1. Key Laboratory of Disaster Prevention and Structural Safety of Ministry of Education, College of Civil Engineering and Architecture, Guangxi University, Nanning 530004, China 2. Ocean College, Zhejiang University, Zhoushan 316021, China
Sandy gravel foundations exhibit non-linear dynamic behavior when subjected to strong ground motions, which can have amplification effects on superstructures and can reveal insufficient lateral resistance of foundations. Grouting methods can be used to improve the seismic performance of natural sandy gravel foundations. The strength and stiffness of grouted sandy gravel foundations are different from those of natural foundations, which have unknown earthquake resistance. Few studies have investigated the seismic behavior of sandy gravel foundations before and after grouting. In this study, two shaking table tests were performed to evaluate the effect of grouting reinforcement on seismic performance. The natural frequency, acceleration amplification effect, lateral displacement, and vertical settlement of the non-grouted and grouted sandy gravel foundations were measured and compared. Additionally, the dynamic stress-strain relationships of the two foundations were obtained by a linear inversion method to evaluate the seismic energy dissipation. The test results indicated that the acceleration amplification, lateral displacement amplitude, and vertical settlement of the grouted sandy gravel foundation were lower than that of the non-grouted foundation under low-intensity earthquakes. However, a contrasting result was observed under high-intensity earthquakes. This demonstrated that different grouting reinforcement strategies are required for different sandy gravel foundations. In addition, the dynamic stress-strain relationship of the two foundations exhibited two different energy dissipation mechanisms. The results provide insights relating to the development of foundations for relevant engineering sites and to the dynamic behavior of grouted foundations prior to investigating soil-structure interaction problems.
hydraulic servo actuator and adaptive iterative control system
Tab.2
Fig.3
Case
soil depths (m)
foundation treatment
grouting depths (m)
Case 1
1.0
non-grouted
?
Case 2
1.0
grouted
0.5
Tab.3
Fig.4
Fig.5
Fig.6
test no.
input wave
peak acceleration (g)
duration (s)
EL-1
El Centro wave
0.15
25
KO-1
Kobe wave
0.15
25
AT-1
artificial wave
0.15
25
EL-2
El Centro wave
0.30
25
KO-2
Kobe wave
0.30
25
AT-2
artificial wave
0.30
25
EL-3
El Centro wave
0.50
25
KO-3
Kobe wave
0.50
25
AT-3
artificial wave
0.50
25
Tab.4
Fig.7
Fig.8
Fig.9
Fig.10
Fig.11
Fig.12
Case
surface settlement amplitude (mm)
EL-1
KB-1
AT-1
EL-2
KB-2
AT-2
EL-3
KB-3
AT-3
Case 1
0.02
0.01
0.02
0.56
0.69
2.05
0.33
4.04
4.75
Case 2
0.02
0.00
0.01
0.20
0.25
1.15
0.22
2.63
3.69
Tab.5
Fig.13
Fig.14
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