竖向荷载作用下加筋埋地管道力学与变形行为细观分析

王志杰; 成彪; 杨广庆; 高古顺; 王贺

doi:10.3969/j.issn.0258-2724.20230046

竖向荷载作用下加筋埋地管道力学与变形行为细观分析

doi: 10.3969/j.issn.0258-2724.20230046

王志杰^{1, 2, 3,},
成彪³,
杨广庆^{1, 2, 3, ,},
高古顺³,
王贺^{1, 2, 3}

1.
石家庄铁道大学省部共建交通工程结构力学行为与系统安全国家重点实验室，河北石家庄 050043
2.
石家庄铁道大学道路与铁道工程安全保障省部共建教育部重点实验室石家庄铁道大学，河北石家庄 050043
3.
石家庄铁道大学土木工程学院，河北石家庄 050043

基金项目: 国家自然科学基金（51709175）；河北省高等学校科学技术研究（BJ2020045）

详细信息

作者简介:
王志杰（1985—），男，副教授，博士，研究方向为土工合成材料加筋土技术，E-mail：zwang@stdu.edu.cn

通讯作者:
杨广庆（1971—），男，博士，教授，研究方向为土工合成材料加筋土技术，E-mail：yanggq@stdu.edu.cn

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出版历程
- 收稿日期: 2023-02-10
- 修回日期: 2023-04-30
- 网络出版日期: 2024-07-09

Mesoscopic Study on Mechanical and Deformation Behaviors of Reinforced Buried Pipelines under Vertical Loads

WANG Zhijie^{1, 2, 3
,},
CHENG Biao³,
YANG Guangqing^{1, 2, 3
, ,},
GAO Gushun³,
WANG He^{1, 2, 3}

1.
State Key Laboratory of Mechanical Behavior and System Safety of Traffic Engineering Structures, Shijiazhuang Tiedao University, Shijiazhuang 050043, China
2.
Key Laboratory of Roads and Railway Engineering Safety Control, Shijiazhuang Tiedao University, Ministry of Education, Shijiazhuang 050043, China
3.
School of Civil Engineering, Shijiazhuang Tiedao University, Shijiazhuang 050043, China

摘要

摘要:
为深入研究竖向荷载作用下土工格栅加筋埋地管道的防护效果，基于室内模型试验，建立离散元仿真分析模型，从细观层面探究竖向荷载作用下土工格栅加筋埋地管道与周围土体系统的力学响应与变形行为，揭示不同管道埋深与不同筋材埋深条件下加载板荷载-沉降关系曲线、模型内部颗粒间接触力、颗粒位移与管道垂直径向变形等发展演化规律. 研究结果表明：当管道埋深H较浅时（H=0.25D，D为管道模型外径），其极限承载力小于管道埋深较大的工况，虽然相同荷载作用下加载板沉降较小，但管道垂直径向变形较大；对管道上方进行土工格栅加筋后，模型系统承载力显著提高，管道垂直径向变形减小；土工格栅埋深越浅，加筋效果越显著，当土工格栅埋深从0.75D减小至0.25D时，极限承载力提高约57.2%，管道径向变形减小约27.9%. 本研究从细观层面揭示了管道、土体与土工格栅之间的相互作用机理，实现土工格栅加筋防护埋地管道力学与变形行为的可视化.
- 埋地管道 /
- 土工格栅 /
- 力学行为 /
- 变形特征 /
- 离散元 /
- 细观研究
Abstract:
In order to deeply study the protective effect of geogrid-reinforced buried pipelines under vertical load, indoor model tests were carried out, and a discrete element simulation analysis model was established. The mechanical response and deformation behavior of geogrid-reinforced buried pipelines and surrounding soil systems under vertical load were explored from the mesoscopic level, and the development and evolution laws of the load-settlement curve of loading plate, contact force between particles inside the model, particle displacement, and vertical radial deformation of pipelines were revealed under different buried depths of pipelines and reinforcements. The results show that when the buried depth of the pipeline is shallow (H = 0.25B), the ultimate bearing capacity is smaller than that of the pipeline with a large buried depth. Although the settlement of the loading plate is smaller under the same load, the vertical radial deformation of the pipeline is large. After the geogrid above the pipeline is reinforced, the ultimate bearing capacity of the model system is significantly increased, and the vertical radial deformation of the pipeline is reduced. A shallower buried depth of the geogrid indicates a more obvious reinforcement effect. When the buried depth of the geogrid u is reduced from 0.75B to 0.25B, the ultimate bearing capacity is increased by about 57.2%, and the radial deformation of the pipeline is reduced by about 27.9%. In this study, the interaction mechanism among pipelines, soil, and geogrid is revealed from the mesoscopic level, and the mechanical and deformation behavior of geogrid-reinforced protected buried pipelines were visualized.
- buried pipelines /
- geogrid /
- mechanical behavior /
- deformation characteristics /
- discrete element /
- mesoscopic study

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图 1 模型试验示意

Figure 1. Model test

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图 2 砂土颗粒粒径级配曲线

Figure 2. Particle size distribution curves of sands

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图 3 砂土直剪试验结果

Figure 3. Direct shear test results of sands

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图 4 管道压缩荷载-位移关系曲线

Figure 4. Compression load-displacement curves of pipelines

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图 5 土工格栅数值模拟与试验结果对比

Figure 5. Comparison between numerical simulation and test results of geogrid

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图 6 加筋埋地管道离散元数值模型示意

Figure 6. Numerical discrete element model of reinforced buried pipelines

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图 7 不同管道埋深时加载板荷载-沉降关系曲线

Figure 7. Load-settlement curves of loading plate under different buried depths of pipelines

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图 8 不同管道埋深时模型系统极限承载力结果对比

Figure 8. Comparison of ultimate bearing capacity results of model system under different buried depths of pipelines

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图 9 不同管道埋深时模型内部接触力链分布

Figure 9. Distribution of contact force chain in model under different buried depths of pipelines

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图 10 不同管道埋深时模型内部颗粒位移云图

Figure 10. Particle displacement cloud diagram in model under different buried depths of pipelines

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图 11 不同管道埋深时管道垂直径向变形量随荷载变化

Figure 11. Variation of vertical radial deformation of pipelines with load under different buried depths of pipelines

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图 12 不同土工格栅埋深时加载板荷载-沉降关系曲线

Figure 12. Load-settlement curve of loading plate under different buried depths of geogrid

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图 13 不同土工格栅埋深时管道垂直径向变形随荷载变化

Figure 13. Variation of vertical radial deformation of pipelines with load under different buried depths of geogrid

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图 14 不同土工格栅埋深时模型内部颗粒位移云图

Figure 14. Particle displacement cloud diagram in model under different buried depths of geogrid

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图 15 不同土工格栅埋深时模型内部接触力链分布

Figure 15. Distribution of contact force chain in model under different buried depths of geogrid

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图 16 管道上方土工格栅拉力定量分布对比

Figure 16. Quantitative distribution comparison of geogrid tension above pipelines

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表 1 离散元模型参数取值

Table 1. Parameter used in discrete element model

名称	接触模型	孔隙率	颗粒相对密度/（kg·m⁻³）	颗粒直径/mm	摩擦系数	有效模量/MPa	刚度比	平行黏结有效模量/MPa	平行黏结刚度比	黏结激活间隙	平行黏结法向强度/（MPa∙m⁻¹）	平行黏结切向强度/（MPa∙m⁻¹）
砂土	线性接触模型	0.151	2650	1.5～6.0	4.00	20	1
管道	平行黏结接触模型		1500	3.2	0.25	8	2	1900	2	10⁻⁵	400.0	400.0
土工格栅	平行黏结接触模型		905	3	0.30	8	1	64.5	1	10⁻⁵	24.5	24.5

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表 2 离散元数值模拟方案

Table 2. Numerical simulation scheme of discrete element

名称	H	l	u
未加筋	1.5D/2D/2.5D	-	-
土工格栅加筋	1.5D	5D	0.25B/0.50B/0.75B

下载: 导出CSV

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