scholarly journals Seismic Behavior of Flexible Geogrid Wrap-Reinforced Soil Slope

2021 ◽  
Vol 2021 ◽  
pp. 1-12
Author(s):  
Liang Huang ◽  
Weili He ◽  
Yujie Hou ◽  
Dun Liu ◽  
Bo Wang ◽  
...  
Keyword(s):  
Failure Surface ◽  
Reinforced Soil ◽  
Shaking Table ◽  
Seismic Load ◽  
Soil Slope ◽  
Upper Bound Theorem ◽  
Distribution Law ◽  
Soil Slopes ◽  
Earthquake Action ◽  
The Stability

In this study, the failure mode of flexible reinforced soil slopes under earthquake action was investigated by shaking table tests. The distribution law of a potential failure surface of a flexible no-faceplate reinforced soil slope under earthquake action was obtained based on the analysis results. A simplified trilinear failure surface suitable for flexible reinforced soil slopes without faceplate was proposed. Subsequently, based on the upper-bound theorem of limit analysis, we derived the formula for calculating the yield seismic acceleration coefficient of a flexible no-faceplate reinforced soil slope under a seismic load. The main parameters that affect its seismic performance were determined. The flexible geogrid reverse-packed reinforced earth structure can effectively limit the fracture of a slope body and improve the stability of the slope. This provides a theoretical basis for facilitating the engineering of flexible reinforced soil slopes.

scholarly journals Shaking Table Study on the Seismic Performance of Geogrid Reinforced Soil Retaining Walls

2021 ◽  
Vol 2021 ◽  
pp. 1-16
Author(s):  
Xiaoguang Cai ◽  
Sihan Li ◽  
Honglu Xu ◽  
Liping Jing ◽  
Xin Huang ◽  
...  
Keyword(s):  
Friction Coefficient ◽  
Fundamental Frequency ◽  
Retaining Wall ◽  
Failure Surface ◽  
Reinforced Soil ◽  
Shaking Table ◽  
Seismic Load ◽  
Peak Displacement ◽  
Acceleration Amplification ◽  
Reinforcement Strain

This study presents experimental results from shaking table tests on a reduced-scale geogrid reinforced soil retaining wall (RSRW) to investigate the seismic response of the fundamental frequency, acceleration amplification, face displacement, backfill surface settlement, and reinforcement strain under different peak accelerations and durations. The fundamental frequency is in good agreement with the predicted values. The root mean square (RMS) acceleration amplification factors increase nonlinearly with the wall height and decrease with increasing seismic load, which is not regarded as a constant value. The distributions of the peak displacement are consistent with those of the residual displacement. The combination of the sliding and rotation is observed as the predominant mode of displacement, and the rotation mode is dominant. The positions near the face (35 cm) and the ends of the reinforcement (140 cm) demonstrated larger settlement than that of the central position (70 cm and 105 cm). The reinforcement strain increased with increasing peak acceleration and maximum values measured at the central layers. The trends of the potential failure surface are similar to those of the 0.3H bilinear failure surface. The friction coefficient is nonlinearly distributed along with the reinforcements, and the maximum friction coefficient appears at the top layer (F11).

scholarly journals Failure Mechanism and Factor of Safety for Spatially Variable Undrained Soil Slope

2019 ◽  
Vol 2019 ◽  
pp. 1-17 ◽  
Author(s):  
Liang Li ◽  
Xuesong Chu
Keyword(s):  
Random Field ◽  
Failure Mechanism ◽  
Factor Of Safety ◽  
Limit Equilibrium ◽  
Vertical Direction ◽  
Failure Surface ◽  
Cohesive Soil ◽  
Soil Slope ◽  
The Stability ◽  
Undrained Soil

This paper aims to investigate the differences in factor of safety (FS) and failure mechanism (FM) for spatially variable undrained soil slope between using finite element method (FEM) , finite difference method (FDM), and limit equilibrium method (LEM). The undrained shear strength of cohesive soil slope is modeled by a one-dimensional random field in the vertical direction. The FS and FM for a specific realization of random field are determined by SRT embedded in FEM- and FDM-based software (e.g., Phase2 6.0 and FLAC) and LEM, respectively. The comparative study has demonstrated that the bishop method (with circular failure surface) exhibits performance as fairly good as that of SRT both in FS and FM for the undrained slope cases where no preferable controlling surfaces such as hydraulic tension crack and inclined weak seams dominate the failure mechanism. It is, however, worthwhile to point out that unconservative FM is provided by the Bishop method from the aspect of failure consequence (i.e., the failure consequence indicated by the FM from the Bishop method is smaller than that from SRT). The rigorous LEM (e.g., M-P and Spencer method with noncircular failure surface) is not recommended in the stability analysis of spatially variable soil slopes before the local minima and failure to converge issues are fully addressed. The SRT in combination with FEM and/or FDM provides a rigorous and powerful tool and is highly preferable for slope reliability of spatially variable undrained slope.

Influence of Anisotropic Internal Friction Angle on the Stability of Uniform Soil Slopes

2012 ◽  
Vol 170-173 ◽  
pp. 270-273 ◽  
Author(s):  
Lian Wei Zhang
Keyword(s):  
Slip Surface ◽  
Friction Angle ◽  
Soil Slope ◽  
Critical Slip Surface ◽  
Obvious Effect ◽  
Anisotropic Friction ◽  
Change Of Direction ◽  
Soil Slopes ◽  
Anisotropic Soil ◽  
The Stability

The effect of anisotropy of friction angle in natural deposited soil on the stability of soil slopes was studied in this paper. Stability analysis was performed on a uniform soil slope with anisotropic friction angle. Spencer’s method was used, and the variation of friction angle was assumed to be linear to the change of direction of the slip surface. It was shown that 7-10 percent of change in safety factor might achieve within a 10m-highed anisotropic soil slope. It was also found from the analysis that that frictional anisotropy had no obvious effect on the location of critical slip surface.

Assessment of the Reinforced Slope Stability Under Earthquake Loading

2021 ◽  
Vol 8 (2) ◽  
Author(s):  
Ankita Gupta ◽  
Vinay Bhushan Chauhan
Keyword(s):  
Urban Areas ◽  
Slope Angle ◽  
Failure Surface ◽  
Earthquake Loading ◽  
Soil Slope ◽  
Earthquake Hazards ◽  
Ground Acceleration ◽  
Reinforced Slope ◽  
The Stability ◽  
Vertical Spacing

Failure of the soil slopes by dynamic excitation is one of the most vital geotechnical earthquake hazards which may lead to serious destruction to the bridge abutments, dams, embankment, and structures resting on the slope. Moreover, due to deficient space available for the construction of slopes in urban areas, high and steep slope is constructed by geotextile reinforcement slopes. In this study, numerical modelling is made to study the behaviour of soil slope reinforced by geotextile under earthquake loading using the finite element method available in, optumG2. The value of the factor of safety (FOS) for unreinforced soil slope is calculated using the strength reduction method (SRM) at slope angle (β = 60°) and the height of the slope is 10 m. In the unreinforced slope, a critical failure surface was obtained due to which slope is reinforced with geotextile under static and earthquake loading. Furthermore, a parametric analysis is carried out to evaluate the effect on different lengths of geotextile and different vertical spacing for the stability of reinforced slope with horizontal ground acceleration coefficient (0.1-0.4). From the outcomes of the present study, it is noted that a stable slope can be achieved with an optimized configuration of the reinforcement under seismic loading, also a steeper slope can be achieved using reinforcement compared to that of an unreinforced slope.

scholarly journals Application of FBG Sensing Technology in Stability Analysis of Geogrid-Reinforced Slope

2017 ◽  
Author(s):  
Yijie Sun ◽  
Hongzhong Xu ◽  
Peng Gu ◽  
Wenjie Hu
Keyword(s):  
Model Test ◽  
Reinforced Soil ◽  
Soil Slope ◽  
Reinforced Sand ◽  
Finite Element Software ◽  
Sensing Technology ◽  
Reinforced Slopes ◽  
Measured Strain ◽  
Set Up ◽  
The Stability

By installing FBG sensors on the geogrids, smart geogrids can both reinforce and monitor the stability for geogrid-reinforced slopes. In this paper, a geogrid-reinforced sand slope model test was conducted in the laboratory and fiber Bragg grating (FBG) sensing technology is used to measure the strain distribution of the geogrid. Based on the model test, the performance of the reinforced soil slope is simulated by finite element software Midas-GTS, and the stability of the reinforced soil slope is analyzed by strength reduction method. The relationship between the geogrid strain and safety factor is set up. The results indicate that the measured strain and calculated results agree very well. The geogrid strain measured by FBG sensor can be applied to evaluate the stability of geogrid-reinforced sand slopes.

scholarly journals Reinforcement Strain and Potential Failure Surface of Geogrid Reinforced Soil-Retaining Wall under Horizontal Seismic Loading

2020 ◽  
Vol 2020 ◽  
pp. 1-17
Author(s):  
Sihan Li ◽  
Xiaoguang Cai ◽  
Liping Jing ◽  
Honglu Xu ◽  
Xin Huang ◽  
...  
Keyword(s):  
Calculation Method ◽  
Tensile Strain ◽  
Lateral Displacement ◽  
Retaining Wall ◽  
Failure Surface ◽  
Single Step ◽  
Reinforced Soil ◽  
Shaking Table ◽  
Shaking Table Tests ◽  
Potential Failure

This paper presents experimental results from shaking table tests on two reduced-scale geogrid reinforced soil-retaining walls (RSRWs) constructed using standard soil, modular facing blocks, and uniaxial geogrid reinforcement to investigate the distribution of the geogrid strain and the mode of potential failure surface for dynamic loading conditions. Similitude relationships for shaking table tests in a 1 g gravitational field were used to scale the specimen geometry, applied characteristics of the earthquake motions. The lateral displacement of the top model is sufficiently large for the top-model block to fall down, and the RSRW is thus destroyed. The tensile strain at the lower part is greater than that at the upper part of the RSRW. The tensile strain in different layers for two-tiered RSRW is consistent with single-step RSRW. On comparing the measured maximum tensile strain lines of the geogrid with the result of the existing calculation method of the potential failure surface, it can be observed that the existing partial calculation method is conservative. Based on the calculation methods of various potential failure surfaces and the measured data, the use of a two-tiered fold-line failure surface is proposed for the two-tiered RSRW while taking into consideration the width of the platform. And it is advised that the failure surface calculation method of BS8006 be used as the calculation method for the potential failure surface of the single-step RSRW under dynamic motion.

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