离子剂−无机材料固化盐渍土的直剪力学特性与离散元数值模拟

冯冶; 张兴华; 常丹

doi:10.19509/j.cnki.dzkq.tb20250256

离子剂−无机材料固化盐渍土的直剪力学特性与离散元数值模拟

doi: 10.19509/j.cnki.dzkq.tb20250256

冯冶^1,,
张兴华²,
常丹^2, ,

建研地基基础工程有限责任公司，北京 100013
中山大学土木工程学院，广州 510275

基金项目: 国家自然科学基金项目（42071078）

详细信息

作者简介:
冯冶：E-mail：mapleleft@163.com

通讯作者:
E-mail：changd@mail.sysu.edu.cn

中图分类号: P642.3；TU448
计量
- 文章访问数: 291
- PDF下载量: 16
- 被引次数: 0
出版历程
- 收稿日期: 2025-06-10
- 录用日期: 2025-10-14
- 修回日期: 2025-09-29
- 网络出版日期: 2025-11-24

Direct shear mechanical properties and discrete element numerical simulation of saline soil stabilized with ionic additives and inorganic materials

FENG Ye^1
,,
ZHANG Xinghua²,
CHANG Dan^{2
, ,}

CABR Foundation Engineering Co., Ltd., Beijing 100013, China
School of Civil Engineering, Sun Yat-sen University, Guangzhou 510275, China

More Information

Author Bio:
E-mail：mapleleft@163.com

Corresponding author: E-mail：changd@mail.sysu.edu.cn

摘要

摘要:
我国西北地区广泛分布的盐渍土存在溶陷、盐胀、腐蚀等不良工程特性，易诱发路基、地基变形破坏。传统生石灰−粉煤灰无机固化盐渍土存在环境负荷较高的问题，且离子固化剂协同无机材料改良盐渍土的细观破坏机理尚不明确。探寻经济高效、环境友好的复合固化技术，揭示固化盐渍土剪切条件下宏−细观力学响应机制，对寒区盐渍土工程建设具有重要理论与实践价值。以甘肃永登亚硫酸盐渍土为研究对象，采用离子固化剂（ISS）、生石灰与粉煤灰开展复合固化，设置 0%，3%，6%，9%共 4 组 ISS 外掺掺量，开展 50，100，150 kPa法向应力下室内直剪试验，分析固化土宏观剪切力学特性；采用 PFC^3D构建离散元数值模型，选用线性平行黏结接触模型，通过细观参数标定复现室内直剪试验结果，从细观层面揭示剪切过程颗粒位移、接触力链演变规律，定量监测颗粒胶结损伤演化行为。ISS 可显著提升二灰固化盐渍土抗剪性能，所有试样均表现出明显脆性破坏特征；固化土抗剪强度随 ISS 掺量增加先升后降，在 ISS 掺量 6% 时达到峰值，继续增大 ISS 掺量会造成强度衰减；黏聚力随 ISS 掺量呈先增后减的变化规律。离散元结果表明，剪切作用下试样内部力链发生重构，剪切面附近胶结键逐步断裂；损伤因子演化划分为平稳发展、指数增长、趋于稳定3个阶段。ISS 通过改变土颗粒表面水膜厚度、调控水化产物覆盖程度影响固化盐渍土强度；基于胶结断裂占比提出细观损伤因子表达式，能够较好表征固化盐渍土剪切损伤演化规律，可为离子−无机复合固化盐渍土工程应用提供理论参考。
- 盐渍土 /
- 离子固化剂（ISS） /
- 直剪力学特性 /
- 离散元法 /
- 细观损伤
Abstract:
Objective
Saline soil widely distributed in Northwest China suffers from unfavorable geotechnical behaviors including collapsibility, salt heaving, and corrosivity, which can easily induce deformation and failure of subgrade and foundation infrastructures. Conventional inorganic stabilization using lime-fly ash tends to cause relatively high environmental burdens. Moreover, the mesoscopic failure mechanisms of saline soil improved by ionic soil stabilizer (ISS) combined with inorganic binders remain poorly understood. This study aims to explore cost-effective and environmentally friendly composite stabilization techniques and clarify the macro-meso mechanical response mechanisms of stabilized saline soil under shear loading. The findings are of great theoretical and practical significance for saline soil engineering in seasonally frozen regions.
Methods
In this study, subsulfate saline soil sampled from Yongdeng, Gansu Province was stabilized by the combined addition of ISS, lime, and fly ash. Four ISS contents (0%, 3%, 6%, and 9% by mass of dry soil) were designed for specimen preparation. Laboratory direct shear tests were performed under normal stresses of 50, 100, 150 kPa to analyze the macroscopic shear mechanical properties of stabilized specimens. The three-dimensional discrete element software PFC^3D was adopted to establish numerical specimens. A linear parallel-bonded contact model was utilized, and mesoscopic input parameters were calibrated against laboratory test curves to reproduce real-world shear responses. The evolution patterns of particle displacement and contact force chains during shearing were revealed at the mesoscopic scale, and the progressive breakage of cementation bonds during shearing was quantitatively monitored.
Results
The test results demonstrated that ISS addition remarkably improved the shear resistance of lime-fly ash stabilized saline soil. All specimens exhibited typical brittle failure characteristics. The shear strength of stabilized soil rose first and then declined with increasing ISS content, reaching its peak at an ISS content of 6%. Excessive ISS addition above this threshold induced strength degradation. Cohesion also followed a similar trend of initial increase followed by decrease. Discrete element simulation results indicated that the internal contact force chains of specimens underwent reconstruction during shearing, and cementation bonds near the shear plane broke progressively as shear displacement accumulated. The evolution of the mesoscopic damage factor was divided into three successive phases: Stable development, exponential growth, and gradual stabilization.
Conclusion
ISS affects the strength of stabilized saline soil by altering the thickness of water films on soil particle surfaces and regulating the coverage degree of hydration products. A mesoscopic damage factor formula considering cementation bond breakage is proposed according to the ratio of broken bonds to initial total bonds. This formula can well characterize the shear-induced damage evolution of ISS-lime-fly ash stabilized saline soil. This study deepens the understanding of macro-meso coupling mechanisms for composite-stabilized saline soil and offers reference data for the practical application of ISS-inorganic combined stabilization in saline soil sites.
- saline soil /
- ionic soil stabilizer (ISS) /
- direct shear mechanical properties /
- discrete element method /
- mesoscopic damage

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图 1 试验用盐渍土颗粒级配曲线

Figure 1. Particle size distribution curve of tested saline soil

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图 2 固化土试样的各组分

Roadbond EN-1为离子固化剂（ISS），下同

Figure 2. Components of stabilized soil specimens

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图 3 固化盐渍土试样的制备过程(a, b)与快速养护(c, d)

Figure 3. Preparation process (a, b) and rapid curing (c, d) of stabilized saline soil specimens

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图 4 ZJ 型四联应变控制式直剪仪

Figure 4. ZJ-type quadruple strain-controlled direct shear apparatus

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图 5 不同法向应力下固化土试样的剪应力–剪切位移关系曲线

Figure 5. Shear stress-shear displacement curves of stabilized soil specimens under different normal stresses

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图 6 不同 ISS 掺量固化土试样的 SEM 微观图像

Figure 6. SEM micrographs of stabilized soil specimens with different ISS contents

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图 7 不同 ISS 掺量固化土试样的黏聚力与内摩擦角

Figure 7. Cohesion and internal friction angles of stabilized soil specimens with different ISS contents

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图 8 固化盐渍土离散元（DEM）模型颗粒分布

颗粒总数32642个，下同

Figure 8. Particle distribution of discrete element model for stabilized saline soil

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图 9 小型直剪试验的离散元（DEM）试样模型（面片数量3204个）

Figure 9. DEM specimen model for small-scale direct shear test

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图 10 线性平行黏结接触模型组件示意图

g_s. 接触表面间隙；${\overline{k}}_{\mathrm{n}}. $平行黏结法向刚度；${\overline{\varphi}}. $平行黏结摩擦角；k_n. 线性法向刚度；${\overline{k}}_{\mathrm{s}}. $平行黏结切向刚度；${\overline{R}}. $平行黏结半径；k_s. 线性切向刚度；${\overline{\sigma}}_{\mathrm{c}}. $平行黏结抗拉强度；$2{\overline{R}}. $平行黏结直径；μ. 摩擦系数；${\overline{c}}. $平行黏结黏聚力；D_c→0. 线性接触界面尺度趋于零；F^l. 线性接触力，线弹性（不承受拉力）且具有摩擦作用；${\overline{\boldsymbol{F}}}，{\overline{\boldsymbol{M}}}. $平行黏结载荷，线弹性并保持黏结；F_c. 总接触力；${\overline{\boldsymbol{F}}} .$平行黏结力；F^d. 线性接触力，图中未示；${\overline{\boldsymbol{M}}}. $总接触弯矩；M_c. 总接触弯矩

Figure 10. Schematic diagram of components of linear parallel-bonded contact model

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图 11 3% ISS 试样细观参数对模型力学行为的影响

kn. 线性法向刚度；ks. 线性切向刚度；pb_kn. 平行黏结法向刚度；pb_ks. 平行黏结切向刚度；pb_ten. 平行黏结抗拉强度；pb_coh. 平行黏结黏聚力；pb_fa. 平行黏结内摩擦角；pb_mcf. 弯矩贡献系数；下同

Figure 11. Influence of mesoscopic parameters on mechanical behavior of 3% ISS specimen model

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图 12 0%ISS (a)和6%ISS (b)试样模拟曲线与试验曲线对比

Figure 12. Comparison between simulated and test curves of specimens with 0% (a) and 6% (b) ISS contents

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图 13 150 kPa法向应力下9% ISS固化土试样颗粒位移分布场(a, b)及颗粒速度(c)、位移(d)矢量图

颗粒速度最大值0.152612 m/s，位移最大值0.0180794 m

Figure 13. Particle displacement distribution field (a, b), particle velocity (c) and displacement (d) vector diagrams of 9%-ISS stabilized soil specimen under normal stress of 150 kPa

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图 14 100 kPa法向应力下9% ISS固化土试样颗粒间接触力链分布(a, b)及剪切过程力链演化(c, d)

剪切前（初始施加法向应力时）接触点数量128414个，剪切后（剪切完成时）接触点数量65609个

Figure 14. Distribution (a, b) and evolution during shearing (c, d) of inter-particle contact force chains for 9%-ISS stabilized soil specimen under normal stress of 100 kPa

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图 15 固化盐渍土试样剪切破坏面

Figure 15. Shear failure surface of stabilized saline soil specimen

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图 16 加载前(a)与加载后(b)固化土试样胶结状态

pb_state用于表征颗粒间不同黏结破损模式：pb_state=0时表示颗粒间无黏结；pb_state=1，2时分别对应黏结键受拉破坏、受剪破坏；pb_state=3时代表颗粒间黏结完整、未发生破损。加载前接触点数量126049个，加载后接触点数量44948个

Figure 16. Cementation state of stabilized soil specimen before (a) and after (b) loading

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图 17 不同 ISS 掺量固化土试样损伤因子D随剪切位移的演化规律(a～c)及Boltzmann拟合曲线(d～f)

Figure 17. Evolution patterns of damage factor D with shear displacement (a-c) and Boltzmann fitting curves (d-f) for stabilized soil specimens with different ISS contents

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表 1 试验土样的基本物理指标与离子组分

Table 1. Basic physical properties and ionic components of tested soil specimens

b（阳离子）/(mmol·kg⁻¹)				b（阴离子）/(mmol·kg⁻¹)			w（盐）/%	G_s	w_L/%	w_P/%	I_P
K⁺	Ca²⁺	Na⁺	Mg²⁺	Cl⁻	${\mathrm{NO}}_{3}^{-} $	${\mathrm{SO}}_{4}^{2-} $	w（盐）/%	G_s	w_L/%	w_P/%	I_P
0.84	22.23	42.93	1.99	19.51	0.57	30.12	0.56	2.70	26.57	15.9	10.69
注：b（阳离子），b（阴离子）分别为每千克烘干土中所含阳离子和阴离子的物质的量；G_s为土粒比重；w_L为液限；w_P为塑限；I_P为塑性指数

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表 2 不同 ISS 掺量试样各组分质量

Table 2. Mass of components in specimens with different ISS contents m_B/g

试样编号	干土	生石灰	粉煤灰	ISS稀释液	水
0% ISS	330.88	19.85	49.63	0	76.07
3% ISS	330.88	19.85	49.63	9.93	66.14
6% ISS	330.88	19.85	49.63	19.85	56.22
9% ISS	330.88	19.85	49.63	29.78	46.29
注：0% ISS，3% ISS，6% ISS，9% ISS分别对应ISS掺量为 0%，3%，6%，9%试样，下同

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表 3 不同固化土试样离散元细观模型参数

Table 3. Mesoscopic model parameters for discrete element model of different stabilized soil specimens

试样编号	法向应力/kPa	kn/(10⁷ N·m⁻²)	ks/(10⁷ N·m⁻²)	pb_kn/(10⁸ N·m⁻³)	pb_ks/(10⁸ N·m⁻³)	pb_ten/(10⁵ N·m⁻²)	pb_coh/(10⁵ N·m⁻²)	fric	pb_mcf
3%ISS	50	0.40	4.0	5.0	0.37	2.2	2.2	0.5	0.9
	100	0.33	3.5	4.5	0.30	1.8	2.0	0.5	0.9
	150	0.42	4.0	3.6	0.25	1.8	1.8	0.5	0.9
6%ISS	50	0.40	4.0	5.0	0.37	2.2	2.2	0.5	0.9
	100	0.38	4.0	5.0	0.37	2.2	2.2	0.5	0.9
	150	0.42	4.0	4.7	0.32	2.1	2.1	0.5	0.9
9%ISS	50	0.40	4.0	5.0	0.37	2.2	2.2	0.5	0.9
	100	0.34	4.0	4.3	0.30	1.7	1.8	0.5	0.9
	150	0.42	4.0	3.6	0.25	1.8	1.8	0.5	0.9
注：fric为摩擦系数

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表 4 损伤因子拟合方程参数取值

Table 4. Parameter values of fitting equations for damage factor

试样信息	A₁	A₂	x₀	t_m	R²
3% ISS，法向应力50 kPa	0.629	31.236	2.661	0.067	0.997
3%ISS，法向应力100 kPa	1.424	46.082	3.294	0.230	0.993
3%ISS，法向应力150 kPa	1.252	53.630	3.778	0.407	0.996
6%ISS，法向应力50 kPa	0.551	31.665	2.679	0.098	0.997
6%ISS，法向应力100 kPa	1.147	42.140	3.467	0.240	0.997
6%ISS，法向应力150 kPa	1.165	51.483	4.001	0.377	0.993
9%ISS，法向应力50 kPa	1.167	32.652	2.654	0.066	0.996
9%ISS，法向应力100 kPa	1.013	49.853	3.125	0.330	0.994
9%ISS，法向应力150 kPa	1.193	54.196	3.694	0.412	0.995
注：A₁，A₂分别为拟合曲线的下、上界，与各工况下试样损伤因子曲线相对应；x₀为拟合中间值，与损伤因子曲线出现指数型上升阶段的剪切位移相对应；t_m为时间常数；R²为决定系数

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