| 不同方式处理后软土地基侧向变形规律 |
| |
| 引用本文： | 陈继彬,赵其华,彭社琴,陈子扬.不同方式处理后软土地基侧向变形规律[J].岩土力学,2013,34(Z1):340-347. |
| |
| 作者姓名： | 陈继彬 赵其华 彭社琴 陈子扬 |
| |
| 作者单位： | 1. 成都理工大学 地质灾害防治与地质环境保护国家重点实验室，成都 610059；2. 成都理工大学 环境与土木工程学院，成都 610059 |
| |
| 基金项目： | 国家重点基础研究发展计划资助(No.2011CB013501)；长江学者和创新团队发展计划资助(No.IRT0812) |
| |
| 摘 要： | 高速公路建设期侧向位移的控制是评价路基变形的重要依据。依据四川省遂－资（遂宁至资阳）高速公路软基沉降变形观测的数据，通过对现场监测资料的分析，分别探讨西南地区软土路基经塑料排水板（PVD）、碎石桩处理后，路基侧向变形y与深度z，最大侧向变形增量△ym与地表沉降增量△SD，平均侧向变形量Sy与地表沉降量Sf的变化规律。 研究表明，（1）根据Boussinesq解答和实测数据得到路堤荷载作用面积下变形y随着深度z大致呈“S”形变化，近地表变化剧烈，随荷载增加最大侧向位移深度基本保持不变，土体最大侧向变形深度与路堤填筑高度无关，与土性有关；（2）经PVD处理后的软基在填筑期、预压期均有大量侧向位移发生，各占总位移量的50%，最大侧向位移深度在距离地表1.0～1.5 m处；（3）经碎石桩处理后软基侧向位移在填筑期已完成总位移量的75%～80%，总位移量明显小于PVD处理后软基侧向位移量，最大侧向位移深度在距离地表2.5～3.5 m处；（4）PVD处理软基在固结阶段△ym/△SD、Sy/Sf分别为0.15～0.30和0.10～0.20，大于填筑前期2～4倍，而碎石桩处理软基固结阶段△ym/△SD、Sy/Sf分别为0.10～0.15和0.03～0.05，各个阶段变化相当。
|
| 关 键 词： | 软土地基 侧向变形规律 最大侧向变形增量 平均侧向变形量 Boussinesq解 |
| 收稿时间： | 2012-12-10 |
Lateral deformation law of soft soil subgrade treated by different modes |
| |
| CHEN Ji-bin,ZHAO Qi-hua,PENG She-qin,CHEN Zi-yang.Lateral deformation law of soft soil subgrade treated by different modes[J].Rock and Soil Mechanics,2013,34(Z1):340-347. |
| |
| Authors: | CHEN Ji-bin ZHAO Qi-hua PENG She-qin CHEN Zi-yang |
| |
| Institution: | 1. State Key Laboratory of Geo-Hazard Prevention and Geoenvironment Protection, Chengdu University of Technology, Chengdu 610059, China; 2. College of Environment and Civil Engineering, Chengdu University of Technology, Chengdu 610059, China |
| |
| Abstract: | Lateral displacement control is an important factor for evaluating subgrade deformation during expressway construction period. This paper analyses the settlement deformation observation data of the soft ground distributed along the Suining-Ziyang expressway in Sichuan province, and researches the soft ground treated by PVD and gravel pile in Southwest China.Through observed data, we discuss the variation rules of subgrade lateral deformation(y) and depth(z), maximum lateral deformation increment(△ym) and surface settlement increment(△SD) and average lateral deformation(Sy) and surface settlement(Sf). The research shows that:（1）According to the Boussinesq’s formula and measured data, y-z curve is roughly S-shaped under embankment load area; y varies greatly near surface, but the maximum lateral displacement remains steady with load increasing; The depth of maximum lateral deformation does not related to embankment height but to soil property. (2) During filling period and precompression period, soft ground treated by PVD both produce large lateral deformations; the deformation of each period accounts for 50% of total displacement. The depth of maximum lateral displacement is 1.0-1.5 m from surface. (3) The lateral displacement of soft ground treated by gravel pile during filling period accounts for 75%-80% of total displacement which is much less than that treated by PVD; and the depth of maximum lateral displacement is 2.5-3.5 m from surface. (4) In consolidation stage, the value of △ym/△SD、Sy/Sf is 0.15-0.30 and 0.10-0.20 respectively of soft ground treated by PVD, 2-4 times greater than the early filling; while 0.10-0.15 and 0.03～0.05 respectively of soft ground treated by gravel pile. The variations of every stage are almost equivalent. |
| |
| Keywords: | soft soil subgrade characteristic of lateral deformation maximum lateral deformation increment average lateral deformation Boussinesq equations |
|
| 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 |
