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浙江大学学报(工学版)
浙江大学学报(工学版)  2022, Vol. 56 Issue (9): 1714-1723    DOI: 10.3785/j.issn.1008-973X.2022.09.004
土木工程、交通工程     
冻融循环作用下倾倒式危岩体稳定性劣化模型
舒佳军1,2(),邓正定1,2,*(),伍冰妮3,管华栋1,2,曹茂森1,2
1. 江西理工大学 江西省环境岩土与工程灾害控制重点实验室，江西 赣州 341000
2. 江西理工大学 土木与测绘工程学院，江西 赣州 341000
3. 华东交通大学 土木建筑学院，江西 南昌 330013
Stability deterioration model of toppling unstable rock mass under freeze-thaw cycle
Jia-jun SHU1,2(),Zheng-ding DENG1,2,*(),Bing-ni WU3,Hua-dong GUAN1,2,Mao-sen CAO1,2
1. Jiangxi Province Key Laboratory of Environmental Geotechnical Engineering and Hazards Control, Jiangxi University of Science and Technology, Ganzhou 341000, China
2. School of Civil and Surveying and Mapping Engineering, Jiangxi University of Science and Technology, Ganzhou 341000, China
3. School of Civil Engineering and Architecture, East China Jiaotong University, Nanchang 330013, China
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摘要：

为了探究冻融作用对倾倒式危岩体稳定的作用机理及长期劣化规律， 基于极限平衡理论，考虑结构面冻胀力、未贯通段抗拉强度劣化及冻结深度演化对倾覆点力矩的影响，构建倾倒式危岩体稳定性分析方法. 基于岩石冻胀理论，考虑岩石碎屑流失、微裂隙倾角、温度等参数对孔隙半径冻胀破坏的影响，建立岩石抗拉强度劣化模型并验证其合理性. 利用裂隙分布不均性修正Stephan冻结深度经验公式，得到冻融循环作用下岩石冻结深度计算方法. 结合工程算例，讨论不同敏感参数对倾倒式危岩体稳定性的影响. 结果表明：初始抗拉强度越低、孔隙率越大，危岩体稳定性劣化效果越显著；当环境温度高于263.15 K (?10 ℃)时，危岩体稳定性对温度的变化敏感，危岩体保温措施的效果显著；当碎屑流失比超过0.8时，冻融循环作用对危岩体的劣化速率明显加快，倾倒式危岩体的长期冻融劣化效应明显，控制冻胀破坏产生的碎屑流失有利于寒区危岩体保持长期稳定.
关键词： 冻融循环;  倾倒式危岩体;  冻胀力;  抗拉强度;  冻结深度;  碎屑流失    
Abstract:

The action mechanism and long-term deterioration law of freezing and thawing on the stability of toppling unstable rock mass were explored. Firstly, based on the limit equilibrium theory, considering the influence of the frost heave force of the structural plane and the tensile strength, freezing depth of the non-through section on the moment of the overturning point, the analysis method of stability deterioration of toppling unstable rock mass was put forward. Secondly, based on the frost heave theory of rock, considering the influence of rock debris loss, different dip angles and temperature of microfissures on pore radius’ mechanical properties, the deterioration model of rock tensile strength was constructed. Thirdly, Based on the uneven distribution of cracks, the empirical formula of Stephan freezing depth was modified, and the calculation method of rock freezing depth under freeze-thaw cycle was obtained. Finally, combined with an engineering example, the influence of different sensitive parameters on toppling unstable rock mass stability was discussed. Results showed that the lower the initial tensile strength and the higher the porosity, the more obvious the deterioration effect of the stability of unstable rock mass. When the ambient temperature was higher than 263.15 K (?10 ℃), the stability of unstable rock mass was more sensitive to the change of temperature, and the effect of thermal insulation measures for unstable rock mass in this temperature range was more significant. When the debris loss ratio was more than 0.8, the deterioration rate of unstable rock mass caused by freeze-thaw cycle was obviously accelerated, and the control of debris loss caused by frost heave failure was more conducive to the long-term stability of unstable rock mass in cold regions.
Key words: freeze-thaw cycle    toppling unstable rock mass    frost heave force    tensile strength    freezing depth    rock debris loss
收稿日期: 2021-10-24 出版日期: 2022-09-28
CLC:  TU 457  
基金资助: 江西省自然科学基金资助项目(20202BAB214025)；江西省教育厅科研技术项目(GJJ190499)；江西省研究生创新专项资金资助项目（XY2021-S025）
通讯作者: 邓正定     E-mail: 1317019667@qq.com;dengzhengding@126.com
作者简介: 舒佳军（1998—），男，硕士生，从事冻岩力学和断裂力学研究. orcid.org/0000-0003-4729-1469. E-mail： 1317019667@qq.com
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引用本文:

舒佳军,邓正定,伍冰妮,管华栋,曹茂森. 冻融循环作用下倾倒式危岩体稳定性劣化模型[J]. 浙江大学学报(工学版), 2022, 56(9): 1714-1723.

Jia-jun SHU,Zheng-ding DENG,Bing-ni WU,Hua-dong GUAN,Mao-sen CAO. Stability deterioration model of toppling unstable rock mass under freeze-thaw cycle. Journal of ZheJiang University (Engineering Science), 2022, 56(9): 1714-1723.

链接本文:

https://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2022.09.004    或    https://www.zjujournals.com/eng/CN/Y2022/V56/I9/1714

图 1  倾倒式危岩体计算模型
图 2  微裂隙冻胀扩径示意图
图 3  碎屑流失比拟合曲线
参数 数值 参数 数值
Er / GPa 67.3 fk0 / MPa 8.42
v 0.25 m 18
a0 / μm 50 b0 / μm 2
ω0 / % 1.13 T / K 253
q 0.793 ρ /( g·cm?3) 2.59
表 1  岩石抗拉强度劣化计算参数
图 4  岩石抗拉强度弱化试验结果与理论结果对比
图 5  倾倒式危岩体实拍图
图 6  危岩体工程算例示意图
参数 数值 参数 数值
Er / GPa 18.9 fk / MPa 0.78
v 0.24 m 18
ω0 / % 15.9 κw / % 12.4
ρd /( g·cm?3) 2.31 ρr / (g·cm?3) 2.42
T / K 263.4 ξ 0.337 5
S 86 400 K / (W·mK?1) 1.86
q 0.807 η / % 2.3
α / (°) 0 e / m 0
表 2  危岩体工程计算参数
图 7  危岩体稳定系数随冻融循环次数变化曲线
图 8  初始孔隙率对危岩体稳定性系数影响
图 9  温度对危岩体稳定性系数影响
图 10  碎屑流失比对危岩体稳定性系数影响
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