation capacity deteriorate. Increasing the stirrup ratio or the longitudinal reinforcement ratio will improve the seismic performance of the composite pier. Shear span ratio is an important factor influencing the specimen failure mode. As the shear span ratio increases, the lateral bearing capacity and the lateral displacement stiffness of the specimen decrease, but the deformation and the energy dissipation capacity increase obviously.
Fig.3Comparison of calculated and test hysteretic curves
Fig.4Comparison of load-displacement skeleton curves under different structural parameters
试件编号
Py/kN
Pu/kN
Δy/mm
Δu/mm
μ
ξep
1)注：表中数据为正、反向加载的平均值
SC01
112.25
131.14
12.25
56.40
4.60
0.222
SC02
101.92
121.37
9.88
63.80
6.50
0.240
SC03
107.66
127.36
10.26
43.47
4.24
0.203
SC04
120.14
141.35
10.72
61.40
5.73
0.282
SC05
162.08
189.46
6.25
40.27
6.44
0.218
Tab.2Characteristic parameters of skeleton curves for test specimens
Fig.5Calculation illustration of equivalent hysteresis-damping ratio
Fig.6Stiffness degradation curves of specimens under different structural parameters
Fig.7Finite element model of CFST composite pier
Fig.8Concrete compression stress-strain curve
Fig.9Concrete tensile stress-displacement curve
Fig.10Comparison of experimental and calculated results of skeleton curves
试件编号
Pu
Δu
ξep
数值计算结果/kN
试验结果/kN
误差/%
数值计算结果/mm
试验结果/mm
误差/%
数值计算结果
试验结果
误差/%
SC01
132.33
131.14
0.91
44.37
56.40
21.33
0.257
0.222
15.77
SC02
128.34
121.37
5.74
56.41
63.80
11.58
0.262
0.240
9.17
SC03
129.24
127.36
1.48
36.14
43.47
16.86
0.214
0.203
5.42
SC04
143.06
141.35
1.21
45.18
61.40
26.42
0.279
0.282
1.06
SC05
195.00
189.46
2.92
39.41
40.27
2.14
0.244
0.218
11.93
Tab.3Comparison between numerical and test results
模型编号
n
ρv
ρl
λ
研究参数
R0
0.150
0.84%
1.28%
3.0
基准件
N1
0.075
0.84%
1.28%
3.0
n
N2
0.225
0.84%
1.28%
3.0
n
V1
0.150
0.58%
1.28%
3.0
ρv
V2
0.150
1.17%
1.28%
3.0
ρv
L1
0.150
0.84%
1.74%
3.0
ρl
L2
0.150
0.84%
2.28%
3.0
ρl
S1
0.150
0.84%
1.28%
2.0
λ
S2
0.150
0.84%
1.28%
4.0
λ
Tab.4Structural parameters of finite element models
Fig.11Comparison of numerical simulation results of hysteretic curves of composite piers with different structural parameters
Fig.12Comparison of numerical simulation results of skeleton curves of composite piers with different structural parameters
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