市政技术2026，Vol.44Issue(9)：138-147,10.DOI:10.19922/j.1009-7767.2026.09.138
强降雨条件下多土层高填方路堤非饱和渗流及稳定性研究
Study on Unsaturated Seepage and Stability of Multi-layered High-fill Embankment Under Heavy Rainfall
王辉1
作者信息
- 1. 中铁十八局集团有限公司天津国际工程分公司,天津 300350
- 折叠
摘要
Abstract
For high-fill embankments with diverse soil-layer properties subjected to heavy rainfall,conventional assumptions of homogeneous soil mass and constant rainfall intensity fail to accurately characterize the evolutionary behaviours of complex unsaturated seepage fields and progressive failure mechanisms.Taking the high-fill embank-ment of the Gulu Highway Project in Uganda as the engineering background,a two-dimensional plane-strain nu-merical model is established with COMSOL Multiphysics.The Richards equation is employed to describe unsaturat-ed seepage processes.Seepage-stress coupling analysis is performed on the basis of the Bishop effective-stress prin-ciple,and slope stability of the embankment under rainfall history is assessed using the strength reduction method.The results demonstrate that rainfall infiltration causes concentration of pore-water pressure and Darcy velocity at the slope toe and the interface between fill soil and underlying stratum,where connected high-saturation zones are preferentially generated.The strength reduction factor of the embankment slope decreases progressively from 1.70 to 1.04 and enters a rapid-attenuation phase after 24-hour rainfall.Plastic-zone distribution under the critical strength-reduction state reveals that the potential failure mode exhibits distinct interface-controlled characteristics.The re-gion near the interface below the slope-toe platform constitutes the primary instability-controlling area.The research outcomes can offer references for drainage and reinforcement design of analogous high-fill embankments under heavy-rainfall conditions.关键词
高填方路堤/强降雨/非饱和渗流/边坡稳定性Key words
high-fill embankment/heavy rainfall/unsaturated seepage/slope stability分类
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王辉..强降雨条件下多土层高填方路堤非饱和渗流及稳定性研究[J].市政技术,2026,44(9):138-147,10.
