| 浅埋管道水平横向作用下砂土极限承载力研究 |
| |
| 引用本文： | 钟紫蓝,韩春堂,李锦强,赵鑫,缪惠全.浅埋管道水平横向作用下砂土极限承载力研究[J].岩土力学,2022,43(Z2):95-103. |
| |
| 作者姓名： | 钟紫蓝 韩春堂 李锦强 赵鑫 缪惠全 |
| |
| 作者单位： | 北京工业大学 城市与工程安全减灾教育部重点实验室，北京 100124 |
| |
| 基金项目： | 国家自然科学基金面上项目（No.51978020）；国家自然科学基金联合基金（No.U1839201）。 |
| |
| 摘 要： | 断层、滑坡、液化等地质灾害引起的场地大变形对埋地管道结构安全产生严重的威胁。开展了中密砂中埋地管道−砂土水平横向相互作用的系列三维数值模拟，根据数值模拟的结果探讨了不同深径比下管−砂土横向相互作用时土体的破坏模式，研究了深径比对砂土极限承载力的影响。基于管周土体的破坏模式建立了简化计算模型，根据极限平衡理论推导了管道水平横向运动时砂土极限承载力计算公式。研究结果表明：极限状态下，浅埋管道周围土体形成延伸到地表的破裂面，轮廓线近似对数螺线；砂土的极限承载力随着深径比增加，最终在临界深径比处达到稳定；随着深径比的增加，土体发生剪切滑动破坏所需的管道位移也逐渐增大；由于横向承载力系数取值依据不同，国内外规范计算所得土体极限承载力差异较大；得到的解析解能够较好地预测中密砂土中浅埋管道水平横向运动时土体的极限承载力。
|
| 关 键 词： | 埋地管道 管?土相互作用 中密砂 极限承载力 破坏模式 |
| 收稿时间： | 2021-12-20 |
| 修稿时间： | 2022-03-15 |
Ultimate bearing capacity of sand under lateral horizontal movement of shallowly buried pipelines |
| |
| ZHONG Zi-lan,HAN Chun-tang,LI Jin-qiang,ZHAO Xin,MIAO Hui-quan.Ultimate bearing capacity of sand under lateral horizontal movement of shallowly buried pipelines[J].Rock and Soil Mechanics,2022,43(Z2):95-103. |
| |
| Authors: | ZHONG Zi-lan HAN Chun-tang LI Jin-qiang ZHAO Xin MIAO Hui-quan |
| |
| Institution: | Key Laboratory of Urban Security and Disaster Engineering of Ministry of Education, Beijing University of Technology, Beijing 100124, China |
| |
| Abstract: | Large ground deformation such as faults, landslides and liquefaction may pose a serious threat to the structural safety of buried pipelines. This paper presents a series of three-dimensional numerical simulation of horizontal lateral pipe–soil interaction in medium dense sand, discusses the failure mechanisms of sand under different depth-diameter ratios, and examines the influence of depth-diameter ratio on the ultimate bearing capacity of sand. Moreover, a simplified analytical model is proposed based on the failure mechanism of soil around the pipe. According to the limit-state equilibrium theory, the analytical solution of the ultimate bearing capacity under horizontal lateral motion of the pipe is derived. The results show that, in the limit state, the soil around the shallowly buried pipeline forms a rupture surface extending to the ground surface with a failure shape approximately to a logarithmic spiral. The ultimate bearing capacity of sand increases with the burial depth-diameter ratio of the pipe, and finally reaches a constant value at the critical depth-diameter ratio. With the increase of depth-diameter ratio, the pipe displacement required for shear failure of soil also gradually increases. The difference in ultimate bearing capacity calculated by Chinese codes and foreign codes is due to the different empirical lateral bearing capacity coefficient. The analytical solution proposed in this paper can favorably predict the ultimate bearing capacity of soil under lateral horizontal movement of shallowly buried pipes in medium dense sand. |
| |
| Keywords: | buried pipe pipe-soil interaction medium dense sand ultimate bearing capacity failure mechanism |
|
| 点击此处可从《岩土力学》浏览原始摘要信息 |
| 点击此处可从《岩土力学》下载免费的PDF全文 |
