In connection with the practical project of Kunming Road station of Tianjin subway Line 3, the paper established a two-dimensional finite element model with visco-elastic boundary by using ANSYS and analyzed seismic responses of subway station with different distribution of soft soil. The nonlinear dynamic properties of soft soils are modeled by the KINH. And obtain the response rules about displacement and internal force on subway station in the general field soil and five different distributions of soft soil. Provide reference for improving the seismic performance of subway stations in Tianjin soft soil.
. [J]. Frontiers of Structural and Civil Engineering, 2014, 8(2): 187-193.
Dejian YANG,Meiling DUAN. Seismic responses of subway station with different distributions of soft soil in Tianjin. Front. Struct. Civ. Eng., 2014, 8(2): 187-193.
the soil layer down 4m from the top of the side wall of the station
No. 2
7.575
4
the 4 m second underground storey
No. 3
17.308
4
the soil layer up 4m from the bottom of the side wall of the station
No. 4
31.308
4
at 10 m depth far from the bottom of subway station
No. 5
41.308
4
at 20 m depth far from the bottom of subway station
Tab.2
Fig.3
Fig.4
Fig.5
Fig.6
site classification
relative displacement amplitude/mm
occurrence time/s
general field
6.85
7.67
soft site No. 1
7.38
8.01
soft site No. 2
8.62
7.78
soft site No. 3
10.85
7.67
soft site No. 4
4.57
7.69
sofs site No. 5
4.16
7.65
Tab.3
Fig.7
Fig.8
classification
moment/kN·m
shear force/kN·m
1
2
3
4
5
6
1
2
3
4
5
6
general field
649.17
-248.71
-1073.75
113.16
1522.44
-3472.56
-81.96
-111.04
219.58
241.02
602.02
651.93
soft site No. 1
779.04
-223.84
-1181.13
141.45
1217.95
-5208.84
-90.16
-88.832
263.50
301.28
497.62
847.51
soft site No. 2
1622.925
-696.39
-2362.25
305.53
4415.08
-10417.68
-180.31
-288.70
461.12
650.75
1368.44
1629.83
soft site No. 3
973.755
-746.13
-1503.25
316.85
3806.10
-13542.98
-122.94
-322.02
285.45
474.86
1617.25
1434.25
soft site No. 4
584.253
-236.28
-1052.28
96.19
1309.30
-2778.05
-73.76
-88.83
193.23
204.87
435.41
586.74
soft site No. 5
519.336
-186.53
-912.69
79.21
913.46
-2257.16
-49.18
-83.28
197.62
168.71
497.62
423.76
Tab.4
Fig.9
Fig.10
1
DowdingC H, RozenA. Damage to rock tunnels from earthquake shaking. Journal of the Geotechnical Engineering Division, ASCE (GT2), 1978: 175–191
2
UenishiK, SakuraiS. Characteristic of the vertical seismic waves associated with the 1995 Hyogo-Nanbu (KOBE), Japan earthquake estimated from the failure of the Dakai underground station. Earthquake Engineering & Structural Dynamics, 2000, 29(6): 813–821
3
IidaH, HirotoT, YoshidaN, IwafujiM. Damage to Dakai subway station. Soils and Foundations, 1996, 34: 283–300
4
BaiY, ZhouJ. Tunnel seismic stability analysis of soft soil layer. Journal of Foshan University, 2001, 19(1): 39–44 (in Chinese)
5
ZhengY L, LiuS G, TangL D, TongF. Study on seismic design of subway tunnel in soft soil. Underground Space, 2003, 23(2): 111–118(in Chinese)
6
ZhuangH Y, WangX X, ChenX G. Earthquake responses of subway station with different depths of soft soil. Journal of Geotechnical Engineering, 2009, 31(8): 1258–1266(in Chinese)
7
BesselingJ F. A theory of elastic, plastic, and creep deformations of an initially isotropic material showing anisotropic strain-hardening, creep recovery, and secondary creep. Journal of Applied Mechanics, 1958, 25: 529–536
8
OwenR J, PrakashA, ZienkiewiczO C. Finite Element Analysis of Non-Linear Composite Materials by Use of Overlay Systems. Computers & Structures, 1974, 4(6): 1251–1267
9
BaoP, ShengG L. Study on seismic performance of subway station. Journal of Henan University, 2009, 39(4): 428–431 (in Chinese)
