水平荷载下沉井在砂土中变位特性的试验与模拟研究

赵小晴; 詹伟; 严鑫; 王金昌; 杨仲轩; 龚晓南

doi:10.11779/CJGE2021S2019

水平荷载下沉井在砂土中变位特性的试验与模拟研究 English Version

1.
浙江大学建筑工程学院,浙江　杭州　310058
2.
浙江省交通运输科学研究院,浙江省道桥检测与养护技术研究重点实验室,浙江　杭州　310023

基金项目:

国家自然科学基金项目 52078457

浙江省交通运输厅科技计划项目 2020050

详细信息

作者简介:
赵小晴(1995— ),女,博士研究生,主要从事锚碇基础方面的科研工作。E-mail: xqzhao@zju.edu.cn

通讯作者:
詹伟, E-mail: zhanwei@zju.edu.cn

中图分类号: TU431
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出版历程
- 收稿日期: 2021-08-18
- 网络出版日期: 2022-12-05
- 刊出日期: 2021-10-31

Experimental study and simulation on deformation characteristics of caissons in sand under horizontal loads

1.
Department of Civil Engineering, Zhejiang University, Hangzhou 310058, China
2.
Key Laboratory of Road and Bridge Detection and Maintenance Technology Research of Zhejiang Province, Hangzhou 310023, China

摘要

摘要: 为研究水平荷载条件下锚碇沉井基础在砂土中的变形特征,在砂土地基中开展了1g的室内模型试验。依托模型试验通过PLAXIS 3D软件建立了有限元模型,并结合沉井盖板处的位移、沉井前侧的土压力及沉井底部的土压力进行了分析。数值模拟的结果和试验结果拟合较为一致,说明PLAXIS 3D软件能够较好的模拟锚碇沉井基础在砂土中的受力变形性能,可为锚碇沉井基础与土体相互作用机理的研究进一步提供技术支撑。
- 沉井 /
- 砂土 /
- 变位特性 /
- 模型试验 /
- 数值模拟
Abstract: In order to study the deformation characteristics of caissons buried in sand under horizontal loads, a group of laboratory 1g model tests are carried out in sand foundation. Based on the model tests, the finite element model is established through the software PLAXIS 3D, and the displacements of the caisson cover and the soil pressures at the front side and the bottom of the caisson are analyzed. The results of the numerical simulation fit well with the test ones, indicating that the software PLAXIS 3D can simulate the load and deformation performance of caissons in sand, which may provide technical supports for further researches on the interaction mechanism between cassions and soil.
- cassion /
- sand /
- deformation performance /
- model test /
- numerical simulation

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图 1 沉井界面的处理

Figure 1. Surface treatment for cassion

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图 2 沉井加载示意图

Figure 2. Schematic diagram of cassion under loading

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图 3 有限元模型网格

Figure 3. Mesh of finite element model

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图 4 靶标布置图

Figure 4. Layout of targets

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图 5 模试验和数值模拟的位移对比

Figure 5. Comparison of displacements between model tests and numerical simulations

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图 6 沉井前侧土压力盒布置图

Figure 6. Layout of earth pressure cells on front side of caisson

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图 7 模试验和数值模拟的沉井前侧土压力对比

Figure 7. Comparison of soil pressures on front side of caisson between model tests and numerical simulations

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图 8 沉井底部土压力盒布置图

Figure 8. Layout of earth pressure cells on bottom of caisson

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图 9 模型试验和数值模拟的沉井前侧土压力对比

Figure 9. Comparison of soil pressures on bottom of the caisson between model tests and numerical simulations

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表 1 土层参数

Table 1 Soil parameters

土层	$γ$ /(kN·m^-3)	e	$E_{s}$ /MPa	$E_{oed}^{ref}$ /MPa	$E_{50}^{ref}$ /MPa	$E_{ur}^{ref}$ /MPa	$c^{'}$	$φ^{'}$ /(°)	$ψ$ /(°)	m
砂土	15.6	0.723	10.2	10.2	10.2	30.6	0	34.5	0	0.5
注： $γ$ 为砂土的重度； $e$ 为砂土的孔隙比； $E_{s}$ 为砂土的压缩模量； $E_{oed}^{ref}$ 为砂土的主固结加载切线刚度； $E_{50}^{ref}$ 为砂土的标准三轴排水试验割线刚度； $E_{ur}^{ref}$ 为砂土的卸载重加载刚度； $c^{'}$ 为砂土的有效黏聚力； $φ^{'}$ 为砂土的有效摩擦角； $ψ$ 为砂土的膨胀角； $m$ 为砂土的刚度应力水平相关幂值。

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参考文献(8)

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