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浙江大学学报(工学版)
浙江大学学报(工学版)  2020, Vol. 54 Issue (5): 870-878    DOI: 10.3785/j.issn.1008-973X.2020.05.004
土木工程、交通工程     
大理西站支护边坡振动台试验及数值模拟
赖杰1(),刘云1,2,*(),辛建平3,王炜1,高成强1,朱海波1
1. 火箭军工程大学 作战保障学院，陕西 西安 710025
2. 重庆工业职业技术学院 建筑工程与艺术设计学院，重庆 401120
3. 95356部队，湖南 衡阳 421800
Shaking table test and numerical analysis on reinforced slope at Dali West Railway Station
Jie LAI1(),Yun LIU1,2,*(),Jian-ping XIN3,Wei WANG1,Chen-qiang GAO1,Hai-bo ZHU1
1. College of Combat Support, Rocket Force University of Engineering, Xi’an 710025, China
2. Faculty of Architectural and Enviromental Engineering, Chongqing Industry Polytechnic College, Chongqing 401120, China
3. 95356 Troops, Hengyang 421800, China
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摘要：

以云南省大理西站支护边坡工程为依托，开展边坡振动台试验和数值分析，得到双排抗滑桩的弯矩、锚杆轴力、坡面加速度响应规律及边坡的最终破坏情况. 试验表明：坡面加速度响应规律与测点相对位置有关，测点相对位置越高，加速度响应越明显；坡体裂缝影响岩土体动力特性，在裂缝出现后坡体加速度响应规律会发生显著变化；在地震下抗滑桩弯矩分布接近抛物线形状，弯矩的最大值靠近岩土分界线的下方，抗滑桩弯矩随输入地震波幅值增大成非线性增长；锚杆在4 m/s2地震峰值时刻的动轴向力大于静轴向力的3倍，地震作用是锚杆受力大小的决定因素；由于锚杆的作用，边坡的最终破坏面位于边坡2#的深部，此破裂面位置由边坡2#的中上部土体的滑移破坏与下部土体的越顶破坏组成.
关键词： 振动台试验;  抗滑桩;  锚杆;  弯矩;  破坏面    
Abstract:

Shaking table test and numerical analysis were carried out on the reinforced slope at Dali West Railway Station in YunNan province, China, for obtaining the bending moment of double-row anti-slide piles, the axial force of anchors, the acceleration response and the ultimate failure of the reinforced slope. Results show that the acceleration response of the slope is related to the different relative elevations of measuring points, which could be represented as the higher the relative elevation of measuring points, the more obvious the acceleration response. The dynamic characteristics and the law of acceleration response of rocks and soils within the slope will be changed when cracks appear in the slope. The bending moment distribution of anti-slide piles triggered by earthquake is close to the parabola shape, the maximum value of which would appear near the boundary between rock and soil. The bending moment of the anti-slide piles increases nonlinearly with the increment of the peak ground acceleration (PGA) of input seismic waves. The dynamic axial force of the bolt at the peak time in the earthquake (4 m/s2) is three times more than the one in the static condition, and the seismic action is the decisive factor for the axial force of the bolt. Based on the action of the bolt, the ultimate failure surface of the slope is located in the deep part of the slope 2#, and the location of the failure surface is composed of the sliding failure in the upper-middle body and the top-over failure within the lower body of the slope 2#.
Key words: shaking table test    anti-slide pile    anchor    bending moment    failure surface
收稿日期: 2019-04-16 出版日期: 2020-05-05
CLC:  P 642.2  
基金资助: 国家自然科学基金资助项目（51378496）；重庆市教委科学技术研究专项资助项目（KJ1730413）；重庆市基础科学与前沿技术研究专项资助项目（cstc2017jcyjAX0078）；火箭军工程大学青年创新基金资助项目（2018QNJJ003）
通讯作者: 刘云     E-mail: 513516059@qq.com;2360605055@qq.com
作者简介: 赖杰（1986—），男，讲师，博士，从事岩土本构与地下工程稳定性研究. orcid.org/0000-0002-6641-9395. E-mail： 513516059@qq.com
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引用本文:

赖杰,刘云,辛建平,王炜,高成强,朱海波. 大理西站支护边坡振动台试验及数值模拟[J]. 浙江大学学报(工学版), 2020, 54(5): 870-878.

Jie LAI,Yun LIU,Jian-ping XIN,Wei WANG,Chen-qiang GAO,Hai-bo ZHU. Shaking table test and numerical analysis on reinforced slope at Dali West Railway Station. Journal of ZheJiang University (Engineering Science), 2020, 54(5): 870-878.

链接本文:

http://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2020.05.004    或    http://www.zjujournals.com/eng/CN/Y2020/V54/I5/870

图 1  大理西站支护边坡示意图
类型 $E$/MPa μ φ/(°) c/kPa ρ/(kg·m?3)
碎石土 370 0.30 37 2 2 150
粉质黏土层 19 0.35 15 20 1 870
片麻岩 8 790 0.27 45 1 900 2 430
抗滑桩 按弹性结构 2 500
表 1  各材料基本物理力学参数
物理量 相似关系 相似常数 物理量 相似关系 相似常数
密度 ${C_\rho }$ 1 内摩擦角 ${C_\varphi } = 1$ 1
长度 ${C_l}$ 40 应力 ${C_\sigma } = {C_\rho }{C_l}{C_g}$ 40
弹性模量 ${C_E} = {C_\rho }{C_l}{C_g}$ 40 时间 ${C_t} = {C_l}^{0.5}{C_\rho }{C_g}$ 6.324
应变 ${C_\varepsilon } = 1$ 1 频率 ${C_f} = 1/{C_t}$ 0.158
加速度 ${C_a} = {C_g}$ 1 剪切波速 ${C_{{v_{\rm{s}}}}} = C_l^{0.5}{C_\rho }{C_g}$ 6.324
弯矩 ${C_M}{\rm{ = }}{C_g}{C_\rho }C_l^4$ 2 560 000 集中荷载 ${C^*_P}{\rm{ = } }C_l^3{C_\rho }{C_g}$ 64 000
表 2  模型主要相似常数
图 2  试验支护边坡示意图
图 3  模型试验中输入地震激励（汶川，2 m/s2）
图 4  支护边坡数值模拟模型示意图
图 5  坡面加速度的试验与数值结果对比
图 6  监测点A加速度傅立叶谱的试验与数值结果对比
图 7  抗滑桩弯矩分布图
位置 类型 PGA=
1 m/s2 		PGA=
2 m/s2 		PGA=
4 m/s2 		PGA=
6 m/s2 		PGA=
8 m/s2
第1排 试验 1 985 2 350 7 382 13 796 25 344
数值 2 340 3 621 9 105 17 880 34 283
第2排 试验 5 109 5 785 14 691 28 903 48 904
数值 5 772 6 893 19 082 33 798 57 210
表 3  抗滑桩最大弯矩对比统计表
图 8  锚杆测点位置图
图 9  锚杆受力情况示意图
图 10  试验中监测点永久位移响应
图 11  模型在地震后的破坏状态图
图 12  支护边坡剪切破坏图
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