Research on Dynamic Response of Pile-Raft Foundation of High-Rise Building Structures in Liquefiable Sites Under Seismic Action
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摘要: 液化场地下高层建筑桩基抗震性能一直是防灾减灾工程中的热点问题，本文通过开展液化场地-桩筏基础-高层建筑结构体系动力响应大型离心机振动台试验，并基于STKO软件建立三维数值模型，通过对比土体超孔压比、土体加速度、上部建筑结构加速度和桩基弯矩等，验证数值模型的正确性和有效性；基于已验证的数值模型，输入不同峰值加速度的El Centro地震波，探究地震动强度对高层建筑桩筏基础的动力响应影响。结果表明，在相同地震波工况下，随着楼层的升高，楼层峰值加速度、最大位移逐渐增大，同时楼层峰值加速度放大倍数不断增加；在相同楼层处，随着地震动峰值的增加，楼层峰值加速度不断增大，楼层最大位移逐渐增大，但楼层峰值加速度放大倍数不断减小；小震作用下，土体并未发生液化，随着地震波峰值的增加，超孔压比上升的速度也随之加快，且土体超孔压比的波动程度随着地震动峰值的增加而变大；在小震作用下，桩身顶部会出现弯矩较大值，随着地震动峰值的增加，桩身弯矩峰值点位置下移，大震作用下，角桩、边桩及中桩的桩弯矩峰值均出现在液化层与非液化层交界处附近。Abstract: The seismic performance of pile foundations for high-rise buildings on liquefiable ground has always been a hot topic in disaster prevention and mitigation engineering. Therefore, this paper conducts a large-scale centrifuge shaking table test on the dynamic response of the liquefiable ground-pile raft foundation-high-rise building structure system, and establishes a three-dimensional numerical model based on the STKO software. By comparing the soil excess pore water pressure ratio, soil acceleration, upper building structure acceleration and pile foundation bending moment, the correctness and validity of the numerical model are verified. Based on the verified numerical model, different peak acceleration El-Centro seismic waves are input to explore the influence of ground motion intensity on the dynamic response of pile-raft foundations of high-rise buildings. The results show that under the same seismic wave conditions, with the increase of floor height, the peak floor acceleration gradually increases, the maximum floor displacement gradually increases, and the floor peak acceleration amplification factor continuously increases; at the same floor, with the increase of the peak ground motion, the floor peak acceleration continuously increases, the maximum floor displacement gradually increases, but the floor peak acceleration amplification factor continuously decreases; under small earthquakes, the soil does not liquefy, and with the increase of the peak of the seismic wave, the rate of increase of the soil excess pore water pressure ratio also accelerates, and the fluctuation degree of the soil excess pore water pressure ratio increases with the increase of the peak ground motion; under small earthquakes, a large bending moment value will appear at the top of the pile, and with the increase of the peak ground motion, the position of the pile bending moment peak point will move downward. Under large earthquakes, the peak bending moments of corner piles, edge piles and middle piles all occur near the interface between the liquefiable layer and the non-liquefiable layer.
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图 1 DCIEM-40-300大型土工动力离心机设备
Figure 1. DCIEM-40-300 large geodynamic centrifuge equipment
图 8 不同深度处土体超孔压比时程曲线对比
Figure 8. Comparison of time history curves of soil excess pore pressure ratio at different depths
图 9 不同深度处土体加速度时程曲线对比
Figure 9. Comparison of soil acceleration time history curves at different depths
图 10 筏板及上部建筑各楼层加速度时程曲线对比
Figure 10. Comparison of acceleration time-history curves of raft foundation and each floor of the superstructure
图 12 不同峰值加速度地震波下筏板及各楼层加速度时程曲线
Figure 12. The time history curves of raft and floor accelerations under seismic waves with different peak accelerations
图 13 不同峰值加速度地震波下筏板及各楼层峰值加速度及放大倍数对比
Figure 13. Comparison of peak accelerations and amplification factors of raft slabs and each floor under seismic waves with different peak accelerations
图 14 液化场地与非液化场地建筑第3层AS4和建筑顶部AS7的峰值加速度及放大倍数对比
Figure 14. Comparison of peak acceleration and magnification of the third floor AS4 and the top AS7 of the liquefaction site and the non-liquefaction site buildings
图 15 不同峰值加速度地震波下筏板及各楼层水平位移时程曲线
Figure 15. Time-history curves of the horizontal displacement of the raft and each floor under seismic waves with different peak accelerations
图 16 不同峰值加速度地震波下土体超孔压比时程曲线
Figure 16. Time-history curves of soil overpore pressure ratio under seismic waves with different peak accelerations
图 17 不同峰值加速度地震波下桩身弯矩包络对比
Figure 17. Comparison of bending moment envelope of pile under seismic waves with different peak accelerations
表 1 高层建筑原型基本信息
Table 1. High-rise building basic information
参数 数值 层数 6 层质量/t 283.25 总质量/t 1699.5 各层高度/m 5 结构自振周期/s 振型1 1.42 振型2 1.28 振型3 1.09 阻尼比 5% 桩长/m 19 桩数/根 9 筏板尺寸 18 m×14 m×1 m 楼板尺寸 15 m×10 m×0.1 m 
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表 2 离心机模型原型的相似比
Table 2. Scaling laws of the centrifuge model to the prototype
分项内容 相似比（模型/原型） 分项内容 相似比（模型/原型） 加速度 50∶1 应力 1∶1 时间 1∶50 应变 1∶1 长度 1∶50 位移 1∶50 密度 1∶1 集中力 1∶502 黏聚力 1∶1 力矩 1∶503
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表 3 试验模型基本信息
Table 3. Basic information of the test model
参数 层高/cm 楼板厚度/cm 楼板质量/kg 筏板厚度/cm 筏板质量/kg 取值 100 0.25 2.3 2 5.44
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表 4 天津砂物理参数
Table 4. Physical parameters of Tianjin sand
参数 比重 最大孔隙比 最小孔隙比 内摩擦角/(°) 平均粒径/m 不均匀系数 数值 2.642 0.943 0.603 36 0.00018 1.7
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表 5 数值模型土层参数
Table 5. Numerical model soil layer parameters
模型参数 粗砂层 细砂层 粉质黏土层 密度ρ/(kg·m−3) 2.1×103 2.0×103 1.5×103 参考剪切模量Gr/kPa 1.3×105 1.1×105 6×104 参考体积模量Br/kPa 2.6×105 2.4×105 3×105 摩擦角φ/(°) 37 35 0 峰值剪应变γmax 0.1 0.1 0.1 参考围压Pr/kPa 101 101 100 围压系数n 0.5 0.5 0 相位转换角φPT/(°) 26 26 — 剪缩参数c1 0.013 0.028 — 剪缩参数c3 0 0.05 — 剪胀参数d1 0.3 0.1 — 剪胀参数d3 0 0.05 — 屈服面数 20 20 20 初始孔隙比 0.50 0.65 — 黏聚力c/kPa 0 0 37
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表 6 构件单元参数
Table 6. Numerical model soil layer parameters
参数 弹性模量E/GPa 剪切模量G/GPa 泊松比ν 密度ρ/(kg·m−3) 数值 68.9 26.5 0.3 2800
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表 7 非液化场地土层参数
Table 7. Soil layer parameters of non-liquefiable sites
模型参数 松砂层 密砂层 密度ρ/(kg·m−3) 1.5×103 1.8×103 参考剪切模量Gr/kPa 6×104 1.5×105 参考体积模量Br/kPa 3×105 7.5×105 黏聚力c/kPa 37 75 峰值剪应变γmax 0.1 0.1
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