Zoning of reinforcement forces in geosynthetic reinforced cohesionless soil slopes-Reference-Cited by-同舟云学术

Zoning of reinforcement forces in geosynthetic reinforced cohesionless soil slopes

Published:2017-12 Issue:6 Volume:24 Page:565-574
ISSN:1072-6349
Container-title:Geosynthetics International
language:en
Short-container-title:Geosynthetics International

Author:

Chen J.¹,Zhang W.²,Xue J.³

Affiliation:

1. School of Civil Engineering, Key Laboratory of Geotechnical and Underground Engineering of Ministry of Education, Tongji University, 1239 Siping road, Shanghai, 200092, China,

2. School of Civil Engineering, Tongji University, 1239 Siping road, Shanghai, 200092, China,

3. School of Engineering and IT, University of New South Wales, Campbell, ACT, 2612, Australia,(corresponding author)

Abstract

The zone method is widely used in the design of reinforced soil slopes, where the total reinforcement force required for slope stabilization is calculated using a design factor of safety. The reinforcement layers in different zones of the slope make different contributions to the total required reinforcing force. To determine the tension distribution in the reinforcement layers and the size of the zones, the finite element method is used in this paper to study such factors as slope angle, slope height, soil properties, and others that may affect the tension distribution in the reinforcement layers. It was found that, for reinforced cohesionless soil slopes, the nominal factor of safety of the unreinforced slope, that is, the ratio of the tangent values of soil friction angle to the slope angle, is the main factor affecting the peak tension distribution in the reinforcement layers. An updated zone method for reinforced cohesionless soil slopes is proposed based on the results from numerical modelling in the current study and historical data.

Publisher

Thomas Telford Ltd.

Subject

Geotechnical Engineering and Engineering Geology,Civil and Structural Engineering

Link

https://www.icevirtuallibrary.com/doi/pdf/10.1680/jgein.17.00023

Reference31 articles.

1. Design and Performance of 6.3-m-High, Block-Faced Geogrid Wall Designed Using K-Stiffness Method

2. Performance of an 11 m high block-faced geogrid wall designed using the K-stiffness method

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