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igs.org.in
article
https://igs.org.in/storage/proceedings-uploads/TH7-42-170523010334.pdf
to maintain certain value of factor of safety for each stages of construction. In this paper, a numerical study on slopes reinforced with and without geotextiles is presented. To capture the trend of development of axial forces in the geotextile layers under plastic analysis, four different slope inclinations () (i.e. = 45, 60,75& 90) with slope height of 7 m were selected. Reinforced slopes were provided with equal number of geotextile layers along with uniform length (Lg) of 6.4 m. The [...] A Numerical Study on Geotextile-Reinforced Slopes Hardik V. Gajjar1 and Veerabhadra M. Rotte1 1Civil Engineering Department, Institute of Infrastructure Technology Research and Management, Ahmedabad – 380026, India vmrotte@iitram.ac.in Abstract: In recent times, use of geosynthetics has gained widespread acceptance and has been used as reinforcing component in numerous geotechnical engineering structures. During construction of geotextile reinforced slope, it become essential to maintain certain [...] developed between geotextile and soil and placing pattern of reinforcements. Koerner (1990) provided analysis method of geotextile-reinforced slopes for c-soil using limit equilibrium concept. Mandal and Labhane (1991) carried out studies on geotextile-reinforced slopes. Lengths of geotextile in the top and bottom portion of the slope were varied for various slope inclinations and soil properties. It was noticed that for steeper slope the length of geotextile for top layer was kept higher as
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homepage.ntu.edu.tw
research
https://homepage.ntu.edu.tw/~khyang/word/Paper/Chou%20et%20al.%20(2023)%20JOG…
reduc-tion due to installation damage, durability, and creep. Therefore, the long-term reinforcement tensile strength used in the numerical analyses was Tal = 25.7 kN/m (= 180/7). The interface efficiency factor was adopted to calculate the soil–geogrid interface shear strength parameters (ca′ and δ′) as follows: inter tan tan a c E c ′ ′ δ = = ′ ′ φ (1) where Einter is the interface efficiency factor; ca′ and c′ are the in-terface and soil cohesion, δ′ and φ′ are the interface and soil [...] A series of transient seepage and slope stability analyses were performed to evaluate the effect of PWP caused by flooding on the global stability of the RSS. The numerical results indicated that the maximum seepage infiltration distance in the reinforced zone was within 1 m from the slope-facing zone during the flood event. The FS values changed over time, but the RSS remained stable (FS > 1) throughout the flood event. The RSS exhibited an adequate FS (= 1.25) even under extreme conditions: a [...] extreme conditions. The numerical results in-dicated that the RSS had adequate FS (= 1.25) under these condi-tions (Fig. 19). An FS value of 1.1 is required in local codes for retaining walls or engineered slopes under storm conditions. Fig. 19 Potential failure surface and FS at the assumed most critical conditions (FS = 1.257 at high groundwater level and rapid drawdown conditions) 4. PERFORMANCE AND ACHIEVEMENTS The RSS and flood detention basin construction was com-pleted in less than 5
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library.ctr.utexas.edu
research
https://library.ctr.utexas.edu/hostedpdfs/tsusm/0-6792-1.pdf
soil. Ds = depth of soft soil beneath slope base. θ = angle of slope. H = height of slope. 33 Caution is advised and rigorous analysis (numerical modeling) should be performed when FSsqueezing < 2. This approach is somewhat conservative as it does not provide any influence from the reinforcement. When the depth of the soft layer (DS) is greater than the slope base width (bʹ), general slope stability will govern design. Step 8: Check Seismic Stability To determine dynamic stability, perform a [...] (i.e., the wedge should not pass through layers of reinforcement to avoid an overly conservative analysis). The frictional resistance provided by the weakest layer, either the reinforced soil, the foundation soil, or the soil-reinforcement interface, should be used in the analysis. To check deep-seated global stability as illustrated in Figure 20, evaluate potential failure surfaces behind the reinforced soil zone to provide: FSGS = (MR / MD) ≥ 1.3 minimum where: FSGS = factor of safety against [...] Analysis Figure 20. External Stability Analysis of Geosynthetic Reinforced Steep Slopes (Berg et al., 2009). The analysis performed in Step 5 should provide the factor of safety for failure surfaces behind the reinforced soil zone. However, as a check, classical rotational slope stability methods such as Bishop (1955), Morgenstern and Price (1965), Spencer (1967), or others may be used. Appropriate computer programs may also be employed. To determine local bearing failure at the toe (lateral
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library.geosyntheticssociety.org
article
https://library.geosyntheticssociety.org/wp-content/uploads/resources/proceed…
Geotextiles and Geomembranes, 14(2), 137–145. (95)00004-6 Mehdipour, I., Ghazavi, M., and Moayed, R. Z. (2013). Numerical study on stability analysis of geocell reinforced slopes by considering the bending effect. Geotextiles and Geomembranes, 37(April), 23–34. Michalowski, R. L. (2002). Stability Charts for Uniform Slopes. Journal of Geotechnical and Geoenvironmental Engineering, 128(c), 351–355. Michalowski, R.L., (1997). Stability of uniformly reinforced slopes. Journal of Geotechnical [...] following problem: Determine the factor of safety of a reinforced and unreinforced sandy soil slope with β=50°, γ=16.5 kN/m3, c’=1 kPa, ϕ’=33°, and H=3 m 4.1 Solution It is first required to calculate the stability number, N=c’/γHtan ϕ’ . For this case N=0.03. Using the calculated N value and the stability charts presented in Figure 3 (a-b), the factors of safety for the unreinforced and reinforce slopes are calculated to be 0.85 and 1.25, respectively. It is shown in this analysis that [...] this analysis that reinforcing the slope will improve F by 47% (almost double) from unstable state (F<1) to a stable condition (F = 1.25). 5. CONCLUSIONS A parametric study has been conducted to determine the influence of soil strength parameters on the factor of safety of low-height (3 m) unreinforced and reinforced slopes with varying angles from 40° to 60°. The study was conducted using the limit equilibrium method, available in the commercial software, Slope/W. Based on the results and
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sciencedirect.com
article
https://www.sciencedirect.com/science/article/pii/S2772883825000731
a higher factor of safety (1.790) compared to non-drainage geotextiles (1.439). These findings highlight the dual role of geotextiles in providing reinforcement and drainage, confirming their potential as a sustainable solution for mitigating slope failures during rapid drawdown in the face of climate uncertainty. [...] ## Cited by (5)
### Effect of Geotextile Configuration on the Structural Performance of Mechanically Stabilized Earth Retaining Walls
2026, Ssrg International Journal of Civil Engineering
### Probabilistic Stability Analysis of Earth Dam in Rapid Drawdown Condition
2026, Indian Geotechnical Journal
### GEOTECHNICAL AND NUMERICAL ANALYSIS OF SLOPE STABILITY: CASE STUDY OF BESSA, ALGERIA [...] Global warming has intensified erratic climatic events, such as increased rainfall, flooding, and rapid drawdown, often triggering slope failures. This study investigates the influence of primary and secondary geotextile reinforcements on the stability of unsaturated soil slopes under rapid and transient drawdown conditions. Seepage forces were analyzed using the effective stress B-bar method and finite element method (FEM), while slope stability was assessed using the limit equilibrium method
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onlinepubs.trb.org
article
https://onlinepubs.trb.org/Onlinepubs/sr/sr247/sr247-017.pdf
Stabilization of Soil Slopes 453 For larger landslides, a more involved geotech-nical analysis and design are required. Gedney and Weber (1978) described the reconstruction of a slide in a shale embankment in Indiana on 1-74 by the use of a large earth-and-rock counterweight buttress. Millet et al. (1992) described an interesting use of a large buttress (nearly 500 000 m3) constructed of granular materials to stabilize a large, poten-tially unstable landslide threatening Tablachaca Dam, a major [...] into re-inforced soil [Figure 17-14(e)] and in situ rein- Landslides: Investigation and Mitigation forcement. In situ reinforcement systems include soil nailing [Figure 17-14(J)], micropiles, pin piles, and root piles. Reinforced soil is applicable to sit-uations in which the reinforcement and backfill are placed as the slope or wall is constructed. Common reinforcing elements include steel strips (Reinforced Earth), welded wire sheets, bar mats and meshes, geotextiles, geogrids, and fibers. [...] Mitchell and Villet 1987). f) Sloping gunite or structural facing g) Sloping soil and vegetation facing d) Vertical masonry facing h) Geotextile gabion 458 Landslides: Investigation and Mitigation FIGURE 17-17 Geosynthetic-reinforced wall on -90 in Seattle, Washington. COURTESY OFT. M. ALLEN, WASHINGTON STATE DEPARTMENT OF TRANSPORTATION exposed material must be covered with shotcrete or asphalt emulsion or with soil and vegetation. Typical applications of geotext ile -reinforced walls include
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emerald.com
article
https://www.emerald.com/jgein/article/22/6/411/436992/Numerical-studies-on-th…
The results indicate that, the inclusion of hybrid-geosynthetic layers was effective, as it lowered the phreatic surface by causing a reduction in excess pore
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rosap.ntl.bts.gov
official
https://rosap.ntl.bts.gov/view/dot/37897/dot_37897_DS1.pdf
166 Case Study #55: Dickey Lake Roadway Grade Improvement Location: Dickey Lake, Montana Owner: Montana Department of Transportation Purpose: Support Structure for Roadway Geosynthetic Material: Reinforcement: Geogrid (6850 lb/ft) Facing: Biaxial Geogrid Erosion Control: Welded Wire Forms & Organic Blanket Embankment Soil: Glacial Till Slope Height: 30 ft to 60 ft Slope Angle: 1.5H:1V to 0.84H:1V Design Method: Global Stability Analysis with Safety Factors Construction Specifications: Montana Department of Transportation Construction Sequence: Reconstruction of a portion of US 93 around the shore of Dickey Lake required the use of an earth retention system to maintain grade and alignment.