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换填与降排水措施对寒区沟谷软弱路基冻结特征的影响

武立波,  牛富俊,  林战举,  祁伟,  冯文杰

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文章导航 > 交通运输工程学报  > 2018 >  18(4): 22-33
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武立波, 牛富俊, 林战举, 祁伟, 冯文杰. 换填与降排水措施对寒区沟谷软弱路基冻结特征的影响[J]. 交通运输工程学报, 2018, 18(4): 22-33. doi: 10.19818/j.cnki.1671-1637.2018.04.003
引用本文: 武立波, 牛富俊, 林战举, 祁伟, 冯文杰. 换填与降排水措施对寒区沟谷软弱路基冻结特征的影响[J]. 交通运输工程学报, 2018, 18(4): 22-33. doi: 10.19818/j.cnki.1671-1637.2018.04.003
shu
WU Li-bo, NIU Fu-jun, LIN Zhan-ju, QI Wei, FENG Wen-jie. Effect of replacing-filling and dewatering-draining measures on frozen characteristics of weak subgrade in cold valley region[J]. Journal of Traffic and Transportation Engineering, 2018, 18(4): 22-33. doi: 10.19818/j.cnki.1671-1637.2018.04.003
Citation: WU Li-bo, NIU Fu-jun, LIN Zhan-ju, QI Wei, FENG Wen-jie. Effect of replacing-filling and dewatering-draining measures on frozen characteristics of weak subgrade in cold valley region[J]. Journal of Traffic and Transportation Engineering, 2018, 18(4): 22-33. doi: 10.19818/j.cnki.1671-1637.2018.04.003
shu

换填与降排水措施对寒区沟谷软弱路基冻结特征的影响

doi: 10.19818/j.cnki.1671-1637.2018.04.003
  • 1.

    中国科学院西北生态环境资源研究院 冻土工程国家重点实验室, 甘肃 兰州 730000

  • 2.

    宁夏大学 土木与水利工程学院, 宁夏 银川 750021

  • 3.

    中国科学院大学 工程科学学院, 北京 100049

  • 4.

    甘肃路桥建设集团有限公司, 甘肃 兰州 730030

基金项目: 

中国科学院科技服务网络计划项目 KFJ-STS-ZDTP-037

国家科技支撑计划项目 2014BAG05B05

甘肃省交通运输厅科研项目 2012-09

详细信息
    作者简介:

    武立波(1978-), 女, 宁夏青铜峡人, 宁夏大学副教授, 中国科学院西北生态环境资源研究院工学博士研究生, 从事寒区公路冻害研究

    牛富俊(1970-), 男, 甘肃会宁人, 中国科学院西北生态环境资源研究院研究员, 工学博士

  • 中图分类号: U416.168

Effect of replacing-filling and dewatering-draining measures on frozen characteristics of weak subgrade in cold valley region

  • 1.

    State Key Laboratory of Frozen Soil Engineering, Northwest Institute of Eco-Environment and Resources, Chinese Academy of Sciences, Lanzhou 730000, Gansu, China

  • 2.

    School of Civil Engineering and Hydraulic Engineering, Ningxia University, Yinchuan 750021, Ningxia, China

  • 3.

    School of Engineering Science, University of Chinese Academy of Sciences, Beijing 100049, China

  • 4.

    Gansu Highway and Bridge Construction Group Co., Ltd., Lanzhou 730030, Gansu, China

More Information
Article Text (Baidu Translation)

    摘要
  • 摘要: 基于甘肃南部宕昌-迭部二级公路, 选取了2个典型寒区沟谷软土路基试验段, 监测了2个冻融期内路基温度、含水量、变形以及地下水位, 分析了弃渣换填深度与降排水措施对路基冻结特征的影响。分析结果表明: 在监测的2个冻结期内, 换填深度为2.0m的试验段K18+180的冻结深度比换填深度为1.0m的试验段K18+330的冻结深度大0.12~0.16m, 说明换填深度越大, 冻结深度越大; K18+330段初始地下水位为3.4m, 仅设置地表排水沟时, 冻结期间地下水位稳定在3.4m左右, 距冻结面的最小距离为1.7m, 说明设置排水沟时地下水位在冻结期间基本没有变化; K18+180段初始地下水位是1.3m, 在设置了渗沟降水措施后, 冻结期间地下水位稳定在2.0m左右, 距冻结面的最小距离为0.2m, 地下水位降低了约0.7m, 因此, 渗沟降水可以降低地下水位, 防止路基冻胀; K18+180段路基中心2个周期监测的最大冻胀分别为3.4、4.2mm, 而K18+330段相应位置的最大冻胀分别为10.7、14.0mm, 后者均是前者的3倍多, 说明换填深度越大路基冻胀越小; 《公路路基设计规范》 (JTG D30—2015) 规定的二级公路容许冻胀为50mm, 软土路基容许工后沉降为500mm, K18+180、K18+330段路基的最大沉降分别为1.5、1.8mm, 最大冻胀分别为4.2、14.0mm, 远远小于规范值, 表明试验段路基的稳定性良好, 采用换填与降排水措施能有效控制路基冻胀。

     

    Abstract: Based on the Tanchang-Diebu Secondary Highway in South Gansu, two typical soft soilsubgrade test sections in the cold valley region were selected, the subgrade's temperature, moisture content, deformation and the groundwater level were monitored, and the influences of the muck gravel soil's replacing-filling depth and dewatering-draining measure on the frozen characteristics of the subgrade were analyzed. Analysis result indicates that in the two monitored frozen periods, the maximum frozen depths at the test section K18+180 with 2.0 m-replacingfilling thickness is 0.12-0.16 m deeper than those at the test section K18+330 with 1.0 mreplacing-filling thickness, so the bigger the replacing-filling thickness is, the bigger the frozen depth is. For the test section K18+330, the initial groundwater level is 3.4 m. When the surface drains were only adopted, the groundwater level in the frozen periods is about 3.4 m, and the smallest distance to the frozen surface is 1.7 m, which shows that the surface drains scarcely affect the groundwater level in the frozen periods. For the test section K18+180, the initial groundwater level is 1.3 m. When the seepage ditches are adopted, the groundwater level in the frozen periods is about 2.0 mand reduces by 0.7 m, and the smallest distance to the frozen surface is 0.2 m, therefore, the seepage ditches can reduce the groundwater level and prevent the frost heave of the subgrade. The maximum frost heaves of the center of the test section K18+330 are 3.4 and 4.2 mm in the frozen periods, respectively, and the values of the test section K18+180 at the relevant position are 10.7 and 14.0 mm that are more than three times as much as the formers, respectively, therefore, the bigger the replacing-filling thickness is, the smaller the frost heave of the subgrade is. The maximum frost heaves of the test sections K18+180 and K18+330 are 4.2 and 1.4 mm, respectively, the maximum settlements are 1.5 and 1.8 mm, respectively, and they are much less than the admissible frost heave of 50 mm and the admissible settlement of weak subgrade of 500 mm for the secondary road in the Specifications for Design of Highway Subgrades (JTG D30—2015), therefore, the stability of the subgrade at the test section is good, and the replacing-filling and dewatering-draining measures can effectively control the frost heave of the subgrade.

     

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  • 图  1  宕昌-迭部公路位置

    Figure  1.  Location of Tanchang-Diebu Highway

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    图  2  试验场地的土层分布

    Figure  2.  Soil layers distribution in test site

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    图  3  试验场地的原路况

    Figure  3.  Original road conditions in test site

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    图  4  隧道弃渣碎石土

    Figure  4.  Tunnel muck gravel soil

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    图  5  隧道弃渣碎石土的颗粒级配曲线

    Figure  5.  Grading curve of tunnel muck gravel soil

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    图  6  监测钻孔布设

    Figure  6.  Monitoring boreholes arrangement

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    图  7  K18+180段路基断面和监测孔

    Figure  7.  Cross-section and monitoring boreholes at section K18+180

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    图  8  地温分布(单位: ℃)

    Figure  8.  Ground temperature distributions (unit: ℃)

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    图  9  路基土含水率

    Figure  9.  Water contents of subgrade soils

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    图  10  地下水位

    Figure  10.  Groundwater levels

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    图  11  路基变形

    Figure  11.  Subgrade deformations

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    图  12  路基中心冻结-融解期变形与冻结/融化深度

    Figure  12.  Deformations and freezing/thawing depths in freezing-thawing period at subgrade centers

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    图  13  路基中心冻深与冻胀量

    Figure  13.  Frost depth and frost heaving amount at subgrade centers

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    图  14  路基冻深与地下水位

    Figure  14.  Frost depths and groundwater levels of subgrades

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    表  1  试验场地气候条件

    Table  1.   Climate conditions of test site
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    表  2  粉质黏土层的物理指标

    Table  2.   Physical indexes of silty-clay layers
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    表  3  软土路基处理措施

    Table  3.   Protective measures of soft soil subgrade
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    表  4  不同位置的最大冻深

    Table  4.   Maximum frost depths at different locations
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