基于应力扩散法的市域堤防防护范围的计算方法

余锦地; 刘翔; 李博; 徐朝阳; 李春意; 周建

doi:10.20265/j.cnki.issn.1007-2993.2024-0598

基于应力扩散法的市域堤防防护范围的计算方法

doi: 10.20265/j.cnki.issn.1007-2993.2024-0598

余锦地^1,,
刘翔²,
李博²,
徐朝阳^3,,
李春意³,
周建^3, ,

1.
浙江省水利水电勘测设计院，浙江杭州　310002
2.
余杭林业水利局，浙江杭州　311100
3.
浙江大学滨海和城市岩土工程研究中心建筑工程学院，浙江杭州　310058

基金项目: 浙江省水利工程带科研揭榜挂帅项目（RA+202303）

详细信息

作者简介:
余锦地，男，1983年生，正高级工程师，主要从事水利水电工程设计研究。E-mail：1006249864@qq.com

通讯作者:
周　建，女，1970年生，博士，教授，主要从事软土地基处理的相关研究。E-mail：zjelim@zju.edu.cn

中图分类号: TU447
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- 被引次数: 0
出版历程
- 收稿日期: 2024-12-20
- 修回日期: 2025-03-10
- 录用日期: 2025-04-09
- 刊出日期: 2026-02-06

Calculation method of urban embankment protection range based on stress diffusion method

YU Jindi^1
,,
LIU Xiang²,
LI Bo²,
XU Chaoyang^3
,,
LI Chunyi³,
ZHOU Jian^{3
, ,}

1.
Zhejiang Water Conservancy and Hydropower Survey and Design Institute, Hangzhou 310002, Zhejiang, China
2.
Yuhang Forestry and Water Resources Bureau, Hangzhou 311100, Zhejiang, China
3.
Coastal and Urban Geotechnical Engineering Research Center, Zhejiang University, Hangzhou 310058, Zhejiang, China

摘要

摘要: 高填方堤防、多级平台堤防以及堤防提标加固工程日益增多，堤防荷载的应力扩散效应对周边建筑可能构成严重威胁。传统设计方案中，未充分考虑堤防荷载的应力扩散效应，高估堤顶区域的附加应力，同时低估水平方向的扩散效应，导致设计中未能充分评估堤防荷载对周边建筑的潜在威胁。堤防荷载扩散中这一高一低的传统设计理念，给工程设计和分析判断带来了较大困难，也给设计方案的优化提供了新思路。基于应力扩散角法，将堤防荷载分为边坡区域荷载和堤顶区域荷载，量化了应力扩散效应对基底压力分布范围和大小的影响，为堤防设计提供了一个增强安全性的新工具。通过对比，该法相对于传统方法能更准确地反映基底压力的实际分布情况，经分析，其扩散程度与堤防截面几何尺寸相关。此外，依据工程实测数据量化了堤防之外的扩散区域中的不均匀沉降，计算结果表明扩散效应对周边民建房结构稳定性构成潜在威胁，可能引发倾斜和裂缝等结构安全问题。建议在大型工程周边的重要位置设立沉降观测点，以实时监测并及时采取防范措施。
- 基底压力 /
- 扩散效应 /
- 应力扩散角 /
- 附加应力 /
- 不均匀沉降
Abstract: With the increasing number of high-fill embankments, multi-level platform embankments, and embankment reinforcement projects, the stress diffusion effect of embankment loads may pose a serious threat to surrounding buildings. In traditional design schemes, due to insufficient consideration of the stress diffusion effect of embankment loads, the additional stress in the top area of the embankment is often overestimated, while the horizontal diffusion effect is underestimated, resulting in insufficient evaluation of the potential threat of embankment loads to surrounding buildings in the design. The law of one high and one low in the diffusion of embankment loads has brought great difficulties to engineering design and analysis judgment, and also provided new ideas for optimizing design schemes. Based on the stress diffusion angle method, this article divides the embankment load into slope area load and embankment top area load, quantifies the influence of stress diffusion effect on the distribution range and magnitude of base pressure, and provides a new tool for enhancing safety in embankment design. By comparison, this method can more accurately reflect the actual distribution of base pressure compared to traditional methods. After analysis, its diffusion degree is related to the geometric dimensions of the embankment section. In addition, the uneven settlement in the diffusion area outside the embankment based on engineering measurement data was quantified. The results show that the diffusion effect poses a potential threat to the stability of surrounding residential buildings, which may cause structural safety issues such as tilting and cracks. In view of this, setting up settlement observation points at important locations around large-scale projects to monitor in real time and take timely preventive measures is suggested.
- base pressure /
- diffusion effect /
- stress diffusion angle /
- additional stress /
- uneven settlement

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图 1 简化方法基底压力计算示意图

Figure 1. Schematic diagram of the simplified method of calculating the contact stress

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图 2 多级平台堤防示意图

Figure 2. Schematic diagram of multi-level platform embankment

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图 3 多级平台堤防基底压力计算示意图

Figure 3. Schematic diagram for calculating the base pressure of multi-level platform embankments

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图 4 堤防截面尺寸与修正系数的关系图

Figure 4. Diagram of the relationship between the size of the embankment section and the coefficient

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图 5 堤防基底压力比对图

Figure 5. Comparison diagram of embankment base pressure

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图 6 地基土体附加应力比对图

Figure 6. Comparison diagram of additional stress in foundation soil

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图 7 多级平台堤防计算简图

Figure 7. Simplified diagram of multi-level platform embankment calculation

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图 8 多级平台堤防的基底压力图

Figure 8. Base pressure diagram of multi-level platform embankment

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表 1 文献案例的基底压力

Table 1. Contact stress for literature cases

案例	堤顶宽度B/m	高度H/m	坡度比	γ/(kN∙m⁻³)	γH/kPa	基底中心压力实测P/kPa	α
海东线现场DK67+620^[14]	13.4	5	1∶1.5	20	100	87	0.87
海东线现场DK67+630^[14]	13.4	5	1∶1.5	20	100	90	0.90
海东线现场DK79+399^[14]	13.7	3.14	1∶1.5	20	62.8	58.5	0.93
海东线DK67+620离心模型第一层^[14]	19.6	1.2	1∶1.5	20	24	23.5	0.98
海东线DK67+620离心模型第二层^[24]	16	2.4	1∶1.5	20	48	46	0.96
海东线DK67+620离心模型第三层^[24]	12.4	3.6	1∶1.5	20	72	62	0.86
海东线DK67+620离心模型第四层^[24]	8.2	5	1∶1.5	20	100	83	0.83
海东线DK67+620离心模型整体填筑^[24]	8.2	5	1∶1.5	20	100	83	0.83
胶济线DK218+950离心模型第一层^[23]	25.5	1.6	1∶1.5	20	32	29.4	0.92
胶济线DK218+950离心模型第二层^[23]	18.3	4	1∶1.5	20	80	74	0.925
胶济线DK218+950离心模型第三层^[23]	13.5	5.6	1∶1.5	20	112	95	0.85
胶济线DK218+950离心模型第四层^[23]	7.7	7.5	1∶1.5	20	150	116	0.85
胶济线DK218+950离心模型整体填筑^[23]	7.7	7.5	1∶1.5	20	150	114	0.85
Gloucester堤防^[25]	9.14	3.66	1∶1.46	17.9	65.57	52.66	0.80

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表 2 工程案例物理力学指标及压缩模量

Table 2. Physical and mechanical indexes and compression modulus of the engineering cases

案例	土层	土层深度/m	重度γ/（kN∙m⁻³）	孔隙比e	压缩模量E_s/MPa
海东线DK67+620^[14]	①全风化花岗岩1	0～6	18.9	0.981	7.1
	②全风化花岗岩2	6～18	19.1	0.792	20.15
	③全风化花岗岩3	18～28	19.4	0.643
胶济线DK218+950^[23]	④黄土质粉质黏土	1～11.2	19.3	0.428	19.25
	⑤粉土	11.2～18.2	19.1	0.731	31.9
	⑥粉质黏土	>18.2	19.4	0.579

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表 3 地基沉降实测值与计算值

Table 3. Measured and calculated values of foundation settlement

断面	沉降S/mm			误差（ΔS/S₀）/%
断面	现场实测S₀	比例荷载法S₁	本文方法S₂	比例荷载法	本文方法
海东线DK67+620^[14]	114	133.5	100.3	17	−12
胶济线DK218+950^[23]	96	135.3	100.1	40	4

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表 4 柯桥区钱塘江海塘某一断面物理力学指标及压缩模量

Table 4. Physical and mechanical indicators and compression modulus of a certain section of the Qiantang River seawall in Keqiao District

土层	土层深度范围/m	重度γ/（kN∙m⁻³）	孔隙比e	压缩模量E_s/MPa
②-1砂质粉土3	0～19	18.2	0.947	3.03
②-2粉土夹粉砂	19～27	18.7	0.809	4.17
③淤泥质粉质黏土	27～	18.1	1.043	1.52

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