SHAKING TABLE TESTS ON RIGID-DRAINAGE PIPE PILE GROUPS AT LIQUEFIED LATERALLY SPREADING SITE
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摘要: 地震作用下土体发生液化侧向扩展对建筑物极具破坏性，特别是对建筑物的桩基、高架桥梁等，消除和减小土体液化扩展引起的对结构安全的危害具有极大的意义。刚性排水管桩由圆形空心刚性桩与排水体结合而成，其在具有排水功能的同时，又具有较大的承载力，但是目前针对刚性排水管桩群桩抗液化性能的研究仍十分有限。基于振动台试验，开展了桩顶承台竖向荷载作用下刚性排水管桩群桩与普通桩群桩处理液化侧向扩展场地的振动响应对比研究，分析了地基土的超孔压比、加速度、平均沉降、承台位移、挡板位移以及桩身弯矩等。研究结果表明：刚性排水管桩地基与普通桩地基相比，超孔压、桩身弯矩、地基沉降、承台位移、岸壁位移明显减小，而加速度增大，充分表明刚性排水管桩的抗液化效果显著。Abstract: The lateral expansion of soil liquefaction under the action of an earthquake may well be fatally destructive to foundations, especially for the piles of building structures and bridges, thus, it is of urge demand to reduce and to eliminate the threaten of soil liquefaction and expansion to the structure safety. The rigid drainage pipe pile is composed of a circular hollow rigid pile and a drainage body, which enables the large bearing capacity and the favorable drainage characteristics. However, the research on the anti-liquefaction performance of rigid drainage pipe pile groups is still limited. In this study, a series of shaking table tests on rigid drainage pipe piles and on ordinary piles under vertical loads were carried out, and the dynamic responses of excess pore pressure ratios, of accelerations, of average settlements, of cap displacements, of quay wall displacements and of pile bending moments were comparatively analyzed. The results show that compared with the ordinary pile model, the rigid drainage pipe pile foundation the excess pore pressure, pile body bending moment, foundation settlement, cap displacement, and quay wall displacement of rigid drainage pipe pile foundation are obviously reduced, while the acceleration is increased, which fully shows that the anti-liquefaction effect of rigid drainage pipe pile is remarkable.
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图 6 超孔压比时程曲线(工况2)
Figure 6. Time-history curves of the excess pore pressure ratio (Case 2)
图 7 不同埋深处超孔压比峰值(工况2)
Figure 7. Comparison of peak excess pore pressure ratio along depth (Case 2)
图 10 土体液化后加速度放大系数
Figure 10. Acceleration amplification factor after soil liquefaction
图 11 40%土体相对密实度下桩身弯矩峰值沿深度分布规律
Figure 11. Peak pile bending moment along depth with a relative density of 40%
图 12 70%土体相对密实度下桩身弯矩峰值沿深度分布规律
Figure 12. Peak pile bending moment along depth with a relative density of 70%
表 1 振动台参数
Table 1. Parameters of the shaking table system
参数 数值 台面尺寸/m 1.2×1.2 最大载重/kg 1000 最大水平向加速度/g 2.0 频率范围/Hz 0~50 最大水平速度/(m/s) 0.5 最大水平位移/mm 100 
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表 2 振动台模型试验相似比
Table 2. Similitude ratios of shaking table tests
物理量 换算方式 相似比 几何尺寸L SL 0.05 材料密度$ \rho $ $ {S_{ \rho} } $ 1 弹性模量E SE 0.05 加速度a $ {S_{ a}} = {S_{ E}}S_{ L}^ {- 1} S_{ \rho} ^ {- 1} $ 1 频率f $ {S_{ f}} = S_{ E}^{0.5} S_{ L}^ {- 1} S_{ \rho} ^ {- 0.5} $ 4.472 质量m $ {S_{ m}} = S_{ L}^3{S_{ \rho} } $ 1.25×10−4 力F $ {S_{ F}} = {S_{ L}^2}{S_{ E}} $ 1.25×10−4 正应力$ \sigma $ $ {S_{ \sigma} } = {S_{ E}} $ 0.05 时间T $ {S_{ T}} = {S_{ L}}S_{ E}^{ - 0.5}S_{ \rho} ^{0.5} $ 0.233 横截面A $ {S_{ A}} = S_{ L}^2 $ 2.5×10−3 惯性矩I $ {S_{ I}} = S_{ L}^4 $ 6.25×10−6
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表 3 7#硅砂物理参数
Table 3. Physical properties of 7# silica sand
平均粒径
d50/mm不均匀系数
Cu颗粒比重
Gs最大干密度
ρd,max
/(g·cm−3)最小干密度
ρd,min/(g·cm−3)0.13 2.11 2.64 2.11 1.34
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表 4 试验工况布置
Table 4. Decoration of tests
组别 工况 加载
波形加速度
幅值相对
密实度/(%)振动
持时/s振动
频率/Hz1 1 正弦波 0.05 40 10 5 2 0.10 3 0.20 2 4 正弦波 0.05 70 10 5 5 0.10 6 0.20
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表 5 排水桩与普通桩桩身弯矩峰值的均值之比
Table 5. The ratio of the mean value of the peak bending moment of the drainage pile and the ordinary pile
工况 桩身弯矩峰值的均值之比/(%) A桩 B桩 C桩 40%-0.1 g 78.66 50.07 36.35 70%-0.1 g 46.63 63.70 72.98 40%-0.2 g 82.73 99.88 53.64 70%-0.2 g 74.60 60.35 92.69
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