振冲密实法在珊瑚砂地基处理中的应用研究

刘锋; 江文豪; 梅涛涛; 徐超

doi:10.20265/j.cnki.issn.1007-2993.2025-0086

振冲密实法在珊瑚砂地基处理中的应用研究

doi: 10.20265/j.cnki.issn.1007-2993.2025-0086

刘锋^{1, 2,},
江文豪³,
梅涛涛^{1, 2},
徐超³

1.
中交四航工程研究院有限公司，广东广州　510230
2.
中交集团交通基础工程环保与安全重点实验室，广东广州　510230
3.
中交四航局第二工程有限公司，广东广州　510230

详细信息

作者简介:
刘　锋，男，1993年生，硕士，工程师，主要从事地基处理设计咨询工作。E-mail：liufeng6621@qq.com

中图分类号: TU472
计量
- 文章访问数: 39
- HTML全文浏览量: 13
- PDF下载量: 6
- 被引次数: 0
出版历程
- 收稿日期: 2025-02-26
- 修回日期: 2025-04-29
- 录用日期: 2025-06-26
- 网络出版日期: 2026-06-08
- 刊出日期: 2026-06-08

Application with vibroflotation compaction method in coralline sand foundation treatment

LIU Feng^{1, 2
,},
JIANG Wenhao³,
MEI Taotao^{1, 2},
XU Chao³

1.
CCCC Fourth Harbor Engineering Institute Co., Ltd., Guangzhou 510230, Guangdong, China
2.
CCCC Key Laboratory of Environment and Safety Technology of Transportation Infrastructure Engineering, Guangzhou 510230, Guangdong, China
3.
The Second Engineering Company of CCCC Fourth Harbor Engineering Co., Ltd., Guangzhou 510230, Guangdong, China

摘要

摘要: 通过介绍珊瑚砂吹填料地基处理工艺，并结合东南亚某港口堆场的地基处理工程实例，开展了振冲密实法在吹填珊瑚砂地基中的应用研究，确定了施工流程及关键施工参数。研究结果表明，振冲密实法对淤泥层及泥砂混合层的加固效果较差，建议振冲处理底面标高控制在淤泥层顶面以上0.5 m；采用180 kW振冲器施工时，3.8，4.3，4.8 m振冲孔间距均能满足施工要求，且4.3 m间距处理效果最佳。通过拟合分析，得到振冲孔间距x与回填砂体积V及工后下沉高度H的关系式分别为：$ V=-1494.37+790.61x-91.61{x}^{2} $，$ H=-3.46+1.85x-0.21{x}^{2} $。
- 珊瑚砂 /
- 地基处理 /
- 振冲密实法 /
- 静力触探试验
Abstract: The foundation treatment method of coralline sand was introduced. By combining it with one port of the container terminal in Southeast Asia, research on applying the vibroflotation compaction method in the foundation treatment of coralline sand has been carried out, and the construction process and key construction parameters were determined. The results show that the vibroflotation compaction method for silt or silt mixed with sand layer reinforcement effect is poor, so the bottom elevation of treatment can be controlled in the above top of silt layer 0.5 m; when adopting 180 kW vibrator, 3.8 m, 4.3 m, 4.8 m vibration spacing all can meet the construction requirements and 4.3 m was the best. The relationship between vibration spacing x and the volume of backfill sand V and the sinking height after vibroflotation H was $ V=-1494.37+790.61x-91.61{x}^{2} $ and $ H=-3.46+1.85x-0.21{x}^{2} $, separately.
- coralline sand /
- foundation treatment /
- vibroflotation compaction method /
- static cone penetration test

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图 1 吹填砂颗粒级配曲线

Figure 1. Particle size distribution curve of coralline sand

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图 2 试验区场地布置

Figure 2. Layout of the trial area

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图 3 振冲密实法施工示意图

Figure 3. Schematic diagram of vibroflotation construction

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图 4 吹填珊瑚砂地基验收曲线

Figure 4. Acceptance criteria of coralline sand foundation

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图 5 锥阻及摩阻比随深度变化曲线

Figure 5. Cone resistance and friction ratio versus depth

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图 6 不同参数与振冲孔间距关系拟合

Figure 6. Curve fitting of parameters versus vibroflotation spacing

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图 7 静力触探试验结果

Figure 7. Cone penetration test results

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图 8 现场施工照片

Figure 8. On-site construction photos

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表 1 试验区施工参数

Table 1. Construction parameters of the trial area

区域	场地设计标高/m	原海床标高/m	振冲孔间距/m	振冲孔数	造孔速度 /(m·min⁻¹)	底部留振时间/s	提升速度 /(m·min⁻¹)	留振时间/s	密实电流/A
1区	+3.8	−6.8	3.8	39	2.0～3.0	45～60	1.0	30	100～130
2区	+3.8	−7.0	4.3	27	2.0～3.0	45～60	1.0	30	100～130
3区	+3.8	−6.8	4.8	23	2.0～3.0	45～60	1.0	30	100～130
注：试验区地基处理底部标高为−8.0 m。

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表 2 施工设备及其参数

Table 2. Construction equipment and parameters

序号	名称	规格	用途
1	履带吊	55 t	提升振冲器
2	振冲器	180 kW
3	数据记录仪		记录施工参数
4	高压潜水泵		施工供水
5	发电机	800 kW, 50 Hz
6	挖掘机	PC200	材料回填

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表 3 标准贯入试验结果

Table 3. Standard penetration test results

深度范围/m	土样描述	标贯击数	深度范围/m	土样描述	标贯击数
0.00~1.00	棕黄色夹杂贝壳细到中粗砂	44(1.00 m)	8.00~9.00	棕黄色非常密实细到中粗砂	28(9.00 m)
1.00~3.00	棕黄色夹杂贝壳密实状细到中粗砂	31(2.00 m) 28(3.00 m)	9.00~9.45	棕黄色中密状细到中粗砂	16(9.45 m)
3.00~4.00	棕黄色夹杂贝壳中密状细到中粗砂	38(4.00 m)	9.45~10.50	黑灰色中密淤泥质砂	18(10.50 m)
4.00~5.00	棕黄色密实状细到中粗砂	26(5.00 m)	10.50~15.00	黑灰色夹杂少量黏土淤泥质砂	12(15.00 m)
5.00~7.00	棕黄色中密状细到中粗砂	30(6.00 m) 38(7.00 m)	15.00~15.50	黑灰色非常密实细到中粗砂	18(15.50 m)
7.00~8.00	棕黄色密实状细到中粗砂	78(8.00 m)	15.50~17.45	黑灰色中密状细到中粗砂	23(16.00 m) 30(16.50 m) 26(17.00 m)
注：试验点地面标高为+3.18 m；标贯击数后括号内数值为测试深度。

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表 4 施工前后平均锥阻

Table 4. Average cone resistance before and after construction

编号	方法一			方法二
编号	工前锥阻/MPa	工后锥阻/MPa	增长率/%	工前锥阻/MPa	工后锥阻/MPa	增长率/%
1区	8.2	13.7	68	9.0	15.5	71
2区	8.6	15.2	69	9.4	16.2	73
3区	7.3	11.4	56	8.6	14.4	68

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表 5 各试验区工后沉降及用砂量情况

Table 5. Site settlement and backfill sand volume

编号	下沉高度 /m	回填砂体积 /m³	单孔平均用砂量/m³
1区	0.476	188.91	4.84
2区	0.534	213.42	7.90
3区	0.484	191.66	8.33

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表 6 不同振冲孔间距处理效果对比

Table 6. Comparison of treatment effects for different vibroflotation spacings

编号	间距 /m	工前平均锥阻/MPa	工后平均锥阻/MPa	增长率/%
2区	4.30	8.97	15.16	69.0
3区	4.80	7.27	11.37	56.4
4区	4.30	4.60	20.93	355.3
5区	4.80	5.56	18.08	225.0
注：工前/工后平均锥阻指设计处理深度范围锥阻算术平均值。

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表 7 实际值与拟合值结果对比

Table 7. Comparison between actual values and fitted values

编号	下沉高度/m			回填砂体积/m³
编号	实际值	计算值	相对误差/%	实际值	计算值	相对误差/%
4区	0.569	0.612	7.57	227.42	211.35	7.06
5区	0.527	0.581	10.36	210.81	189.87	9.93

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