软土地基中微生物硅质砂桩室内物理模型试验研究

谢运鹏; 邓尤术; 梁仕华

doi:10.12052/gdutxb.230189

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软土地基中微生物硅质砂桩室内物理模型试验研究

绿色岩土工程 | 更新时间：2026-05-27

- 软土地基中微生物硅质砂桩室内物理模型试验研究
- Laboratory Physical Model Test of Microbial Siliceous Sand Pile in Soft Soil Foundation
- 广东工业大学学报 2025年42卷第2期页码：129-135
- 作者机构：
  
  1. 广东工业大学土木与交通工程学院,广东,广州,510006
  2. 中铁隧道集团三处有限公司,广东,广州,510006
- 作者简介：
  
  谢运鹏(1999–)，男，硕士研究生，主要研究方向为软基处理、MICP技术等，E-mail：xyypfzzf13@126.com
  梁仕华(1976–)，男，教授，博士，主要研究方向为环境岩土工程、深基坑等，E-mail：shihua_l@gdut.edu.com
- 基金信息：
  
  国家自然科学基金资助面上项目(52078142);广东省自然科学基金资助面上项目(2022A1515011047);广州市科技计划项目(202002030194)
- DOI：10.12052/gdutxb.230189
  中图分类号： TU441
- 纸质出版：2025
- 稿件说明：
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谢运鹏, 邓尤术, 梁仕华. 软土地基中微生物硅质砂桩室内物理模型试验研究[J]. 广东工业大学学报, 2025, 42(2): 129–135.

Xie Yunpeng, Deng Youshu, Liang Shihua. Laboratory Physical Model Test of Microbial Siliceous Sand Pile in Soft Soil Foundation[J]. 2025, 42(2): 129-135.
谢运鹏, 邓尤术, 梁仕华. 软土地基中微生物硅质砂桩室内物理模型试验研究[J]. 广东工业大学学报, 2025, 42(2): 129–135. DOI： 10.12052/gdutxb.230189

Xie Yunpeng, Deng Youshu, Liang Shihua. Laboratory Physical Model Test of Microbial Siliceous Sand Pile in Soft Soil Foundation[J]. 2025, 42(2): 129-135. DOI： 10.12052/gdutxb.230189.

摘要

微生物硅质砂桩是一种利用微生物诱导碳酸钙沉淀(Microbially Induced Calcium carbonate Precipitation，MICP)技术制备的节能环保型小直径短桩。本文开展了室内模型箱模拟研究，分析了微生物硅质砂桩的承载性能优势、桩侧摩阻力分布特征、荷载传递特性，得到如下结论：(1) 利用微生物固化技术得到的硅质砂桩固化效果较好，桩体的无侧限抗压强度达到436.8 kPa。 (2) 微生物硅质砂桩的单桩承载力随桩身长度的增加而增加，桩身长度

为560 mm时，单桩极限承载力达0.81 kN，桩顶沉降为20.06 mm。桩入持力层时，其单桩承载力可达1.06 kN。(3) 微生物珊瑚砂桩桩身轴力随深度增加而减小；且由于短桩的原因，桩侧摩阻力均为正值，摩阻力在0～20 cm段迅速增大，挤土效应较为明显；20～40 cm段增大后减小，碳酸钙骨架易破碎，桩周水平有效应力减小，桩侧摩阻力增幅减缓。(4) 软土−微生物硅质砂桩复合地基极限承载力约为41.3 kPa，相比未经处理的软土地基，其极限承载力强度增加了约24.8%。研究结果可为微生物硅质砂桩的工程应用奠定基础。

Abstract

Microbial silica sand pile is a kind of energy-saving and environmentally friendly small diameter short pile prepared by microbially induced calcium carbonate precipitation (MICP) technology. In this study

an indoor model box simulation test is conducted to analyze the bearing performance advantages of microbial siliceous sand piles

the distribution characteristics of pile side friction resistance

and the load transfer characteristics. The following conclusions are drawn: (1) The siliceous

sand piles obtained through microbial solidification technology exhibits a good curing effect

with the unconfined compressive strength of the piles reaching 436.8 kPa. (2) The bearing capacity of single pile of microbial silica sand increases with pile length. When the pile length

is 560 mm

the ultimate bearing capacity of single pile reaches 0.81 kN

with a settlement of pile top at 20.06 mm. Upon insertion into the bearing layer

the bearing capacity of the single pile can reach 1.06 kN

representing a 34.6%. (3) The axial force of microbial coral sand pile decreases with increasing depth. Due to the short pile

the lateral friction resistance of the pile is positive

and the friction resistance increases rapidly in the 0-20 cm section

demonstrating noticeable soil squeezing effect. As the 20-40 cm section decreases from increase

the calcium carbonate skeleton is liable to break

resulting in a decrease in horizontal effective stress around the pile and a slowdown in the increase of pile side friction. (4) The ultimate bearing capacity of the soft soil-microbial silica sand pile composite foundation is approximately 41.3 kPa

24.8% improvement over that of the untreated soft soil foundation. The test results can lay the groundwork for the engineering application of microbial siliceous sand pile.

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references

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