Centrifugal Shaking Table Test on Seismic Response of High-rise Building Pile Raft Foundation Underground Structure System in Liquefaction Site
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摘要: 为了探究液化场地中高层建筑-桩筏基础-地下结构动力响应规律，本文设计并制作了高层建筑-桩筏基础–地下结构体系缩尺模型，利用大型离心机振动台设备，开展了液化场地中高层建筑-桩筏基础-地下结构体系动力响应试验研究。重点分析了在不同强度地震作用下，可液化场地土、高层建筑、桩筏基础和地下结构的动力响应特性，主要包括土体孔隙水压力、地基加速度、位移沉降、土压力等，并深入探讨了地基液化对高层建筑-桩筏基础-地下结构动力响应的影响。试验结果表明，高层建筑-桩筏基础下卧地基的液化程度最高；强震作用下桩筏基础与地下结构的存在，在一定程度上加速了二者之间土体孔隙水的排出；小震作用下筏板和地下结构的加速度响应放大，在强震作用下，由于地基液化对邻近结构的影响，筏板和地下结构的加速度响应先放大后减小；试验场地整体发生了不均匀沉降，地下结构上的土体存在明显的隆起变形；在大震作用下，地基液化对桩筏基础与地下结构有一定的减震作用。浅层土反应谱的短周期成分地震响应显著，深层土反应谱的长周期成分地震响应显著。Abstract: To investigate the dynamic response mechanisms of the liquefiable site-high-rise building pile-raft structure-underground structure system, this study designed and fabricated a scaled model of the high-rise building pile-raft structure-underground structure system. Utilizing a large-scale centrifuge shaking table device, dynamic response tests were conducted on the liquefiable site-pile-raft foundation-underground structure system. The analysis focused on the dynamic response characteristics of liquefiable site soils, high-rise building pile-raft foundations, and underground structures under seismic actions of varying intensities, primarily including soil pore water pressure, foundation acceleration, displacement settlement, and earth pressure. The study thoroughly investigated the influence of soil liquefaction on the dynamic responses of both the pile-raft foundation and underground structures. Experimental results reveal that: The underlying foundation beneath the high-rise building pile-raft structure exhibited the highest degree of liquefaction; Under strong seismic excitation, the presence of pile-raft foundations and underground structures accelerated pore water drainage in the intervening soil to some extent; During minor earthquakes, the acceleration responses of raft slabs and underground structures demonstrated amplification effects, whereas under strong earthquakes, these responses initially amplified then attenuated due to liquefaction-induced effects on adjacent structures; The test site experienced differential settlement overall, with significant heave deformation observed in the soil overlying underground structures; Under intense seismic loading, foundation liquefaction demonstrated a notable seismic mitigation effect on both the pile-raft structure and underground structures.Shallow soil sites exhibit significant amplification in the short-period range of the response spectrum, whereas deep soil deposits exhibit significant amplification in the long-period range.
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图 4 台面输入0.30 g Kobe波加速度时程及傅里叶谱
Figure 4. Acceleration time history and Fourier spectrum of 0.30 g Kobe wave input to the table
图 5 不同位置土层超孔压比
Figure 5. Excess pore pressure ratio of soil layers at different locations
图 6 深度10.5 m处不同位置超孔压比最大值
Figure 6. Maximum excess pore pressure ratio at different positions at 10.5 m
图 7 不同工况自由场地基与结构间地基加速度响应
Figure 7. Acceleration response of foundation between free field foundation and structure for different condition
图 8 0.30 g Kobe波工况不同位置加速度反应谱
Figure 8. Acceleration response spectrum at different positions under 0.30 g Kobe wave condition
图 9 0.30 g Kobe波工况地基和台面的加速度响应
Figure 9. Acceleration response of foundation and table for 0.3 g Kobe earthquake condition
图 10 地下结构两侧土压力时程曲线
Figure 10. Time curves of earth pressure on both sides of underground structure
图 12 地下结构加速度、台面加速度与结构间地基超孔压比时程
Figure 12. Time courses of underground structure acceleration, table acceleration, and excess pore pressure ratio between structures
图 13 筏板加速度、台面加速度与下卧地基超孔压比时程
Figure 13. Time courses of raft acceleration, table acceleration,and excess pore pressure ratio of the underlying foundation
图 14 高层建筑各楼层动力响应与台面加速度和加速度峰值放大系数
Figure 14. Dynamic response of each floor of a high-rise building and table acceleration and Peak acceleration amplification factor
图 15 不同位置处加速度傅里叶谱对比
Figure 15. Comparison of acceleration Fourier spectrum at different positions
表 1 模型参数
Table 1. Model parameters
模型 参数 原型 模型 高层建筑 总质量/kg 1699500 13.596 层高/m 5 0.1 层重/kg 283250 2.3 地下结构 质量/kg 8721000 6.967 壁厚/m 0.5 0.01 筏板 厚度/m 1 0.02 质量/kg 705000 5.44 
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表 2 地表不同位置处最终沉降值
Table 2. Final settlement value at different positions on the surface
工况 LVDT1 LVDT2 LVDT3 0.08 g Kobe −9.41 mm −12.44 mm −12.44 mm 0.15 g Kobe −15.55 mm −20.08 mm −47.27 mm 0.30 g Kobe −37.94 mm −67.14 mm −117.56 mm
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