Influences of load and fine soil content on frost heave and thawing settlement properties of sandy gravel

ZHANG Jin-xun; SONG Yong-wei; YANG Hao; ZHANG Lei; QI Yi

doi:10.16285/j.rsm.2020.1157

English Version Journal Login

您当前的位置：

首页 >

文章列表页 >

Influences of load and fine soil content on frost heave and thawing settlement properties of sandy gravel

更新时间：2026-06-25

- Influences of load and fine soil content on frost heave and thawing settlement properties of sandy gravel
- Vol. 43, Issue S1, Pages: 213-221(2022)
- 作者机构：
  
  1. 北京城建集团有限责任公司博士后工作站,北京,100088
  2. 中国矿业大学（北京）力学与建筑工程学院,北京,100083
- 作者简介：
- 基金信息：
- DOI：10.16285/j.rsm.2020.1157
  CLC： TU41
- Online First：14 July 2022，
  
  Published：2022
- 稿件说明：
移动端阅览
ZHANG Jin-xun, SONG Yong-wei, YANG Hao, et al. Influences of load and fine soil content on frost heave and thawing settlement properties of sandy gravel[J]. 2022, 43(S1): 213-221.
DOI：

ZHANG Jin-xun, SONG Yong-wei, YANG Hao, et al. Influences of load and fine soil content on frost heave and thawing settlement properties of sandy gravel[J]. 2022, 43(S1): 213-221. DOI： 10.16285/j.rsm.2020.1157.

摘要

以北京典型饱和砂卵石地层为研究对象，研究了不同细粒土含量、荷载条件下饱和砂卵石的冻胀融沉特性。试验结果表明：有载条件下的饱和砂卵石试样冻结初期存在明显的冻缩阶段，冻缩量为试样高度的0.053%；冻胀率及融沉系数均与时间具有明显的指数相关性；相同细粒土含量条件下，饱和砂卵石融沉系数（细粒土含量大于10%）及冻胀率随荷载的增加而减小，荷载对细粒土含量小于10%的饱和砂卵石融沉系数影响微乎其微；相同荷载条件下，饱和砂卵石冻胀率及融沉系数随细粒土含量的增加而增大；荷载对冻胀率影响较大，细粒土含量次之，细粒土含量小于0.82%的无载饱和砂卵石是弱冻胀材料；建立了考虑细粒土含量、荷载影响的饱和砂卵石冻胀率及融沉系数预测模型。

Abstract

With the typical saturated sandy gravel stratum in Beijing as the research object

the frost heave and thawing characteristics of saturated sandy gravel under different fine soil contents and load conditions are studied. The results show that there is a significant shrinkage phase at the initial stage of freezing of saturated sandy gravel specimens under loading conditions

and the shrinkage is 0.053% of the specimen height. Both the frost heave ratio and the thawing settlement coefficient have an obvious exponential correlation with time. Under the same condition of fine soil content

the thawing settlement coefficient of saturated sandy gravel (the content of fine soil is greater than 10%) and the frost heave ratio decrease with the increase of load

and the load has little effect on the thawing settlement coefficient of saturated sandy gravel with a fine soil content less than 10%. Under the same load condition

the frost heave ratio and thawing settlement coefficient of saturated sandy gravel increase with the increase of fine soil content. Load has the greatest influence on the frost heave rate

followed by the fine soil content. Unloaded saturated sandy gravel with a fine soil content less than 0.82% is a weak frost heave material. A prediction model for the frost heave ratio and thawing settlement coefficient of saturated sandy gravel considering the influence of fine soil content and load is established.

关键词

Keywords

references

Views

下载量

CSCD

Alert me when the article has been cited

提交

Tools

Publicity Resources

Experimental study of repeated frost heave and thaw settlement properties of silty sand

Determination of ground vibration load caused by rail transport

Research on lateral distribution features of debris flow velocity and structural optimization of prevention and control works

Experimental study on freeze-thaw character of aeolian soil in West Liaoning

Evaluation of liquefaction flow characteristics and soil state of saturated sand based on tension and compression apparent viscosity

Related Author

LIU Jian-kun

WANG Tian-liang

YAN Han

YUE Zu-run

BI Wei-guo

QI Gui-feng

CHEN Shi-hai

WU Qiang

Related Institution

Key Laboratory of Roads and Railway Engineering Safety Control of Ministry of Education, Shijiazhuang Tiedao University

School of Civil Engineering, Shijiazhuang Tiedao University

Northwest Corporation, China Railway Construction Engineering Group

School of Civil Engineering, Beijing Jiaotong University

Shandong Provincial Key Laboratory of Civil Engineering Disaster Prevention and Mitigation(SDUST), Shandong University of Science and Technology

AI问答

⁰