Model test of horizontal freezing reinforcement in mud tank
 of slurry balanced shield

SHI Zhan; ZHANG Tie-jun; LI Mei-xiang; TAO Si-ji; BO Yin; LI Yun-bo

doi:10.16285/j.rsm.2024.1033

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Model test of horizontal freezing reinforcement in mud tank of slurry balanced shield

更新时间：2026-06-25

- Model test of horizontal freezing reinforcement in mud tank of slurry balanced shield
- Vol. 46, Issue 5, Pages: 1534-1544(2025)
- 作者机构：
  
  1. 长江勘测规划设计研究有限责任公司,湖北,武汉,430014
  2. 南京市江宁区堤防水库管理所,江苏,南京,211103
  3. 江苏力恒工程咨询有限公司,江苏,南京,210014
- 作者简介：
- 基金信息：
- DOI：10.16285/j.rsm.2024.1033
  CLC： TU411
- Online First：07 May 2025，
  
  Published：2025
- 稿件说明：
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SHI Zhan, ZHANG Tie-jun, LI Mei-xiang, et al. Model test of horizontal freezing reinforcement in mud tank of slurry balanced shield[J]. 2025, 46(5): 1534-1544.
DOI：

SHI Zhan, ZHANG Tie-jun, LI Mei-xiang, et al. Model test of horizontal freezing reinforcement in mud tank of slurry balanced shield[J]. 2025, 46(5): 1534-1544. DOI： 10.16285/j.rsm.2024.1033.

摘要

为了获得盾构解困冻结过程中泥水仓内温度场的演变规律，以南京市江宁区新济洲供水管线过江廊道盾构解困工程为原型，依据相似理论进行了盾构内部水平冻结温度场的模型试验，研究大孔距冻结过程中泥水仓内温度场演变过程及分布特征，获得如下结论：通过盾构超前地质探孔和注浆孔布置的20根冻结管，在冻结管最大间距为3.12 m条件下，75 d时可将直径为6 480 mm的盾构泥水仓内冻实，而冻结施工至135 d后泥水仓内冻土平均温度达到−13 ℃，纵向温差约为4.4 ℃，整体冻结效果较均匀，满足盾构开仓时的封水和承载要求。冻结施工中临时停冻会导致泥水仓内冻土冷量重新分布，停冻10 h时整体冻结壁温度升高至−14～−10 ℃，而重新冻结20 h后冻结壁即可恢复到停冻前状态。冻结结束45 d后盾构泥水仓内冻土平均温度升高至−4 ℃，满足盾构复推施工要求，而冻结管位置冻土温度回升至0 ℃还需要约20 d，并在0 ℃附近维持约125 d。施工中可采取强制解冻或循环泥浆等辅助措施来加快盾构泥水仓内冻土的解冻速度，洞内水平冻结方法是构建盾构仓内常压检修环境的有效地层改良手段。

Abstract

In order to obtain the temperature field evolution in the mud silo during the freezing process for shield rescue

a model test of horizontal freezing inside the shield was designed based on similitude theory. This was applied to the tunneling project in the Yangtze River corridor of the Xinjizhou water supply pipeline in Jiangning District

Nanjing. The temperature evolution and distribution characteristics in the mud silo during freezing were studied

leading to the following conclusions. Firstly

using 20 freezing pipes arranged through geological exploration and grouting holes

the slurry chamber of the shield (diameter 6 480 mm) could be completely frozen within 75 days

with a maximum pipe spacing of 3.12 m. After 135 days of freezing

the average temperature of the frozen soil in the slurry chamber reached −13 ℃

with a longitudinal temperature difference of approximately 4.4 ℃. The overall freezing effect was uniform

meeting the water sealing and bearing requirements for shield chamber opening

thus facilitating shield rescue construction. Secondly

temporary suspension of freezing during construction led to temperature redistribution in the frozen soil of the slurry chamber. A 10-hour suspension caused the frozen wall temperature to rise to −14 ℃ to −10 ℃

but it returned to its pre-suspension state after 20 hours of resumed freezing. Thirdly

45 days post-freezing

the average temperature of the frozen soil in the shield slurry chamber rose to −4 ℃

meeting the requirements for shield re-pushing construction. It took about 20 days for the frozen soil temperature at the freezing pipe position to rise back to 0 ℃

remaining around 0 ℃ for approximately 125 days. During construction

auxiliary measures like forced thawing or circulating mud can accelerate the thawing of frozen soil in the shield’s slurry chamber. The horizontal freezing method in tunnels is an effective technique for improving formation to construct a maintenance environment in the shield chamber.

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