液化土中管道随机地震响应分析与可靠度评价研究

徐斌; 陈柯好; 王星亮; 庞锐

doi:10.11779/CJGE20221096

液化土中管道随机地震响应分析与可靠度评价研究 English Version

徐斌^{1, 2,},
陈柯好^{1, 2},
王星亮^{1, 2},
庞锐^{1, 2, ,}

1.
大连理工大学建设工程学部水利工程学院, 辽宁大连 116024
2.
海岸和近海工程国家重点室验室(大连理工大学), 辽宁大连 116024

基金项目:

国家自然科学基金项目 52279096

国家自然科学基金项目 52279125

国家自然科学基金项目 52009017

详细信息

作者简介:
徐斌(1981—)，男，博士，教授，博士生导师，主要从事土动力学与高土石坝抗震、粗粒土力学特性等方面的研究工作。E-mail: xubin@dlut.edu.cn

通讯作者:
庞锐, E-mail: pangrui@dlut.edu.cn

中图分类号: TU435
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出版历程
- 收稿日期: 2022-09-04
- 网络出版日期: 2024-01-08
- 刊出日期: 2023-12-31

Stochastic seismic response analysis and reliability evaluation of pipelines in liquefied soil

XU Bin^{1, 2,},
CHEN Kehao^{1, 2},
WANG Xingliang^{1, 2},
PANG Rui^{1, 2, ,}

1.
School of Hydraulic Engineering, Faculty of Infrastructure Engineering, Dalian University of Technology, Dalian 116024, China
2.
The State Key Laboratory of Coastal and Offshore Engineering, Dalian University of Technology, Dalian 116024, China

摘要

摘要: 地震作用下饱和砂土液化会导致埋地管道上浮，引起系统功能失效。为探究液化场地中埋地管道的地震响应和可靠度水平，充分考虑地震动的随机性和非平稳性，提出了基于概率密度演化法和等价极值分布的概率分析方法，从超孔隙水压力、加速度和结构位移变形三方面对埋地管道进行随机动力分析和可靠度评价。结果表明：地震动的随机性对埋地管道的动力响应有显著影响，传统的确定性分析方法可能会低估管道的地震响应，提出的分析方法能较全面地研究管道的上浮机理和可靠度水平；地震作用下，孔隙水压力上升，导致土壤有效应力下降，进而发生土壤液化是管道上浮的主要原因；两侧土壤向管道底部的挤压和指向管底的渗流压力进一步加剧了管道的抬升。最后，基于成灾机理研究了U型碎石排水对埋地管道的减灾效果和机理。提出的随机概率分析方法，可以对管道的上浮机理和可靠度做出较为准确的分析。
- 液化土 /
- 埋地管道 /
- 随机地震 /
- 概率分析 /
- 上浮机理
Abstract: The liquefaction of saturated sand under the action of earthquakes can cause the buried pipeline to float up and the system failure. To investigate the seismic response and reliability level of buried pipelines in liquefaction sites, a probabilistic analysis method based on the probability density evolution method and equivalent extreme value distribution is proposed to fully consider the randomness and non-stationarity of ground shaking. According to the excess pore water pressure, acceleration and displacement of structures, the random dynamic analysis and reliability assessment of the buried pipeline are carried out. The results show that the randomness of ground motion has a significant effect on the dynamic response of buried pipelines, and the traditional deterministic analysis methods may underestimate the seismic response of pipelines. The proposed method can be use to comprehensively study the floating mechanism and reliability level of buried pipelines. Under the action of earthquakes, the pore water pressure increases, which leads to a decrease in the effective soil stress, and then liquefaction of the soil occurs, causing the pipe to float up. The compression of soil at both sides towards the bottom of the pipe and the seepage pressure towards the bottom of the pipe further aggravate the uplift of the pipe. Finally, the disaster mitigation effect and mechanism of U-shaped gravel drainage on buried pipelines are studied based on disaster mechanism. The proposed stochastic probability analysis method can be employed to accurately evaluate the buoyancy mechanism and reliability of pipelines.
- liquefied soil /
- buried pipeline /
- stochastic earthquake /
- probability analysis /
- floating mechanism

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图 1 样本的均值、标准差和反应谱与目标值的对比

Figure 1. Comparison between mean, standard deviation and response spectrum and target values

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图 2 有限元网格及观测节点位置

Figure 2. Finite element mesh and position of observation nodes

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图 3 U型碎石排水措施

Figure 3. Drainage measures for U-shaped gravel

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图 4 超孔隙水压力分布

Figure 4. Distribution of excess pore water pressure

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图 5 特征节点超孔压时程

Figure 5. Time histories of excess pore pressure at characteristic nodes

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图 6 t=12.5 s和t=30 s时刻孔压比分布

Figure 6. Distribution of pore pressure ratio at t=12.5 and 30 s

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图 7 特征节点加速度时程和超孔压

Figure 7. Time histories of acceleration and excess pore water pressure at feature nodes

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图 8 上浮位移的均值和标准差

Figure 8. Time histories of mean and standard deviation of upward displacement

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图 9 管道底部的加速度、超孔压和上浮位移时程

Figure 9. Time histories of acceleration, excess pore water pressure and buoyancy at bottom of pipe

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图 10 位移向量示意图

Figure 10. Schematic diagram of displacement vector

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图 11 上浮位移的概率密度信息

Figure 11. Probability densities of upward displacement

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图 12 上浮位移的等价极值概率信息

Figure 12. Equivalent extremum probability information of upward displacementt

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图 13 U型碎石排水震后超孔隙水压力分布

Figure 13. Distribution of excess pore water pressure at post- earthquake time of U-shaped gravel drainage measures

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图 14 管道底部平均超孔压时程

Figure 14. Comparison of time history of average excess pore water pressure at bottom of pipe

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图 15 上浮位移时程

Figure 15. Comparison of time history of mean upward displacement

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图 16 累积分布函数

Figure 16. Cumulative distribution function

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表 1 砂土模型参数

Table 1 Parameters of sand

G₀	K₀	M_g	M_f	${\alpha _{\text{f}}}$	${\alpha _{\text{g}}}$
95.8	192.5	1.15	1.03	0.45	0.45

H_u0	H_l0	β₀	β₁	${\gamma _{{\text{DM}}}}$	${\gamma _{\text{u}}}$
800	600	4.2	0.2	0	2

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表 2 排水碎石模型参数

Table 2 Parameters of drainage crushed stone

G₀	K₀	M_g	M_f	${\alpha _{\text{f}}}$	${\alpha _{\text{g}}}$
217	500	1.32	1.30	0.45	0.45

H_u0	H_l0	β₀	β₁	${\gamma _{{\text{DM}}}}$	${\gamma _{{\text{DM}}}}$
4000	750	4.2	0.2	4	2

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表 3 理想弹塑性接触面参数

Table 3 Parameters of ideal elastic-plastic contact surface

K_n/MPa	K_s/MPa	φ/(°)	c	t
1000	10	23	0	0

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表 4 弹性混凝土参数

Table 4 Parameters of elastic concrete

E/MPa	μ	ρ/(kg·m^-3）
25500	0.167	23

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表 5 不同破坏等级的可靠度

Table 5 Reliabilities of different failure grades

性能水平	破坏等级
性能水平	轻度破坏	中度破坏	重度破坏
上浮位移/m	0.045	0.075	0.011
可靠度/%	88.22	56.35	16.23

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