软土场地堆载预压与半刚性复合地基交界区沉降特征研究

沈铭龙; 戴一鸣; 陈华晗

doi:10.20265/j.cnki.issn.1007-2993.2025-0257

软土场地堆载预压与半刚性复合地基交界区沉降特征研究

doi: 10.20265/j.cnki.issn.1007-2993.2025-0257

福建省建筑设计研究院有限公司，福建福州　350001

基金项目: 福建省青年科技人员育成项目（2025350061）；福建省住房和城乡建设科学技术计划项目（2025-K-119）

详细信息

作者简介:
沈铭龙，男，1989年生，硕士，高级工程师，主要从事岩土工程设计及研究工作。E-mail：244093156@qq.com

通讯作者:
陈华晗，男，1992年生，硕士，工程师，主要从事岩土工程设计及研究工作。E-mail：249867185@qq.com

中图分类号: TU472
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- 文章访问数: 36
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- 被引次数: 0
出版历程
- 收稿日期: 2025-06-09
- 修回日期: 2025-08-29
- 录用日期: 2025-11-11
- 网络出版日期: 2026-10-08
- 刊出日期: 2026-10-08

Settlement characteristic at the junction area of surcharge preloading and semi-rigid composite foundation in soft soil sites

Fujian Provincial Institute of Architectural Design and Research Co., Ltd., Fuzhou 350001, Fujian, China

摘要

摘要: 为了研究堆载预压与半刚性复合地基处理交界区域变形特征，以某深厚软土场地地基处理工程为例，建立了两种不同地基处理形式交界区域的有限元模型，分析了交界区域地表沉降及差异沉降在工后阶段的长期发展趋势。结果表明：（1）交界区地表沉降与差异沉降发展速率均呈现逐年减小的趋势；（2）差异沉降最大位置随时间发展不断由交界面位置向复合地基区域偏移，最终位于堆载坡肩外侧1.9倍堆高处，且不受桩间距影响；（3）地表坡率最大值与桩土置换率呈非线性关系，置换率低于 0.13 时提高置换率对最大差异沉降控制效果显著；（4）以地表坡率0.5%为标准，超限临界置换率约 0.114，当置换率低于该值时交界区差异沉降超限。对于常见的复合地基置换率，超限范围围绕最大值位置呈对称分布，宽度在16 m以内。
- 地基处理交界 /
- 软土 /
- 堆载预压 /
- 复合地基 /
- 沉降
Abstract: To investigate the deformation characteristics of the junction area between surcharge preloading and semi-rigid composite foundation treatments, this paper takes a ground treatment project in a deep soft soil site as an example. A finite element model of the junction area with two different ground treatment types is established to analyze the long-term development trends of surface settlement and differential settlement in the post-construction stage. The results show that: (1) The development rates of both surface settlement and differential settlement in the junction area decrease year by year; (2) The location of the maximum differential settlement continuously shifts from the junction interface towards the composite foundation area over time, ultimately locating at a position 1.9 times the height of the surcharge slope shoulder outside, and is unaffected by the pile spacing; (3) The maximum value of the surface slope rate exhibits a nonlinear relationship with the pile-soil replacement ratio, and when the replacement ratio is lower than 0.13, the control effect on the maximum differential settlement is significant; (4) Using a surface slope rate of 0.5% as the standard, the critical replacement ratio for exceeding the limit is approximately 0.114. When the replacement ratio is lower than this value, the differential settlement in the junction area exceeds the limit. For common replacement ratios of composite foundations, the overlimit range is symmetrically distributed around the position of the maximum value, with a width within 16 meters.
- ground treatment junction area /
- soft soil /
- surcharge preloading /
- composite foundation /
- settlement

HTML全文

图 1 模型概况

Figure 1. Overview of the model

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图 2 堆载预压区原始地表竖向位移随预压时间变化曲线

Figure 2. Curve of vertical displacement of original ground surface in preloading area with preloading time

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图 3 基桩静载试验桩顶竖向位移随桩顶荷载变化曲线

Figure 3. Curve of vertical displacement at pile top with pile top load in static load test of foundation pile

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图 4 不同工后时间地表沉降与水平坐标x关系曲线

Figure 4. Curve of ground surface settlement with horizontal coordinate x at different post-construction times

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图 5 不同工后时间地表坡率与水平坐标x关系曲线

Figure 5. Curve of ground surface slope rate with horizontal coordinate x at different post-construction times

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图 6 不同搅拌桩间距地表坡率与水平坐标x关系曲线

Figure 6. Curve of ground surface slope rate with horizontal coordinate x at different mixing pile spacings

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图 7 坡率最大值及超限范围与置换率关系曲线

Figure 7. Curve of maximum slope rate and over-limit range with replacement ratio

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表 1 土层物理力学参数表

Table 1. Physical and mechanical parameters of soil layers

土层名称	γ/(kN·m⁻³)	w/%	e	E_s/MPa	c/kPa	φ/(°)	f_ak/kPa
填土	17.8			4.0	10.0	12.0	70
淤泥	16.0	62.5	1.793	1.8	8.9	4.1	40
粉质黏土	19.2	28.8	0.811	5.4	28.0	13.1	180

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表 2 HS模型土层材料参数表

Table 2. Material parameters of soil layers in HS model

土层名称	重度 γ/(kN·m⁻³)	$ E\mathrm{_{oed}^{ref}} $/MPa	$ E\mathrm{_{50}^{ref}} $/MPa	$ E\mathrm{_{ur}^{ref}} $/MPa	$ {e}_{ini} $	等效水平渗透系数（排水板区域） /(m·d⁻¹)	等效竖直渗透系数（排水板区域） /(m·d⁻¹)	等效水平渗透系数（搅拌桩区域） /(m·d⁻¹)	等效竖直渗透系数（搅拌桩区域） /(m·d⁻¹)	黏聚力 c/kPa	内摩擦角 φ/(°)
压实填土	19.0	8.0	16.0	64.0	0.70	0.015	0.070	0.069	0.069	15.0	15.0
填土	17.8	4.0	8.0	32.0	0.90	0.019	0.087	0.086	0.086	10.0	12.0
砂石垫层	19.5	30.0	60.0	240.0	0.50	1.863	8.670	10	10	5.0	30.0

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表 3 修正剑桥模型土层材料参数表

Table 3. Material parameters of soil layers in modified Cam-clay model

土层名称	重度 γ/(kN·m⁻³)	$ \lambda $	$ \kappa $	$ M $	$ {e}_{ini} $	等效水平渗透系数（排水板区域） /(m·d⁻¹)	等效竖直渗透系数（排水板区域） /(m·d⁻¹)	等效水平渗透系数（搅拌桩区域） /(m·d⁻¹)	等效竖直渗透系数（搅拌桩区域） /(m·d⁻¹)	黏聚力 c/kPa	内摩擦角 φ/(°)
淤泥	16.0	0.235	0.128	1.35	1.973	8.88×10⁻⁶	4.60×10⁻⁵	3.48×10⁻⁵	4.35×10⁻⁵	8.9	4.1
粉质粘土	19.2	0.052	0.008	1.35	0.890	7.79×10⁻⁶	3.84×10⁻⁵	3.78×10⁻⁵	4.31×10⁻⁵	28.0	13.1

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