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摘要:
在城市地下工程的建设过程中，土体普遍处于饱和状态，而众多地下工程事故的发生与饱和土体的大变形行为紧密相连，但目前大部分本构模型都建立在小应变条件下。为了深入揭示饱和土体的大变形力学特性，本研究以有限应变理论为基础，结合超弹性模型与修正剑桥模型，引入上下负荷屈服面的概念来描述土体的超固结特性和结构性。利用具有数值计算优势的返回映射算法，求解本构模型的非线性响应，并推导出能够加速计算收敛并提高计算精度的一致切线刚度矩阵。在主应力空间内，建立了一个能够同时考虑结构性、超固结特性以及大变形等力学特性的饱和土有限应变弹塑性本构模型。通过对比试验数据与模型计算结果，验证了所提出本构模型的准确性。进一步通过模拟等围压三轴排水剪切试验和三轴固结试验，分别探讨了初始超固结比、初始结构性、超固结控制参数和结构性控制参数对土体力学特性行为的影响。结果表明：（1）随着超固结比增大，土体峰值强度逐渐增大，但最终体变由剪缩转为剪胀行为；（2）随着土体初始结构性的增强，土体的峰值强度显著提高，且应变软化的程度也随之增加；（3）超固结控制参数的增大或结构性控制参数的减小，土体峰值强度均有所提升。研究结果为解决大变形工程中的问题提供了新的思路和方法，具有重要的工程应用价值。
Abstract:During the construction of urban underground engineering projects, soils are typically in a saturated state, and many underground engineering accidents are closely related to the large deformation behavior of saturated soils. However, most constitutive models are developed under small strain conditions. To better understand the mechanical characteristics of large deformation in saturated soils, this study applied finite strain theory, combining hyper-elastic and modified Cambridge models. The concept of subloading and superloading yield surfaces was introduced to describe the characteristics of overconsolidation and structure of soils. Utilizing the advantages of numerical computation, a return mapping algorithm was employed to solve the nonlinear response of the constitutive model and derive a consistent tangent stiffness matrix to accelerate convergence and improve computational accuracy. In the principal stress space, a finite strain elastoplastic constitutive model for saturated soils is established, which simultaneously considering structural characteristics, overconsolidation properties, and large deformation mechanical behaviors. Through comparison between experimental data and model calculations, the accuracy of the constitutive model is verified. Additionally, the study investigated the effects of initial overconsolidation ratio, initial structural characteristics, overconsolidation control parameters, and structural control parameters on soil mechanical behavior by simulating isotropic triaxial drained shear tests and triaxial consolidation tests. The results indicate that with increasing overconsolidation ratio, the peak strength of the soil gradually increases, but the final volumetric behavior transitions from shear compaction to shear dilation. As the initial structural characteristics of the soil strengthen, the peak strength significantly increases, and the degree of strain softening also increases accordingly. Increasing the overconsolidation control parameter or reducing the structural control parameter both lead to an increase in the peak strength of the soil.
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Key words:
- large deformation /
- overconsolidation /
- structural /
- finite strain /
- elastoplastic /
- constitutive model
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表 1 饱和原状土的模型参数
Table 1. Model parameters of saturated undisturbed soil
土层 参数 $\hat \lambda $ $\hat \kappa $ ${\mu _0}$ /kPaα M Pref/kPa vref m $m^* $ R R* 层 2 0.061 0.005 10000 0 1.20 98 1.79 0.05 1.0000 0.105 1.00 层 3 0.078 0.008 20 360 1.30 98 2.04 0.10 0.0020 0.186 0.30 层 4 0.100 0.010 2000 360 1.38 98 1.94 0.05 0.0033 0.128 0.41 
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表 2 饱和原状土三轴剪切试验围压
Table 2. Confining pressure of saturated undisturbed soil under triaxial shear test
土层 围压/kPa 层 2 100 200 300 层 3 100 200 300 层 4 100 200 400
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表 3 算例1—9模型参数表
Table 3. Model parameters of example 1 to 9
算 例 $\hat \lambda $ $\hat \kappa $ ${\mu _0}$ /kPaα M Pref/kPa vref m $m^* $ R R* 1 0.11 0.01 200 240 1.1 98 2.23 0.010 0.012 1.00 1.0 2 0.11 0.01 200 240 1.1 98 2.23 0.010 0.012 0.20 1.0 3 0.11 0.01 200 240 1.1 98 2.23 0.010 0.012 0.06 1.0 4 0.11 0.01 200 240 1.1 98 2.23 0.020 0.012 0.11 1.0 5 0.11 0.01 200 240 1.1 98 2.23 0.002 0.012 0.11 1.0 6 0.11 0.01 200 240 1.1 98 2.23 0.010 0.012 1.00 1.0 7 0.11 0.01 200 240 1.1 98 2.23 0.010 0.012 1.00 0.2 8 0.11 0.01 200 240 1.1 98 2.23 0.010 0.002 0.20 0.5 9 0.11 0.01 200 240 1.1 98 2.23 0.010 0.005 0.20 0.5
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