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scdot.org
article
https://www.scdot.org/content/dam/scdot-legacy/business/pdf/geotech/2022-by-c…
(e.g., wire mesh reinforcement) to account for normal stress increase on adjacent soil (see Figure D-7) = Vertical distance, Y, to the centroid of TS for discrete element, strip type reinforcement. Assume H/3 above slope base for preliminary calculations (i.e., assumed to act in a horizontal plane intersecting the failure surface at H/3 above the slope base) (see Figure D-7) 1/φr = Target minimum slope resistance factor which is applied to both the soil and reinforcement 1/φu = Unreinforced [...] of the reinforced slope by: 𝝀𝝀= 𝒅𝒅∗𝜸𝜸𝒘𝒘∗𝒔𝒔 Equation D-29 Where, λ = Tractive shear stress, psf d = Depth of water flow, ft γw = Unit weight of water, pcf Geotechnical Design Manual APPENDIX D January 2022 D-31 s = The vertical to horizontal angle of slope face, ft/ft For λ < 2 psf, consider vegetation with temporary or permanent erosion control mat. For λ > 2 psf, consider vegetation with permanent erosion control mat or other armor type systems (e.g., riprap, gunite, prefabricated modular [...] by reducing the cross-sectional area of the reinforcement used in the design calculations by the anticipated corrosion (see next Section) losses over the design life period as follows: 𝑬𝑬𝒄𝒄= 𝑬𝑬𝒏𝒏− 𝑬𝑬𝑹𝑹 Equation D-1 Where, Ec = Thickness of the reinforcement at the end of the design life En = Nominal thickness at construction ER = Sacrificial thickness of metal expected to be lost by uniform corrosion during the service life of the structure The nominal long-term design strength of inextensible
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library.ctr.utexas.edu
research
https://library.ctr.utexas.edu/hostedpdfs/tsusm/0-6792-1.pdf
are calculated as a gross force as follows: T = (0.5 × K × γ × H2) where: T = tensile force. K = equivalent earth pressure coefficient. γ = unit weight of the soil. H = height of the slope. Additional design equations and charts were also developed by Jewell (1990) that allow for determination of the earth pressure coefficient and the length of reinforcement as a function 12 of the slope angle, soil friction angle, and water pressure parameter. These charts are applicable for steep slopes [...] (K) from Figure 18 and the total design tension: ϕf = [tan-1 × (tanϕr / FSR)] TS-MAX = 0.5 × K × γr × (Hʹ)2 where: ϕf = maximum internal friction angle. ϕr = internal friction angle of reinforced soil. FSR = target minimum reinforced slope factor of safety. TS-MAX = total design tension. K = earth pressure coefficient. γr = unit weight of reinforced soil. Hʹ = apparent height of the slope [H + (q / γr)]. q = uniform surcharge load. To determine the distribution of reinforcement for slopes with [...] in Appendix E. 1. Define the geometrical configuration of the slope and the uniformly distributed surcharge loading on the top of the slope. Calculate the apparent height: Hʹ = H + (q / γ) where: Hʹ = apparent height of the slope. H = height of the slope. q = surcharge load. γ = unit weight of the soil. 2. Define the design factor of safety (FSdesign) and geogrid factors of safety (FSgrid = FScreep × FSjunction × FSconstruction × FSchemical × FSbiological). Then, calculate the allowable
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solmax.com
article
https://www.solmax.com/ca/en/blog/what-are-the-key-considerations-in-designin…
### Design principles of reinforced soil slopes
The design of reinforced soil slopes hinges on two critical components: the facing system and the reinforcement strategy. The facing system is integral to erosion protection and structural support, enabling the formation of slopes that surpass natural stable inclinations without compromising stability. Secondary reinforcement, typically comprising geosynthetic materials, aids in compaction and mitigates surficial sloughing at the slope face. [...] Reinforced slopes that are 1(H): 1(V) and steeper typically require additional facing support during construction. A geosynthetic face wrap and/or a hard armor facing support system is often employed in these scenarios. Particularly when constructing slopes with materials like silts and poorly graded sands and gravels, or in environments subjected to external erosive forces such as mild water currents and/or wave attack, robust facing supports are essential. Temporary supports such as wooden [...] Reinforced soil slopes represent a fusion of engineering excellence and environmental consciousness, addressing both structural and ecological challenges in slope management. Through strategic design, the selection of appropriate facing options, and the integration of advanced materials, RSS provide effective solutions for maintaining slope stability and controlling erosion. As engineering practices evolve, the ongoing innovation in materials and design approaches will continue to enhance the
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transportation.ky.gov
official
https://transportation.ky.gov/StructuralDesign/Current%20Special%20Notes/Spec…
In addition, the following minimum factors of safety will be used for RSS slope design. o Grid Pullout – 2.0 o Sliding along Geosynthetic – 1.5 o Block or wedge sliding below and behind reinforced zone – 1.4 minimum o Lateral Squeeze – 2 (1.3 allowed with rigorous stability analysis to check for squeezing and stability issues) Minimum geogrid anchorage length = 3 ft. Special Note for Reinforced Soil Slopes Page 5 of 16 Revised 6-17-2025 7) MATERIALS: 7.1 Internal RSS Volume: 7.1.1 Granular [...] Designer has the operational capacity and necessary experience to provide expert support to the Contractor on a timely basis. 3. At least 3 years of experience in the design of Reinforced Soil Slopes. 4. Past documented experience in the design of at least three (3) projects of a similar magnitude to the proposed RSS that have been constructed successfully. 5. All calculations and RSS construction plans shall be dated, sealed, and signed by a registered Professional Engineer licensed to [...] RSS extents, slope face angle, reinforcement strengths, reinforcement vertical spacings, reinforcement lengths, subsurface drainage, surface drainage, slope facing, and slope face erosion protection including details for transitions between slope angles. D. All design parameters and assumptions, including design life. E. Clear and detailed descriptions of selected geosynthetic reduction factors for design, including test results that verify the chosen reduction factors. This also includes
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cdn.glenraven.net
article
https://cdn.glenraven.net/geogrid/pdf/en_us/StrataSlope_Reinforced-soil-slope…
• Extensible reinforcement elements are used, • Slopes are constructed with uniform, cohesionless soil; , ' φ 0 '= c , analysis appropriate, • No pore pressures within the slope, • No seismic loading, • Competent, level foundations, • Flat slope face and horizontal slope crest, • Uniform surcharge load at top of slope, and • Horizontal reinforcement layers with coefficient of interaction (Ci) equal to 0.9. Step 2: Design Parameters β L H' H B Properties γ ′ φ Uniform Soil LT q H = Slope Height [...] primary geogrid should be chosen. Alternatively, if the calculations yield geogrid spacing greater than 4 feet, a lighter geogrid can be selected. To determine the appropriate geogrid, calculate the long-term design strength (LTDS) of the material as follows: D ID CR ult RF RF RF T LTDS × × = where: Tult = ultimate tensile strength of the reinforcement as per ASTM D6637, RFCR = reduction factor due to creep, RFID = reduction factor due to installation damage, and RFD = reduction factor due to [...] φ′ = soil friction angle φ′f = factored soil friction angle The next step is to calculate the modified slope height (H′) to take into account any uniform surcharge loading at the top of the slope. The modified slope height is calculated as follows: γ q H H + = ' where H, q, and γ are defined on Figure 5. From the chart on Figure 6, determine the force coefficient K and calculate the maximum tensile force requirement (Tmax) from the following: ( ) 2 max ' 5 .
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info.tensarcorp.com
article
https://info.tensarcorp.com/hubfs/EH_Files/EH_Marketing_Assistants/Kenshi%20/…
on slipline fields, and according to Item (1), it includ may be used in all cases. The conventional method of calculating equation, in this case giving the horizontal component Kah: 𝐾𝐾𝑎𝑎ℎ = 𝑐𝑐𝑐𝑐𝑐𝑐2(φ ′ + α) 𝑐𝑐𝑐𝑐𝑐𝑐2α 1 + ඨ𝑠𝑠𝑠𝑠𝑠𝑠(φ ′ + δ)𝑠𝑠𝑠𝑠𝑠𝑠(φ ′ −β) 𝑐𝑐𝑐𝑐𝑐𝑐(α −δ) 𝑐𝑐𝑐𝑐𝑐𝑐(α + β) 2 Where φ' = angle of shearing resistance of fill δ = wall friction angle α = angle of wall back measured against vertical (positive leaning towards the fill) β = upper slope angle measured against horizontal (positive [...] (1), it includ may be used in all cases. The conventional method of calculating equation, in this case giving the horizontal component Kah: 𝐾𝐾𝑎𝑎ℎ = 𝑐𝑐𝑐𝑐𝑐𝑐2(φ ′ + α) 𝑐𝑐𝑐𝑐𝑐𝑐2α 1 + ඨ𝑠𝑠𝑠𝑠𝑠𝑠(φ ′ + δ)𝑠𝑠𝑠𝑠𝑠𝑠(φ ′ −β) 𝑐𝑐𝑐𝑐𝑐𝑐(α −δ) 𝑐𝑐𝑐𝑐𝑐𝑐(α + β) 2 Where φ' = angle of shearing resistance of fill δ = wall friction angle α = angle of wall back measured against vertical (positive leaning towards the fill) β = upper slope angle measured against horizontal (positive sloping upwards) It should be noted that [...] In the case of reinforced soil design, it is common for the back of the wall to be inclined backwards, and also common for the retained backfill to have an upward inclined surface, as shown in Figure 2. Normally the active earth pressure coefficient in this case would be calculated using the Coulomb approach. In order to examine the suggested EC7 slipline method versus Coulomb, a series of calculations have been carried out to compare the values of Ka given by the two methods.
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emerald.com
article
https://www.emerald.com/books/book/17610/chapter/96476251/Design-of-soil-rein…
It is usually sufficient for the design to calculate the bond coefficient from theoretically derived values for these two components.
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sciencedirect.com
article
https://www.sciencedirect.com/science/article/pii/S0266114417301024
by AH Abd · 2017 · Cited by 130 — Currently, geosynthetic reinforcements for slopes are calculated assuming the ground strength to be purely frictional, i.e. without any cohesion.