Experiment of precipitation-driven dynamic compaction technology in the treatment of silty clay sites: A case study of Yangluo project in Wuhan
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摘要:
针对传统软基处理方法在淤泥质黏土地基应用中效果不佳的问题，以武汉阳逻项目为实例，探讨了新型降水强夯工艺在软土地基处理中的加固机制及其施工工艺参数。研究将强夯技术和井点降水法相结合，充分利用井点具备的较大排气量和较大真空度特性，减消强夯技术产生的超静孔隙水压力并排除孔隙水。阳逻项目第一遍点夯前地下水位降到地面以下3 m需要约2 d，第二遍点夯前地下水位降到地面以下5 m需要约3 d，满夯前地下水位降到地面以下5 m需要约6 d，整个降水周期所需时间约为11 d。第一遍点夯之后超静孔隙水压力消散70%需要约7 d。试验结果显示，降水强夯法可以在短时间内显著提高软黏土的固结度，减少“橡皮土”现象的发生，有效处理深度达到6.0 m，并能显著提高软土地基的承载能力至150 kPa以上。通过对比分析现场监测和室内试验数据，进一步证明了降水强夯工艺处理淤泥质黏土地基的有效性。研究结果可为中国沿海地区广为分布的软土地基处理工程提供理论基础和施工工艺参数。
Abstract:Traditional soft foundation treatment methods often prove ineffective for muck clay soil foundations. This study investigated the reinforcement mechanism and construction process parameters of a novel dewatering-intensive tamping technique using the Yangluo project as a case study. The method integrated dynamic compaction with well-point dewatering, leveraging well-points to reduce excess pore water pressure generated by tamping while facilitating pore water discharge. During the Yangluo project, the groundwater level was lowered to 3 m below the ground surface within about 2 d before the first round of tamping, to 5 m within about 3 d before the second round of tamping, and to 5 m within about 6 d before the tamping, with the entire dewatering cycle of approximately 11 d. After the first round of tamping, the excess pore water pressure dissipated by 70% in about 7 d. The test results show that the dewatering-intensive tamping method can improve the consolidation of soft clay significantly in a short time, mitigates the “rubber soil” phenomenon, effectively treat the soil to a depth of 6.0 meters, and enhances the bearing capacity of the soft soil foundation (>150 kPa). This study establishes a theoretical foundation and practical construction parameters for the treatment of soft soil foundations, particularly in China’s coastal regions, where such conditions are prevalent.
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Key words:
- foundation treatment /
- dewatering /
- dynamic compaction /
- silty clay /
- construction parameters
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表 1 码头区地层主要物理力学指标
Table 1. Main physical and mechanical indicators of stratum in dock area
单元
土体
编号单元土体
名称天然
含水
率/%天然
孔隙比土粒
比重湿密度
/（g∙cm−3）干密度
/ （g∙cm−3）液限
/%塑限
/%塑性
指数液性
指数无侧限
抗压强度
（原状）/kPa压缩系数
/MPa−1压缩模量
/MPa静力触探比
贯入阻力
/MPa标准
贯入
击数② 粉质黏土 31.9 0.886 2.72 1.89 1.42 37.1 21.6 15.3 0.63 61.38 0.37 4.4 0.91 4.5 ③ 淤泥质粉质黏土 39.1 1.077 2.72 1.82 1.30 37.4 21.6 15.7 1.10 27.57 0.56 3.2 0.51 2.9 ③-1 粉质黏土 33.1 0.915 2.72 1.88 1.40 32.8 20.1 12.6 1.00 37.95 0.42 4.0 0.89 3.7 ④ 粉砂夹黏性土 8.0 4.42 11.3 ④-1 淤泥质粉质黏土 38.9 1.080 2.73 1.82 1.31 37.7 21.3 16.4 1.08 28.90 0.56 3.4 3.0 ④-2 粉质黏土夹砂 31.0 0.873 2.72 1.88 1.42 32.2 19.4 12.3 0.87 47.52 0.35 4.0 1.26 4.1 ⑤ 粉细砂 10.0 8.78 20.7 ⑥ 粉细砂 12.0 16.15 32.1 
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表 2 施工参数
Table 2. Construction parameters
工序 真空管排距/m×点距/m 夯击能/kJ 夯点间距/m 每点击数 第一遍 4×4/4×2 1500 ～1800 4×10 4～6 第二遍 4×4/4×2 2200 ～2500 4×10 6～8 第三遍 满夯 1000 搭接1/4锤径 2
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表 3 土工试验数据统计分析表
Table 3. Statistical analysis of geotechnical test data
土层 无侧限抗压强度/kPa 黏聚力/kPa 最小值 最大值 均值 最小值 最大值 均值 淤泥、淤泥质土 处理前 3.8 14.8 8.7 21.9 38.6 29.0 处理后 7.5 26.6 17.0 7.5 23.2 15.4 黏土 处理前 6.2 18.5 12.7 30.9 65.8 43.8 处理后 23.8 111.9 67.9 27.5 89.1 58.3
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表 4 3组检测孔标贯试验结果统计表
Table 4. Standard penetration test results of 3 sets of detection holes
土层 标贯击数 统计项目 处理前 处理后 1 2 3 淤泥质黏土 最小值 2.0 0.0 1.0 0.0 最大值 4.0 2.0 4.0 3.0 均值 3.0 1.0 2.5 1.5 粉质黏土、
黏土最小值 3.0 7.0 5.0 4.0 最大值 6.0 15.0 16.0 13.0 均值 4.5 11.0 10.5 8.5
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表 5 4组静力触探试验数据统计分析表
Table 5. Statistical analysis of 4 sets of static cone penetration test data
组号 锥尖阻力平均值/MPa 增长百分比/% 施工前 施工后 1 0.897 1.066 15.85 2 0.880 1.030 14.56 3 0.889 1.048 15.17 4 0.886 1.052 15.78
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表 6 3组十字板试验数据统计分析表
Table 6. Statistical analysis of 3 sets of cross plate tests
组号 剪切强度/MPa 增长百分比/% 施工前 施工后 1 19.62 30.12 53.52 2 25.10 31.30 24.70 3 23.44 36.27 35.37 注：表中所列数据为现场十字板剪切试验各点次原状土剪切强度的平均值。
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