成层结构性软土一维非线性固结半解析分析

夏长青; 胡安峰; 付鹏; 崔军; 谢康和; 周禹杉

doi:10.3969/j.issn.0258-2724.20170612

成层结构性软土一维非线性固结半解析分析

doi: 10.3969/j.issn.0258-2724.20170612

夏长青^1,2,,
胡安峰^1,2, ,,
付鹏^1,2,
崔军^1,2,
谢康和^1,2,
周禹杉^1,2

基金项目: 国家自然科学基金资助项目（51778572，51278453）；教育部博士点基金资助项目（20120101110029）；浙江省自然科学基金资助项目（LY14E080016）

详细信息

作者简介:
夏长青（1991—），男，博士研究生，研究方向为软黏土力学和地基处理，E-mail：xiacq09@163.com

通讯作者:
胡安峰（1974—），男，副教授，研究方向为软黏土力学和地基处理、桩基工程，E-mail：anfenghu@zju.edu.cn

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出版历程
- 收稿日期: 2017-08-11
- 修回日期: 2018-06-26
- 网络出版日期: 2019-03-21
- 刊出日期: 2019-12-01

Semi-analytical Analysis of One-Dimensional Nonlinear Consolidation of Multi-layered Structured Soft Clay

XIA Changqing^{1,2
,},
HU Anfeng^{1,2
, ,},
FU Peng^1,2,
CUI Jun^1,2,
XIE Kanghe^1,2,
ZHOU Yushan^1,2

摘要

摘要: 为了研究变荷载作用下土体结构性对成层软土固结性状的影响，基于结构性软土压缩性和渗透性的非线性变化规律，以及结构屈服应力随土体深度变化等特征，对结构性软土非线性固结问题进行了分析. 首先采用三折线压缩模型、e-lg k_v渗透模型，详细分析了结构性软土在不同排水工况下的固结过程；其次，利用半解析法，建立一维固结方程，并编制程序进行求解，与目前已有的非线性固结结果进行了对比分析，验证了本文计算方法的可靠性；最后以某四层软土地基为工程背景，研究了变荷载、结构性等因素对固结性状的影响. 研究结果表明：成层结构性软土一维非线性固结过程中，当最终荷载相同，加荷速率不同时，固结前期，按应力定义的固结度大于按沉降定义的固结度，固结后期则相反；当加荷速率相同，最终荷载不同时，按应力定义和按沉降定义的固结度在固结前期均随着最终荷载的增大而减小，而在固结后期，随着最终荷载的增大而增大；考虑结构性时，按应力定义的固结度明显大于不考虑结构性的计算值，固结前期相差较大，随着固结的进行，差值逐渐减小.
- 变荷载 /
- 结构性 /
- 成层地基 /
- 非线性固结 /
- 半解析法
Abstract: To study the impact of structural properties on the consolidation behavior of multi-layered soft clay under time-dependent loading, the problem of nonlinear consolidation of structured soft clay was addressed by analyzing the nonlinear variable permeability and compressibility of structured soft clay and the variation of the yield stress with depth. First, the consolidation process in different drainage situations was analyzed in detail using the structured soft clay trilinear compression model and e-lg k_v permeability model. Then, one-dimensional consolidation equations were established by semi-analytical method. A calculation procedure was developed to solve the problem, and the effectiveness of the proposed method was verified by comparison with the existing nonlinear consolidation results. Finally, in the engineering background of a four-layer soft clay ground, influences of time-dependent loading and structural properties on the consolidation behavior of multi-layered soft clay were investigated. The results show that when the ultimate load is fixed while loading rates are varying, the degree of consolidation defined in terms of effective stress (U_p) is larger than that defined in terms of settlement (U_s) at the early stage, but the opposite will occur at the late stage. On the other hand, when the loading rate is fixed but the ultimate loads are different, with the ultimate load increasing, the values of U_s and U_p decrease at the early stage but increse at the late stage. At the early stage of cosolidation, the U_p obtained by the nonlinear consolidation analysis considering structural properties is significantly larger than that without considering structural properties, but the discrepancy decreases gradually as the consolidation proceeds.
- time-dependent loading /
- structural properties /
- multi-layered ground /
- non-linear consolidation /
- semi-analytical method

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图 1 成层结构性软土地基模型

Figure 1. Model of multi-layered structured soft soil foundation

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图 2 三折线压缩模型

Figure 2. Trilinear compression model

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图 3 渗透模型

Figure 3. Permeability model

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图 4 单面排水固结过程

Figure 4. Consolidation process of single-drainage situation

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图 5 双面排水固结过程

Figure 5. Consolidation process of double-drainage situation

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图 6 空间离散

Figure 6. Schematic diagram of spatial discretization

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图 7 时间和荷载离散

Figure 7. Schematic diagram of temporal and loading discretization

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图 8 对比验证

Figure 8. Verification by comparison

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图 9 加荷速率对固结度影响

Figure 9. Influence of the loading rate on the degree of consolidation

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图 10 最终荷载对固结性状影响

Figure 10. Influence of the ultimate load on the consolidation behavior

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图 11 土体结构性对固结性状影响

Figure 11. Influence of structural properties on the consolidation behavior

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表 1 对比验证计算参数

Table 1. Calculation parameters for verification

i	C_c	C_k	k_vr /（×10^–9 m•s^–1）	e_r	σ'_r /kPa	γ_sat /（kN•m^–3）	h_i/ m
1	0.382	0.765	3.628	1.393	100	18.31	3
2	0.521	0.525	0.815	1.422	100	18.18	5
3	0.628	0.418	0.434	1.501	100	17.91	8
4	0.286	0.358	1.128	1.058	100	18.62	4

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表 2 4层地基计算参数

Table 2. Calculation parameters for four layered soils

参数	土层
参数	1	2	3	4
C_CN	0.071	0.056	0.039	0.052
C_CT	0.431	0.632	0.496	0.308
C_CR	0.226	0.335	0.271	0.209
C_k	0.634	0.532	0.474	0.310
k_vr/（×10^–9 m•s^–1）	2.526	5.335	3.761	2.169
e_r	1.471	1.307	1.289	1.095
σ'_r/kPa	100	100	100	100
γ_sat/（kN•m^–3）	18.35	18.23	17.89	18.64
K₁	1.209	1.209	1.209	1.209
K₂/kPa	50	50	50	50
h_i/m	2	6	7	5

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