scholarly journals Shaking table test of a large-size model on failure mechanism of sheet-pile quay wall and pile foundation due to lateral spreading

2009 ◽  
Vol 4 (4) ◽  
pp. 259-271 ◽  
Author(s):  
Masayoshi SATO ◽  
Kentaro TABATA
Keyword(s):  
Failure Mechanism ◽  
Pile Foundation ◽  
Shaking Table Test ◽  
Lateral Spreading ◽  
Shaking Table ◽  
Sheet Pile ◽  
Large Size ◽  
Quay Wall ◽  
Size Model

LATERAL SPREADING DAMAGE TO SHEET-PILE WALLS AND PILE FOUNDATIONS REPRODUCED BY TSUKUBA LARGE-SCALE SHAKE TABLE

2011 ◽  
Vol 05 (03) ◽  
pp. 231-240 ◽  
Author(s):  
MASAYOSHI SATO ◽  
KENTARO TABATA
Keyword(s):  
Large Scale ◽  
Ground Deformation ◽  
Residual Deformation ◽  
Inertial Force ◽  
Lateral Spreading ◽  
Shaking Table ◽  
Pile Foundations ◽  
Sheet Pile ◽  
Quay Wall ◽  
Pile Type

Shaking table tests of two large-scale models with lateral spreading of liquefiable deposit under earthquake ground motions were performed to reveal the failure mechanism of sheet-pile-type quay walls and pile foundations behind them. These tests simulated the lateral spreading behavior of the deposit with slow rate of ground deformation, which was assumed to occur even after earthquake shaking. The test results also indicated that a deposit's residual deformation induced by the cyclic motions due to an earthquake and a structure's inertial force largely influence the deformations of the quay wall and the pile foundation.

Dynamic response of soil–pile–structure system subjected to lateral spreading: shaking table test and parallel finite element simulation

2020 ◽  
Vol 57 (4) ◽  
pp. 497-517 ◽  
Author(s):  
Lei Su ◽  
Hua-Ping Wan ◽  
Shaghayegh Abtahi ◽  
Yong Li ◽  
Xian-Zhang Ling
Keyword(s):  
Finite Element ◽  
Dynamic Response ◽  
Shaking Table Test ◽  
Lateral Spreading ◽  
Shaking Table ◽  
Dynamic Responses ◽  
Fe Model ◽  
System Parameters ◽  
Quay Wall ◽  
Parallel Finite Element

This paper investigates the dynamic response of soil–pile–structure interaction (SPSI) system behind a quay wall in liquefiable soil and laterally spreading ground through both large-scale shaking table test and parallel finite element (FE) simulation. A three-dimensional (3D) nonlinear FE model is developed to simulate the target SPSI system using the parallel modeling technique with high computational efficiency. This FE model of the SPSI system is validated by the shaking table test results. The validated FE model is firstly used to further explore the dynamic behavior of the SPSI system with details on the global responses of the SPSI system and the local responses. Secondly, the validated FE model is used for global sensitivity analysis (GSA) to fully assess the effects of uncertain parameters on the interested dynamic responses of the SPSI system. The experimental and numerical investigations show that liquefaction-induced lateral spreading significantly affects the movement of the clay crust at the landside and the internal forces in piles behind the quay wall. GSA results show that the relative importance of system parameters depends on the dynamic responses of interest, while the interaction effects among system parameters on dynamic responses are not evident.

Study on Lateral Dynamic Response of Pile Foundation in Liquefiable Soil by Using FBG Method

2012 ◽  
Vol 238 ◽  
pp. 337-340 ◽  
Author(s):  
Yu Run Li ◽  
Yan Liang ◽  
Xing Wei ◽  
Yun Long Wang ◽  
Zhen Zhong Cao
Keyword(s):  
Dynamic Response ◽  
Data Acquisition ◽  
Pile Foundation ◽  
Maximum Stress ◽  
Shaking Table Test ◽  
Data Acquisition System ◽  
Seismic Damage ◽  
Shaking Table ◽  
Calculation Methods ◽  
Liquefiable Soil

The study on lateral dynamic response of pile foundation in liquefiable soil is a significant part about seismic damage. In this paper, a new data acquisition system of FBG and calculation methods is used in the small shaking table test. The results show that FBG method used in this test is proved to be efficient and acceptable in both time characteristics and precision characteristics, it may be widely applied in the future doubtlessly. What’s more, the characteristics of p-y curves in different peak accelerations are discussed. And varying of maximum stress and displacement by corresponding acceleration is discussed. A contrast about p-y curve between dry sand and saturate sand is related, which provides a new direction in research about p-y curve.

scholarly journals Seismic Response of a Bridge Pile Foundation during a Shaking Table Test

2019 ◽  
Vol 2019 ◽  
pp. 1-16 ◽  
Author(s):  
Yunxiu Dong ◽  
Zhongju Feng ◽  
Jingbin He ◽  
Huiyun Chen ◽  
Guan Jiang ◽  
...  
Keyword(s):  
Seismic Wave ◽  
Pile Foundation ◽  
Large Scale ◽  
Amplification Factor ◽  
Shaking Table Test ◽  
Seismic Intensity ◽  
Shaking Table ◽  
Acceleration Amplification ◽  
Bedrock Surface ◽  
Bridge Pile Foundation

Puqian Bridge is located in a quake-prone area in an 8-degree seismic fortification intensity zone, and the design of the peak ground motion is the highest grade worldwide. Nevertheless, the seismic design of the pile foundation has not been evaluated with regard to earthquake damage and the seismic issues of the pile foundation are particularly noticeable. We conducted a large-scale shaking table test (STT) to determine the dynamic characteristic of the bridge pile foundation. An artificial mass model was used to determine the mechanism of the bridge pile-soil interaction, and the peak ground acceleration range of 0.15 g–0.60 g (g is gravity acceleration) was selected as the input seismic intensity. The results indicated that the peak acceleration decreased from the top to the bottom of the bridge pile and the acceleration amplification factor decreased with the increase in seismic intensity. When the seismic intensity is greater than 0.50 g, the acceleration amplification factor at the top of the pile stabilizes at 1.32. The bedrock surface had a relatively small influence on the amplification of the seismic wave, whereas the overburden had a marked influence on the amplification of the seismic wave and filtering effect. Damage to the pile foundation was observed at 0.50 g seismic intensity. When the seismic intensity was greater than 0.50 g, the fundamental frequency of the pile foundation decreased slowly and tended to stabilize at 0.87 Hz. The bending moment was larger at the junction of the pile and cap, the soft-hard soil interface, and the bedrock surface, where cracks easily occurred. These positions should be focused on during the design of pile foundations in meizoseismal areas.

scholarly journals Shaking table test on reinforcement effect of partial ground improvement for group-pile foundation and its numericalsimulation

2012 ◽  
Vol 52 (6) ◽  
pp. 1043-1061 ◽  
Author(s):  
Xiaohua Bao ◽  
Yukihiro Morikawa ◽  
Yoshimitsu Kondo ◽  
Keisuke Nakamura ◽  
Feng Zhang
Keyword(s):  
Pile Foundation ◽  
Shaking Table Test ◽  
Ground Improvement ◽  
Shaking Table ◽  
Reinforcement Effect ◽  
Group Pile
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