红层软岩路基填料强度特性研究

何能方; 张宗红; 胡仁; 马杰; 何晓芸

doi:10.20265/j.cnki.issn.1007-2993.2025-0158

红层软岩路基填料强度特性研究

doi: 10.20265/j.cnki.issn.1007-2993.2025-0158

何能方^1,,
张宗红^1, ,,
胡仁²,
马杰²,
何晓芸^2,

1.
中交路桥华南工程有限公司，广东中山　528405
2.
西南交通大学土木工程学院，四川成都　610031

基金项目: 中交路桥华南工程有限公司资助项目（R110124H01094）

详细信息

作者简介:
何能方，男，1983年生，高级工程师，主要从事公路工程的建设管理工作。E-mail：59847091@qq.com

通讯作者:
张宗红，男，1995年生，工程师，主要从事公路工程的建设管理工作。E-mail：1139014038@qq.com

中图分类号: TU452；U416.1
计量
- 文章访问数: 34
- HTML全文浏览量: 15
- PDF下载量: 5
- 被引次数: 0
出版历程
- 收稿日期: 2025-04-08
- 修回日期: 2025-06-30
- 录用日期: 2025-08-25
- 网络出版日期: 2026-10-08
- 刊出日期: 2026-10-08

Strength characteristics of fill material for red clay soft rock roadbed

HE Nengfang^1
,,
ZHANG Zonghong^{1
, ,},
HU Ren²,
MA Jie²,
HE Xiaoyun^2
,

1.
China Communications Road and Bridge South China Engineering Co., Ltd., Zhongshan 528405, Guangdong, China
2.
School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, Sichuan, China

摘要

摘要: 为研究填料粒径和含水率对红层软岩路基填料抗剪强度特性的影响，针对广西地区典型红层软岩填料，开展了不同含水率、不同粒径的红层软岩填料直剪试验，明确了粒径与含水率对红层软岩填料抗剪强度、脆性及剪胀特性影响规律。研究结果表明：红层软岩填料粒径、含水率和竖向荷载的增大均会使应力−位移曲线由软化向硬化过渡，也会使得峰值剪切位移增大；红层软岩抗剪强度随含水率增大呈先增后减的趋势，呈现出典型的“山峰效应”，而随填料粒径增大呈减小的趋势；随着竖向荷载及含水率增大，剪切体变也由剪胀向剪缩过渡；增大红层软岩填料的粒径、含水率及竖向荷载均会抑制剪胀，且随着红层软岩填料粒径的增大，试样在剪切前期的剪缩行为也更加显著；随着红层软岩填料粒径及含水率增大，剪切时的脆性指数随剪胀角的变化先后经历3个阶段：软化−剪胀、硬化−剪胀、硬化−剪缩。
- 红层软岩 /
- 路基填料 /
- 强度特性 /
- 直剪试验
Abstract: To investigate the influence of particle size and moisture content on shear strength characteristics of red-bed soft rock fillers in roadbed engineering, direct shear tests were conducted on typical red-bed soft rock fillers from Guangxi region under varying particle sizes and moisture conditions, clarifying the influence of particle size and moisture content on the shear strength, brittleness, and dilatancy characteristics of red-bed soft rock fillers. The results revealed that: increasing particle size, moisture content, and vertical load promoted the transition of stress-displacement curves from softening to hardening, accompanied by increased peak shear displacement; shear strength demonstrated a characteristic peak-shape response to moisture variation, while showing monotonic decay with particle size growth; elevated vertical loads and moisture contents facilitated the shear volumetric behavior also transitioned from dilatancy to contraction; particle coarsening, moisture saturation, and load intensification collectively suppressed dilation, with coarser particles exhibiting pronounced pre-shear contraction; brittleness evolution progressed through three-phase coupling with dilation angle: softening-dilation, hardening-dilation, and hardening-contraction, governed by the increasing particle size and moisture content of red-bed soft rock fillers.
- red-mudstone /
- roadbed fill material /
- strength characteristics /
- direct shear test

HTML全文

图 1 粒径对应力−位移曲线的影响

Figure 1. Effect of particle size on stress-displacement curves

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图 2 含水率对应力−位移曲线的影响

Figure 2. Effect of moisture condition on stress–displacement curves

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图 3 竖向荷载对应力−位移曲线的影响

Figure 3. Effect of vertical load on stress-displacement curves

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图 4 粒径对抗剪强度的影响

Figure 4. Effect of particle size on shear strength

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图 5 含水率对抗剪强度的影响

Figure 5. Effect of moisture condition on shear strength

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图 6 粒径和含水率对峰值抗剪强度的影响

Figure 6. Effect of particle size and moisture condition on shear strength

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图 7 含水率和粒径对脆性指数的影响

Figure 7. Effect of particle size and moisture condition on brittleness index

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图 8 竖向荷载对竖向位移的影响

Figure 8. Effect of vertical load on vertical displacement

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图 9 填料粒径对竖向位移的影响

Figure 9. Effect of particle size on vertical displacement

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图 10 含水率对竖向位移的影响

Figure 10. Effect of moisture condition on vertical displacement

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图 11 含水率和粒径对剪胀角的影响

Figure 11. Effect of particle size and moisture condition on dilatancy angle

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图 12 脆性指数随剪胀角变化图

Figure 12. Change of brittleness index with dilatancy angle

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表 1 红层软岩基本物理指标

Table 1. The basic properties of red-bed soft rock filler

最大干密度/ (g·cm⁻³) 最优含水率/% 液限/% 塑限/% 自由膨胀率/%

1.89 10.7 30.3 21.2 0

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表 2 直剪试验方案

Table 2. direct shear test programs

干密度/(g·cm⁻³) 含水率/% 粒径/mm

1.80（K=95%） 6，9，10.7，12，15，18（sat） 2

1.80（K=95%） 10.7，18（sat） 2，10，20

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