干密度和温度对冻结砂土单轴压缩特性影响的试验研究

况彦; 张潮潮; 朱碧堂

doi:10.20265/j.cnki.issn.1007-2993.2024-0446

干密度和温度对冻结砂土单轴压缩特性影响的试验研究

doi: 10.20265/j.cnki.issn.1007-2993.2024-0446

况彦^1,,
张潮潮²,
朱碧堂^{3, 4}

1.
中建三局集团有限公司，湖北武汉　430061
2.
南昌工程学院土木与建筑工程学院，江西南昌　330099
3.
华东交通大学土木建筑学院，江西南昌　330013
4.
江西省地下空间技术开发工程研究中心，江西南昌　330013

详细信息

作者简介:
况　彦，男，1990年生，硕士，工程师，主要从事地铁隧道冻结法施工和项目技术管理。E-mail：40067466@qq.com

中图分类号: TU445
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出版历程
- 收稿日期: 2024-09-27
- 修回日期: 2024-12-28
- 录用日期: 2025-03-06
- 网络出版日期: 2025-12-08
- 刊出日期: 2025-12-08

Experimental study on influence of dry density and temperature on uniaxial compression characteristics of frozen sand

1.
China Construction Third Bureau Group Co., Ltd., Wuhan 430061, Hubei, China
2.
School of Civil and Architectural Engineering, Nanchang Institute of Engineering, Nanchang 330099, Jiangxi, China
3.
School of Civil Engineering and Architecture, East China Jiaotong University, Nanchang 330013, Jiangxi, China
4.
Jiangxi Underground Space Technology Development Engineering Research Center, Nanchang 330013, Jiangxi, China

摘要

摘要: 以南昌轨道交通2号线东延工程的砂土为对象，通过单轴压缩试验，系统分析了相对密度和冻结温度对冻结砂土的破坏模式、应力−应变关系、抗压强度和弹性模量的影响。研究发现，冻结砂土在单轴压缩下的破坏模式主要表现为塑性剪切破坏和塑性劈裂破坏，且应力−应变曲线呈现出应变软化行为。相对密度的增加和冻结温度的降低均导致试样破坏的脆性特征更加明显。冻结砂土单轴抗压强度和弹性模量均呈现出随相对密度增加和冻结温度降低而显著增长的规律。随着相对密度的提高，砂土对温度波动的敏感度增加。通过回归分析，建立了单轴抗压强度和弹性模量与相对密度及温度之间的关系方程。基于试验数据，建立了一个数学模型来描述冻结砂土的应力−应变曲线，并通过与试验数据的比较验证了模型的有效性。
- 地铁隧道 /
- 冻结砂土 /
- 单轴压缩 /
- 力学特性 /
- 应力−应变关系
Abstract: Sandy soil specimens obtained from the East Extension Project of Nanchang Metro Line 2 underwent uniaxial compression testing to systematically investigate the effects of relative density and freezing temperature on failure modes, stress-strain relationships, uniaxial compressive strength, and elastic modulus of frozen sand. The investigation revealed that frozen sand under uniaxial compression predominantly exhibits failure modes characterized by plastic shear failure and plastic splitting failure, with stress-strain curves displaying notable strain-softening behavior. An increase in compaction degree coupled with a decrease in freezing temperature markedly enhances the brittle characteristics observed in specimen failure. The uniaxial compressive strength and elastic modulus of frozen sand exhibit a significant increase in response to higher compaction degrees and lower freezing temperatures. As compaction degree rises, the sensitivity of sand to temperature fluctuations correspondingly intensifies. Through regression analysis, a relationship equation was formulated between uniaxial compressive strength and elastic modulus as functions of compaction degree and temperature. Based on the experimental data, a mathematical model was developed to characterize the stress-strain behavior of frozen sand, with its validity substantiated through comparison with experimental results.
- metro tunnel /
- frozen sand /
- uniaxial compression /
- mechanical properties /
- stress-strain relationship

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图 1 殷王站—罗家集站部分区间剖面图

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图 2 不同相对密度冻结砂土破坏形态（T=–20℃）

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图 3 不同温度冻结砂土破坏形态（D_r=50%）

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图 4 冻结砂土应力−应变曲线

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图 5 不同温度和相对密度冻结砂土抗压强度拟合曲线

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图 6 不同温度和相对密度冻结砂土弹性模量拟合曲线

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图 7 $\varepsilon /\sigma $和$\varepsilon $关系

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图 8 试验值与计算值对比

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表 1 隧道围岩基本分类和岩土施工工程分级

层号	土层名称	主要工程地质特征	开挖后土岩稳定状态	围岩分级	岩土施工工程分级
①₁	杂填土	主要为素填土和耕土，局部为杂填土，全场分布，均位于地表浅部，疏密不均	易崩塌	Ⅵ	Ⅰ—Ⅱ（砼路面为Ⅳ级）
③₁	粉质黏土	可塑，局部软塑，中等压缩性	自稳性差，易塌	Ⅵ	Ⅱ级普通土
③₂	中砂	稍密—中密，级配不良，局部含黏性土	自稳性差，易塌	Ⅵ	Ⅰ级松土
③₃	砾砂	中密，级配不良	自稳性差，易塌	Ⅵ	Ⅰ级松土
③₄	圆砾	中密，级配不良	易出现地表下沉（陷）或塌至地表	Ⅴ	Ⅲ级硬土

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表 2 砂土的基本物理性质

粒度成分/%						最小干密度/(g∙cm⁻³)	最大干密度/(g∙cm⁻³)
2～5 mm	1～2 mm	0.5～ 1mm	0.25～0.5 mm	0.075～0.25 mm	<0.075 mm	最小干密度/(g∙cm⁻³)	最大干密度/(g∙cm⁻³)
19.54	9.38	23.26	35.27	11.99	0.56	1.56	1.82

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表 3 冻结砂土单轴压缩试验方案（w=20%）

组别	相对密度/%	干密度/(g∙cm⁻³)	饱和度/%	温度/℃
1	30	1.63	86	−5，−10，−15，−20
2	50	1.68	93	−5，−10，−15，−20
3	70	1.73	100	−5，−10，−15，−20

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表 4 弹性模量与温度拟合曲线参数

相对密度/%	a	b	拟合系数
30	215.76	0.944	0.9866
50	268.19	0.944	0.9973
70	345.59	0.944	0.9990

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表 5 应力应变曲线模型参数

相对密度/%	温度/℃	m	n	l(10⁻³)
30	−5	0.034	1.906	3.227
	−10	0.004	1.912	2.766
	−15	0.022	1.722	1.913
	−20	0.021	1.203	1.474
50	−5	0.061	1.352	2.761
	−10	0.005	1.950	2.167
	−15	0.037	1.052	1.546
	−20	0.015	1.570	1.179
70	−5	0.090	0.789	2.223
	−10	0.042	1.023	1.601
	−15	0.012	1.630	1.223
	−20	0.041	0.688	0.913

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