黏土热–力学特性对能量桩力学特性的影响

陆浩杰; 孔纲强; 刘汉龙; 吴迪; 陈永辉

doi:10.11779/CJGE202201004

黏土热–力学特性对能量桩力学特性的影响 English Version

1.
重庆大学土木工程学院, 重庆 400045
2.
河海大学土木与交通学院, 江苏南京 210024
3.
青岛理工大学理学院, 山东青岛 266033

基金项目:

国家自然科学基金项目 51922037

国家自然科学基金项目 51778212

国家自然科学基金项目 52008225

详细信息

作者简介:
陆浩杰(1995—)，男，硕士，主要从事能量桩技术方面的研究工作。E-mail: 373652857@qq.com

通讯作者:
孔纲强, E-mail: gqkong1@163.com

中图分类号: TU442
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出版历程
- 收稿日期: 2020-08-31
- 网络出版日期: 2022-09-22
- 刊出日期: 2021-12-31

Influences of thermo-mechanical properties of clay on mechanical responses of energy piles

1.
College of Civil Engineering, Chongqing University, Chongqing 400045, China
2.
College of Civil and Transportation Engineering, Hohai University, Nanjing 210024, China
3.
School of Science, Qingdao University of Technology, Qingdao 266033, China

摘要

摘要: 能量桩运行会导致土体温度场的改变，从而影响桩周土的热–力学特性，进而影响能量桩的变形、桩–土界面应力及承载性能。将ACMEG-T土体热本构模型在ABAQUS软件中进行二次开发，通过编写UMAT子程序对能够反映黏土热–力耦合特性的三轴试验结果进行模拟与分析，验证了模型的可靠性。建立数值模型，研究了土体热–力学特性对能量桩位移、桩–土界面应力及桩身轴力的影响规律。研究结果表明，温度变化会导致土体产生累计沉降，并进一步导致桩侧产生负摩阻力；在负摩阻力的影响下，能量桩会产生额外的沉降以及不可恢复的轴力；土体热–力学特性对能量桩力学特性的影响效应随着土体超固结比的增加逐渐减弱。
- 能量桩 /
- 黏土 /
- 本构模型 /
- 超固结比 /
- 数值模拟
Abstract: Under the action of temperature variation induced by energy piles, the mechanical properties of soils surrounding the piles will be changed, thereby affecting their deformation, the stress of the pile-soil interface and the bearing capacity of the pile foundation. The ACMEG-T constitutive model for the thermal properties of soils is developed in ABAQUS commercial software. The accuracy of the program is verified by simulating the triaxial test results by using the UMAT subroutine. Based on the numerical simulation, the influence of thermo-mechanical properties of soils on the displacement of pile head, the stress of the pile-soil interface and the axial force of the energy piles in clay are studied. The results show that the change of soil temperature can lead to irretrievable settlement of soils, and further lead to negative skin friction on the pile shaft. The additional settlement and irreversible change of axial force of the energy piles can be induced by the negative skin friction. With the increase of the over-consolidation ratio of clay, the effects of thermo-mechanical properties of soils on the mechanical response of the energy piles decrease.
- energy pile /
- clay /
- constitutive model /
- over-consolidation ratio /
- numerical simulation

HTML全文

图 1 子增量步迭代流程图

Figure 1. Flow chart of iteration of sub-incremental step

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图 2 Boom黏土体积应变与温度关系曲线

Figure 2. Relationship between volumetric strain and temperature of Boom clay

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图 3 Bangkok黏土平均有效应力与体积应变关系曲线

Figure 3. Relationship between mean effective stress and volumetric strain of Bangkok clay

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图 4 Bangkok黏土竖向有效应力与体积应变关系曲线

Figure 4. Relationship between vertical effective stress and volumetric strain of Bangkok clay

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图 5 Bangkok黏土轴应变与偏应力及体积应变的关系曲线

Figure 5. Relationship among axial strain, deviant stress and volumetric strain of Bangkok clay

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图 6 数值模型网格图

Figure 6. Grid diagram of numerical model

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图 7 桩顶荷载–沉降曲线

Figure 7. Curves of load-settlement of pile top

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图 8 桩土温度变化

Figure 8. Variation of temperature of energy piles and soils

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图 9 桩顶位移与桩体温度变化关系图

Figure 9. Variation of displacement at pile head with temperature

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图 10 能量桩累计沉降随OCR变化

Figure 10. Variation of accumulated settlement with OCR

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图 11 土体沉降随深度变化

Figure 11. Variation of settlement of soils with pile depth

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图 12 桩侧摩阻力随深度变化

Figure 12. Variation of friction resistance at pile side with pile depth

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图 13 温度引起额外轴力随深度变化

Figure 13. Variation of thermally induced axial force with pile depth

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图 14 温度引起最大轴力随OCR变化

Figure 14. Variation of maximum thermally induced axial forces with OCR

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图 15 温度循环过后桩体轴力随深度变化

Figure 15. Variation of thermally induced axial force with pile depth after heating-cooling cycle

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表 1 ACMEG-T热本构模型材料参数表

Table 1 Properties of materials used in ACMEG-T thermo-mechanical model

模型参数	${K_{{\text{ref}}}}$ /MPa	${G_{{\text{ref}}}}$ /MPa	${n^{\text{e}}}$	${\beta _{\text{s}}}$ /10^-5	a	b	c	d	${\varphi '_0}$ /(°)	g/10^-3	$\alpha$	$\beta$	$r_{{\text{iso}}}^{\text{e}}$	$r_{{\rm{dev}} }^e$	${\gamma _{\text{T}}}$
Boom黏土	130	130	0.4	4	0.007	0.6	0.012	1.3	16	8.5	1	18.00	0.001	0.3	0.20
Bangkok黏土	42	15	1.0	2	0.020	0.2	0.040	1.6	22.66	1.0	2	5.49	0.150	0.1	0.22

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