Shaking table test and numerical analysis on reinforced slope at Dali West Railway Station

doi:10.3785/j.issn.1008-973X.2020.05.004

Journal of ZheJiang University (Engineering Science)

2020, Vol. 54

Issue (5): 870-878 DOI: 10.3785/j.issn.1008-973X.2020.05.004

Civil Engineering, Traffic Engineering

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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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

Received: 16 April 2019 Published: 05 May 2020

CLC:

P 642.2

Corresponding Authors: Yun LIU E-mail: 513516059@qq.com;2360605055@qq.com

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Cite this article:

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.

URL:

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

大理西站支护边坡振动台试验及数值模拟

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

Fig.1 Schematic diagram of supporting slope at Dali West Railway Station

Tab.1 Physical and mechanical parameters of materials

Tab.2 Main similarity constants of model

Fig.2 Schematic diagram of supporting slope

Fig.3 Input seismic wave in model test (Wenchuan, 2 m/s²)

Fig.4 Schematic diagram of numerical simulation model for reinforced slope

Fig.5 Comparison of experimental and numerical results of slope acceleration

Fig.6 Comparison of experimental and numerical results of acceleration response at monitoring point A using Fourier spectrum method

Fig.7 Moment distribution of anti-slide pile

Tab.3 Contrast of maximum bending moment for anti-slide piles kN·m

Fig.8 Location of measuring points on bolts

Fig.9 Schematic diagram of bolt stress

Fig.10 Permanent displacement response of monitoring points in test

Fig.11 Failure state of model after earthquake

Fig.12 Shear failure diagram of reinforced slope


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