Influence of Reinforcement Pattern on the Performance of Geotextile-Reinforced Slopes

  • Veerabhadra M. RotteEmail author
  • Hardik V. Gajjar
Conference paper
Part of the Lecture Notes in Civil Engineering book series (LNCE, volume 56)


Rapid development in infrastructure facilities in urban areas requires engineered slopes for various applications. Geotextile-reinforced slope is one of the engineered slopes that is being used more than three decades. Generally, geotextile-reinforced slopes are designed high and steep due to limited space available for the construction of slope in urban areas. Increase in height as well as slope inclination and other parameters influence the stability behavior of geotextile-reinforced slopes. In the present study, the stability of geotextile-reinforced slope (β = 80°) was carried out to understand the influence of various parameters such as: cohesion (c), angle of internal friction (ϕ), vertical spacing of geotextiles (Sv), length of geotextiles (Lg), ultimate tensile capacity of geotextile materials (Tu) and loading conditions (F). In addition, three reinforcement patterns were studied. They are: (i) gradual increase in length of geotextile from top to bottom of the slope (Pi); (ii) gradual decrease in length of geotextile from top to bottom of the slope (Pd); and (iii) uniform length of geotextile from top to bottom of the slope (Pu). In all these three cases, the total length of geotextile layers was maintained the same. The stability analysis of geotextile-reinforced slopes was performed by limit equilibrium method using OASYS SLOPE software, and Bishop slip circle method was adopted for the same. It was observed that for various reinforcement patterns (Pd, Pi and Pu), identical factor of safety can be achieved by reducing total length of geotextile up to 14%. Moreover, to achieve alike factor of safety, angle of internal friction needs to be increased less as compared to cohesion of soil.


Slope stability Geotextile Reinforced slope Placing pattern Tensile capacity 


  1. 1.
    Bishop AW (1955) The use of the slip circle in stability analysis of slope. Geotechnique 5(1):7–17CrossRefGoogle Scholar
  2. 2.
    Huang YH (2013) Slope stability analysis by limit equilibrium method. ASCE pressGoogle Scholar
  3. 3.
    Koerner RM (2005) Designing with geosynthetics, 5th edn, Pearson Prentice HallGoogle Scholar
  4. 4.
    Mandal JN, Labhane L (1992) A procedure for the design and analysis of geosynthetic reinforced soil slope. Geotech Geol Eng 10:291–319CrossRefGoogle Scholar
  5. 5.
    Tolooiyan A, Abustan I, Selamat MR, Ghaffari SH (2009) A comprehensive method for analyzing the effect of geotextile layer on embankment stability. Geotextile Geomembr 27(5):399–405CrossRefGoogle Scholar
  6. 6.
    Griffiths DV, Lane PA (1999) Slope stability analysis by finite element. Geotechnique 49(3):423–443CrossRefGoogle Scholar
  7. 7.
    Tandjiria V, Low BK, Teh CI (2002) Effect of reinforcement force distribution on stability of embankment. Geotextile Geomembr 20(6):423–443CrossRefGoogle Scholar
  8. 8.
    Zornberg JG, Arriaga F (2003) Strain distribution within geosynthetic reinforced slope. J Geotech Geoenvironmental Eng 123(1):32–45CrossRefGoogle Scholar
  9. 9.
    Onur MI, Tuncan M, Evirgen B, Ozdemir B, Tuncan A (2016) Behavior of soil reinforcement in slope. Procedia Eng 143:483–489CrossRefGoogle Scholar
  10. 10.
    Duncan JM (1996) State of art: limit equilibrium and finite element analysis of slope. J Geotech Eng ASCE 122(7):577–596CrossRefGoogle Scholar
  11. 11.
    Maula BH, Zhang L (2011) Assessment of embankment factor safety using two commercially available program in slope stability analysis. In: The twelfth East Asia Pacific conference on structural engineering and construction, vol 14, pp 559–566CrossRefGoogle Scholar
  12. 12.
    Guo DP, Humada M (2012) Observed stability of natural and reinforced slope during the 2008 wenchuan earthquake. J Jpn Soc Civ Eng 29(2):481–494 CrossRefGoogle Scholar
  13. 13.
    Song F, Chen RY, Ma LQ, Zhco J (2018) Stability analysis of reinforced slope based on limit equilibrium method. Tech Gaz 25(1):224–229Google Scholar
  14. 14.
    Jewell RA, Paine N, Wood RI (1984) Design methods for steep reinforced embankments. In: Proceedings of the polymer grid reinforcement conference, London, pp 70–81Google Scholar
  15. 15.
    BS 8006-1:2006 Code of practice for strengthened/reinforced soil and other fillsGoogle Scholar
  16. 16.
    Oasys (2011) Oasys slope version 19.1 stability analysis for geotechnical structure with or without reinforcement, Oasys, London, UKGoogle Scholar

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© Springer Nature Singapore Pte Ltd. 2020

Authors and Affiliations

  1. 1.Institute of Infrastructure Technology Research and ManagementAhmedabadIndia

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