上硬下软地层中h型桩与滑坡相互作用机理模型试验研究

丰月华; 罗晓娟; 李俊良; 曹泽华; 姚文敏; 宋成彬

doi:10.19509/j.cnki.dzkq.2022.0229

上硬下软地层中h型桩与滑坡相互作用机理模型试验研究

doi: 10.19509/j.cnki.dzkq.2022.0229

1.
浙江公路水运工程咨询有限责任公司, 杭州 310006
2.
中国地质大学(武汉)工程学院, 武汉 430074
3.
郑州大学土木工程学院, 郑州 450001

基金项目:

国家自然科学基金优秀青年科学基金项目 41922055

浙江省交通运输厅科技计划项目 2021023

国家自然科学基金项目 42107181

中国博士后科学基金资助项目 2021M702932

详细信息

作者简介:
丰月华(1976-), 男, 正高级工程师, 主要从事公路及桥梁相关研究。E-mail: 674734927@qq.com

通讯作者:
姚文敏(1991-), 男, 副教授, 主要从事滑坡地质灾害演化及防控研究。E-mail: wmyao@zzu.edu.cn

中图分类号: P642.22
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- 文章访问数: 974
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- 被引次数: 0
出版历程
- 收稿日期: 2022-07-04

Physical model tests on the interaction of h-type stabilizing piles and landslides in bedrock with upper hard and lower weak strata

1.
Zhejiang Highway & Water Transportation Engineering Co. Ltd., Hangzhou 310006, China
2.
Faculty of Engineering, China University of Geosciences(Wuhan), Wuhan 430074, China
3.
School of Civil Engineering, Zhengzhou University, Zhengzhou 450001, China

摘要

摘要:
组合式抗滑桩是加固大型滑坡的有效防护措施, 但上硬下软等复合地层中h型抗滑桩的加固机理仍有待深入研究。基于一套自主研发的上硬下软地层滑坡-h型抗滑桩物理模型试验装置, 综合应力应变监测、激光测距仪、高速相机与粒子图像测速(PIV)技术研究了上硬下软地层滑坡中h型桩的位移、内力响应规律与滑体变形破坏特征, 揭示了上硬下软地层条件下h型桩与滑坡相互作用机理。研究结果表明, 在坡顶荷载逐渐增加的条件下, h型桩加固的上硬下软地层滑坡的演化阶段可划分为蠕变阶段、匀速变形阶段、加速变形阶段和破坏阶段4个阶段。受连系梁影响, 前排桩与后排桩桩顶位移较小, 应变最大值出现在靠近滑面深度处; 后排桩弯矩呈"S"型分布, 前排桩弯矩呈三角形分布, 负弯矩最大值位于连系梁下方20 cm处。随着硬岩体积分数(φ_β)增加, 桩顶位移逐渐减小, 前、后排桩最大弯矩值也逐渐减小, 但硬岩体积分数超过60%后最大弯矩值变化幅度较小。当φ_β=20%和40%时, 后排桩土压力总体呈抛物线形式; 当φ_β=60%和80%时, 土压力总体呈反"S"型, 且滑面附近出现第二个土压力峰值; 前排桩土压力分布形式均为抛物线型。试验结果可为组合式抗滑桩加固机理研究和设计提供理论支撑。
- 滑坡 /
- h型抗滑桩 /
- 上硬下软地层 /
- PIV技术 /
- 物理模型试验
Abstract:
Combined stabilizing piles are an effective measure to reinforce large-scale landslides with complex strata. However, the reinforcement mechanism of h-type stabilizing piles in composite strata, such as strata with upper hard and lower weak bedrock, still needs to be studied in depth. Based on a set of self-developed physical devices for landslide-h-type stabilizing piles in bedrock with upper hard and lower weak strata, monitoring of stress and strain, laser range finder, high speed camera, and particle image velocimetry (PIV) techniques were adopted to study the internal forces and displacement of h-type stabilizing piles in landslides bedrock with upper hard and lower weak strata and the deformation characteristics of landslides, through which the interaction mechanism between h-type anti-sliding piles and landslides were revealed. The results showed that under the loading at the tope of the landslide, the h-type stabilizing pile reinforced landslide exhibited progressive failure characterized by four stages of creep, constant-speed deformation, accelerated deformation, and failure. Influenced by the beam, the displacement of the pile head and front and rear piles is small, but the piles have the maximum strain near the sliding mass. The bending moment of the rear piles showed an "S" type distribution curve, while that of the front piles showed a triangular distribution curve, and the maximum negative bending moment occurred at a depth of 20 cm below the beam. With the increase in the volume content of the hard stratum (φ_β), the displacement of the pile head gradually decreased, and the maximum bending moment of the front and rear piles gradually decreased and tended to be stable as φ_β exceeded 60%. When φ_β was 20% and 40%, the soil pressure behind the rear piles showed a parabolic distribution curve; when φ_β was 60% and 80%, it changed to the reverse "S" distribution curve, and the second maximum value occurred near the sliding surface. The soil pressure behind the front piles showed a parabolic distribution type versus the change of φ_β. The results of this study can provide a theoretical reference for understanding the reinforcement mechanisms and design theories of combined stabilizing piles.
- landslide /
- h-type stabilizing pile /
- upper hard and lower weak strata /
- PIV technique /
- physical model test

HTML全文

图 1 h型桩-滑坡系统示意图

Figure 1. Diagram of an h-type stabilizing pile-landslide system

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图 2 监测系统布置示意图

FF.前排桩前侧；FB.前排桩后侧；BF.后排桩前侧；BB.后排桩后侧

Figure 2. Layout of the monitoring system

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图 3 物理模型试验工况示意图(φ_B为硬岩体积分数, 下同)

Figure 3. Illustrations of testing schemes

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图 4 滑体在不同时刻(5, 15, 25, 35, 45, 55 min)变形速度云图

Figure 4. Velocity contours of the sliding mass at different moments (5, 15, 25, 35, 45, 55 min)

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图 5 滑体不同时刻(25, 45, 55 min)试验变形图

Figure 5. Photos of the sliding mass at different moments (25, 45, 55 min)

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图 6 h型桩应变与加载时间关系曲线

Figure 6. Correlation of pile strain of h-type stabilizing pile and loading time

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图 7 不同加载时刻前、后排桩桩身弯矩分布图

Figure 7. Distribution of pile bending moments of the front and rear piles at different loading moments

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图 8 不同加载时刻前、后排桩桩后土压力分布

Figure 8. Distribution of the soil pressure distribution behind the front and rear piles at different loading moments

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图 9 不同硬岩体积分数(φ_B)工况下桩顶位移变化曲线

Figure 9. Displacement of the pile top with varying φ_B

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图 10 桩顶位移与硬岩体积分数关系拟合曲线

Figure 10. Fitting curve for pile top displacement versus the volume content of the hard stratum

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图 11 25 min时不同工况下前、后排桩桩身弯矩分布

Figure 11. Distribution of pile bending moments of the front and rear piles with varying φ_B at 25 min

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图 12 25 min时不同工况下前、后排桩桩后土压力分布

Figure 12. Distribution of the soil pressure distribution behind piles of the front and rear piles with varying φ_B at 25 min

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表 1 物理模型试验材料相关参数

Table 1. Geotechnical parameters for model testing materials

材料名称	密度ρ/(g·cm^-3)	弹性模量 E/GPa	黏聚力 с/kPa	内摩擦角 φ/(°)
滑体	1.93	0.024	11.1	22.7
硬岩	2.07	4.35	105.0	28.0
软岩	1.99	2.08	45.5	19.3
抗滑桩	0.95	1.03	—	—

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表 2 后、前排桩最大弯矩比

Table 2. Ratio of the maximum bending moment of the rear pile to the front pile

时间/min	后、前排桩最大正弯矩比/%	后、前排桩最大负弯矩比/%
5	61.16	93.73
15	69.89	109.87
25	77.31	107.98
35	84.12	89.39
45	86.26	82.35
55	85.56	76.46

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表 3 25 min时不同工况前、后排桩桩身最大弯矩

Table 3. List of maximum bending moments of the front and rear piles for different working conditions at 25 min

φ_B/%	后排桩最大弯矩/(N·m)	前排桩最大弯矩/(N·m)
20	0.283	0.349
40	0.234	0.263
60	0.161	0.103
80	0.168	0.164
100	0.163	0.147

下载: 导出CSV

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