Study on the difference of seismic responses of liquefied horizontal and inclined site-pile foundation-bridge structures under bidirectional earthquake excitations
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摘要: 根据已经完成的液化侧向扩展场地-群桩基础-上部结构体系大型振动台试验，在有限元软件OpenSees中建立了可液化倾斜场地振动台试验的有限元模型。通过与试验结果对比，验证了数值模型的可靠性。基于此，建立了典型水平和倾斜液化场地-桩基-桥梁结构体系的数值模型，讨论了双向地震作用下水平和倾斜场地体系地震响应的差异，结果表明：相比水平场地，倾斜场地超孔隙水压力在峰值阶段波动幅度更大，土体的侧向位移增加明显，尤其是在饱和砂土中部位置；倾斜场地中桩基础的破坏程度更大，可液化层中部桩基曲率最大可增大约13倍，桩身水平位移显著增加；而水平场地桥墩曲率比倾斜场地桥墩曲率大，建议在液化场地桩基设计中应考虑场地倾斜带来的影响。Abstract: According to the completed large-scale shaking table test of the liquefied lateral extension site-pile group foundation-superstructure system, the finite element model of the shaking table test of the liquefiable inclined site is established in the finite element software OpenSees. The reliability of the numerical model is verified by comparing with the experimental results. Based on this, numerical models of typical horizontal and inclined liquefaction site-pile foundation-bridge structural systems are established, and the difference in seismic response of horizontal and inclined site under bidirectional seismic excitation is discussed. The water pressure fluctuates more at the peak stage, and the lateral displacement of the soil increases significantly, especially in the middle of the saturated sand. The damage degree of the pile foundation in the inclined field is greater, and the maximum curvature of the pile foundation in the middle of the liquefiable layer can be increased by about approximately 13 times. The horizontal displacement of the pile body increases significantly. However, the curvature of the pier in the horizontal site is larger than that in the inclined site. It is suggested that the influence of the site inclination should be considered in the pile foundation design of the liquefaction site.
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图 7 场地沿深度方向水平残余位移
Figure 7. The horizontal residual displacement of the site along the depth direction
图 10 水平和倾斜场地超孔隙水压力时程曲线
Figure 10. Pore water pressure time history curves of horizontal and inclined sites
图 11 水平和倾斜场地土体水平加速度时程曲线（a）和峰值（b）
Figure 11. Time history curves (a) and peaks (b) of soil horizontal acceleration in horizontal and inclined sites
图 13 水平和倾斜场地残余位移对比
Figure 13. Comparison of residual displacement of horizontal and inclined sites
图 14 水平和倾斜场地桥墩和桩身曲率对比
Figure 14. Comparison of pier and pile curvature between horizontal and inclined sites
图 16 土体-桩基在双向地震作用下水平和倾斜场地在−20.0 m深处的响应时程
Figure 16. Response time history of soil-pile foundation for horizontal and inclined sites under bidirectional seismic excitation at −20.0 m depth
表 1 模型材料参数
Table 1. Model material parameters
土层 密度ρ
/(t•m−3)参考剪切
模量Gr
/kPa参考体积
模量Br
/kPa八面体
峰值应变
Ƴmax摩擦角
ɸ参考围压
/kPa压力
系数n黏聚力c
/kPa剪胀角
ɸPT剪缩
参数
c1剪缩
参数
c3剪胀
参数
d1剪胀
参数
d2屈服
面数硬土层 1.5 150000 750000 0.1 0.0 100 0.0 75 砂土层 1.7 60000 160000 0.1 31 101 0.5 31 0.093 0.18 0.0 0.17 20 
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