粗粒土三阶状态相关本构模型研究

郭万里; 蔡正银; 朱俊高

doi:10.11779/CJGE20230372

粗粒土三阶状态相关本构模型研究 English Version

1.
南京水利科学研究院岩土工程研究所, 江苏南京 210024
2.
岩土力学与堤坝工程教育部重点实验室, 河海大学, 江苏南京 210024

基金项目:

国家自然科学基金-长江水科学研究联合基金项目 U2040221

南京水利科学研究院中央级公益性科研院所基本科研业务费专项资金项目 Y324001

详细信息

作者简介:
郭万里(1990—)，男，博士，高级工程师，主要从事土体基本性质及本构关系、土石坝工程方面的研究工作。E-mail: wlguo@nhri.cn

通讯作者:
蔡正银, E-mail：zycai@nhri.cn

中图分类号: TU43
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出版历程
- 收稿日期: 2023-05-03
- 网络出版日期: 2024-07-15
- 刊出日期: 2025-01-31

Three state variables-related constitutive model for coarse-grained soil

1.
Geotechnical Engineering Department, Nanjing Hydraulic Research Institute, Nanjing 210024, China
2.
Key Laboratory of Ministry of Education for Geomechanics and Embankment Engineering, Hohai University, Nanjing 210024, China

摘要

摘要: 岩土工程中普遍存在材料空间变异性问题，对粗粒土而言，其空间变异性主要体现在颗粒级配与密度的非均匀分布。然而，经典的状态相关理论只能描述密度与应力水平这两个状态量的影响，建立能综合考虑级配、密度和应力水平的粗粒土三阶状态相关本构模型是精细化模拟的迫切需求。通过引入归一化级配参数来定量表征粗粒土初始级配的变化，在此基础上提出了考虑级配、密度和应力水平影响的等向固结线和临界状态线方程，并结合广义塑性理论，建立了粗粒土三阶状态相关本构模型。验证结果表明，该模型仅采用一套模型参数，就能较好地反映粗粒土在不同级配、不同密度、不同围压条件下的应力应变特性，可应用于粗粒土工程中考虑材料空间变异性的数值分析。
- 粗粒土 /
- 级配 /
- 临界状态 /
- 三阶状态相关 /
- 本构模型
Abstract: The spatial variability of materials is a common problem in geotechnical engineering. For the coarse-grained soil, the essence of its spatial variability is the uneven distribution of particle gradation and density. However, the classical state-related theory can only describe the influences of density and stress level, which are only two state variables. The development of a three state variables-related constitutive model that considers gradation, density and stress level represents a significant advancement in the field of coarse-grained soil engineering. The introduction of a gradation parameter enables the quantitative characterization of changes in the gradation curve of coarse-grained soil. This has led to the proposal of the critical state equation and isotropic consolidation equation, which considers the effects of gradation, density and stress level. Furthermore, a three-state variables-related constitutive model for coarse-grained soil is established based on the principles of the generalized plasticity theory. The proposed model employs a single set of model parameters, which are capable of accurately representing the stress-strain characteristics of coarse-grained soils under diverse gradations, densities and confining pressure conditions. Furthermore, it can be uesd in the numerical analysis of coarse-grained soil engineering, taking into account the spatial variability of materials.
- coarse-grained soil /
- gradation /
- critical state /
- three state variables-related /
- constitutive model

HTML全文

图 1 级配参数I_G的定义

Figure 1. Definition of gradation index I_G

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图 2 试验初始级配曲线

Figure 2. Gradation curves in tests

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图 3 不同级配土料初始孔隙比与相对密度的对应关系

Figure 3. Corresponding relationships between initial void ratio and relative density of soil materials at various gradations

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图 4 I_G=0.207，e₀=0.287（D_r=0.9）应力应变曲线

Figure 4. Stress-strain curves of specimens at I_G=0.207 and e₀=0.287

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图 5 等向固结点与临界状态点

Figure 5. Isotropic consolidation points and critical state points

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图 6 堆石料在e-(p/p_a)^ξ的临界状态线

Figure 6. Critical state lines of rockfill in e-(p/p_a)^ξ space

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参数 ${\lambda _{\text{c}}}$ 与I_G的关系

Relationship between parameter ${\lambda _{\text{c}}}$ and I_G

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图 8 参数e_Γ与I_G和e₀的关系

Figure 8. Relationship among parameters e_Γ, I_G, e₀

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图 9 堆石料在e-(p/p_a)^ξ的等向固结状态线

Figure 9. Isotropic consolidation lines of rockfill in e-(p/p_a)^ξ space

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图 10 参数λ_i与I_G的关系

Figure 10. Relationship between parameter λ_i and I_G

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图 11 堆石料的剪胀特性

Figure 11. Dilatancy behavior of rockfills

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图 12 典型堆石料屈服轨迹

Figure 12. Typical yield loci of rockfill

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图 13 e-lnp平面内粗粒土的等向压缩与卸载曲线

Figure 13. Isotropic compression and unloading curves of rockfill in e-lnp plane

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图 14 相同I_G相同D_r不同 ${\sigma _3}$ 三轴试验验证

Figure 14. Triaxial test verification of specimens at constant I_G constant D_r and various ${\sigma _3}$

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图 15 相同I_G不同D_r相同σ₃三轴试验验证

Figure 15. Triaxial test verification of specimens at constant I_G various D_r and constant σ₃

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图 16 不同I_G相同D_r相同 ${\sigma _3}$ 三轴试验验证

Figure 16. Triaxial test verification of specimens at various I_G constant D_r and constant ${\sigma _3}$

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表 1 试验方案

Table 1 Test schemes

试验变量	变量值
级配参数I_G	0.163，0.207，0.225，0.305
相对密度D_r	0.60，0.75，0.9，1.0
围压σ₃/kPa	300，600，1000，1500

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表 2 本文堆石料的模型参数

Table 2 Model parameters of rockfills in this study

临界状态参数	λ_c0	α_λc	e_Γ0	α_Γ	χ_Γ	M_c
参数值	0.0213	0.0295	0.269	0.260	0.602	1.72

等向固结参数	λ_i0	α_λi	κ/10^-3
参数值	0.00867	0.0111	6.1

状态相关参数	n_d	β	h₀	h_e	n_f
参数值	0.748	0.51	1.35	0.98	4.92

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