基于广义剪应变的各向异性固结饱和砂土超静孔压发展模型

赵福堂; 吴祁新; 郑俊杰; 郑烨炜

doi:10.11779/CJGE20231122

基于广义剪应变的各向异性固结饱和砂土超静孔压发展模型 English Version

武汉大学土木建筑工程学院, 湖北武汉 430072

基金项目:

国家重点研发计划项目 2022YFC3080400

国家自然科学基金项目 52208366

国家自然科学基金项目 52078392

详细信息

作者简介:
赵福堂(1990—)，男，博士研究生，主要从事土动力学方面的研究工作。E-mail: zhaofutang314@whu.edu.cn

通讯作者:
郑烨炜, yzheng@whu.edu.cn

中图分类号: TU435
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- 文章访问数: 350
- HTML全文浏览量: 25
- PDF下载量: 91
出版历程
- 收稿日期: 2023-11-16
- 网络出版日期: 2024-05-12
- 刊出日期: 2025-01-31

Generalized shear strain-based model for development of excess pore water pressure in saturated sand under anisotropic consolidation

School of Civil Engineering, Wuhan University, Wuhan 430072, China

摘要

摘要: 各向异性固结条件下饱和砂土中超静孔隙水压力的发展规律对于理解砂土液化行为至关重要。使用空心圆柱扭剪仪进行了一系列扭剪试验，研究了初始固结条件（初始平均有效应力p'₀、固结应力比K）和循环加载条件（循环应力比CSR）对饱和砂土的广义剪应变γ_g和超静孔压比r_u发展规律的影响。试验结果表明，各向异性固结条件下的砂土表现出三类破坏模式：循环迁移、循环液化和残余累积变形。在所有3种破坏模式下，归一化超静孔压比r_{u, n}都与γ_g相关。据此提出了考虑各向异性固结条件的饱和砂土超静孔隙水压力预测模型。该模型能合理预测不同固结应力状态下超孔隙水压力的发展。
- 饱和砂土 /
- 各向异性固结 /
- 液化 /
- 超静孔压 /
- 广义剪应变
Abstract: The development pattern of the excess pore water pressure in saturated sand under anisotropic consolidation conditions is crucial for understanding the liquefaction behavior of sand. In this study, a series of torsional shear tests are conducted using the hollow-cylinder torsional apparatus to examine the influences of the initial consolidation conditions (initial mean effective stress p'₀ and consolidation stress ratio K) and cyclic loading conditions (cyclic stress ratio, CSR) on the development patterns of the generalized shear strain (γ_g) and excess pore water pressure ratio (r_u) in saturated sand. The experimental results indicate that the sands under anisotropic consolidation exhibit three failure modes: cyclic mobility, cyclic liquefaction and residual cumulative deformation. The normalized r_u can be correlated with γ_g for all the three failure modes. A prediction model for the excess pore pressure is proposed considering the anisotropic consolidation conditions for saturated sand. The model can reasonably predict the development of pore water pressure under different consolidation stress states.
- saturated sand /
- anisotropic consolidation /
- liquefaction /
- excess pore water pressure /
- generalized shear strain

HTML全文

图 1 福建砂级配曲线

Figure 1. Grain-size distribution curve of Fujian sand

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图 2 GDS空心圆柱扭剪装置

Figure 2. GDS hollow cylinder torsional shear system

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图 3 试样应力状态

Figure 3. Stress states of specimen

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图 4 固结与循环加载的应力路径

Figure 4. Stress paths consolidation and cyclic loading

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图 5 应变分量与循环次数的关系

Figure 5. Relationship between strain components and number of cycles

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图 6 循环有效应力路径

Figure 6. Cyclic effective stress paths

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图 7 超静孔压与循环次数关系

Figure 7. Relationship between excess pore water pressure and number of cycles

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图 8 静力有效应力路径

Figure 8. Static effective stress path

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图 9 相变摩擦角与固结应力比关系

Figure 9. Relationship between friction angle of phase transformation and consolidation stress ratio

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图 10 破坏包络线与破坏摩擦角

Figure 10. Failure envelope and friction angle of failure

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图 11 各向异性固结砂的孔压发展

Figure 11. Development of excess pore water pressure in anisotropically consolidated sands

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图 12 峰值孔压比与固结应力比关系

Figure 12. Relationship between peak pore pressure ratio and consolidation stress ratio

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图 13 归一化的超静孔压比与广义剪应变关系

Figure 13. Normalized pore pressure ratio versus generalized shear.strain

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模型预测值与本文试验数据的对比（ ${p'_0}$ = 100 kPa）

Comparison between model prediction and experimental data reported by this study ( ${p'_0}$ = 100 kPa)

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图 15 预测模型与参考文献[22]和[23]中的试验数据的对比

Figure 15. Validation of prediction model against experimental data reported by References [22] and [23]

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表 1 福建砂基本物理性质指标

Table 1 Physical property indexes of Fujian sand

d₅₀	C_u	G_s			e_max	e_min
0.35	2.92	2.65			0.73	0.51

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表 2 各向异性固结砂循环加载试验方案

Table 2 Test programs for cyclic loading of anisotropically consolidated sand

Test no.	固结状态	${p'_0}$ /kPa	$K = {\sigma '_{1{\text{c}}}}/{\sigma '_{3{\text{c}}}}$	CSR $= {\tau _{z\theta }}/{p'_0}$	Test no.	固结状态	${p'_0}$ /kPa	$K = {\sigma '_{1{\text{c}}}}/{\sigma '_{3{\text{c}}}}$	CSR $= {\tau _{z\theta }}/{p'_0}$
1	拉伸	100	0.6	0.175	21	拉伸	200	0.8	0.200
2	拉伸	100	0.6	0.200	22	各向同性	200	1.0	0.200
3	拉伸	100	0.6	0.250	23	各向同性	200	1.0	0.225
4	拉伸	100	0.8	0.175	24	各向同性	200	1.0	0.250
5	拉伸	100	0.8	0.200	25	压缩	200	1.5	0.200
6	拉伸	100	0.8	0.250	26	压缩	200	1.5	0.2125
7	各向同性	100	1.0	0.200	27	压缩	200	1.5	0.250
8	各向同性	100	1.0	0.250	28	压缩	200	2.0	0.250
9	各向同性	100	1.0	0.300	29	压缩	200	2.0	0.275
10	压缩	100	1.5	0.250	30	压缩	200	2.0	0.2875
11	压缩	100	1.5	0.300	31	拉伸	100	0.6	（静载）
12	压缩	100	1.5	0.350	32	拉伸	100	0.8	（静载）
13	压缩	100	2.0	0.300	33	各向同性	100	1.0	（静载）
14	压缩	100	2.0	0.350	34	压缩	100	1.5	（静载）
15	压缩	100	2.0	0.400	35	压缩	100	2.0	（静载）
16	拉伸	200	0.6	0.1375	36	拉伸	200	0.6	（静载）
17	拉伸	200	0.6	0.175	37	拉伸	200	0.8	（静载）
18	拉伸	200	0.6	0.1875	38	各向同性	200	1.0	（静载）
19	拉伸	200	0.8	0.150	39	压缩	200	1.5	（静载）
20	拉伸	200	0.8	0.1875	40	压缩	200	2.0	（静载）

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