- Repeat Problem 16.18 with the following.Data From Problem 16.18Refer to Figure 16.51. Using Figure 16.24, find the factor of safety, Fs with respect to sliding for a slope with the following.
- The moist unit weight of a soil is 112.32 lb/ft3 at a moisture content of 10%. Given Gs = 2.7, determine:a. eb. Saturated unit weight
- During a field exploration program, rock was cored for a length of 4.5 m and the length of the rock core recovered was 2.5 m. All the rock pieces recovered having a length of 101.6 mm or more had a
- The following dimensions are for thin-walled steel tubes to be used for collecting samples of soil for geotechnical purposes:Calculate the area ratio for each case and determine which sampler would
- Figure 17.26 shows a continuous foundation with a width of 1.8 m constructed at a depth of 1.2 m in a granular soil. The footing is subjected to an eccentrically inclined loading with e = 0.3 m and
- Refer to the footing in Problem 17.14. Determine the gross ultimate load the footing can carry using the Patra et al. (2015) reduction factor method for rectangular foundations given in Eqs. (17.53),
- A square footing on sand is subjected to an eccentric load, as shown in Figure 17.24. Using Meyerhof’s effective area oncept, determine the gross allowable load that the footing could carry with Fs
- A square footing is subjected to an inclined load, as shown in Figure 17.25. If the size of the footing is B = 2.25 m, determine the gross ultimate load, Q, that the footing can safely carry. Given:
- A square footing (B X B) must carry a gross allowable load of 42,260 lb. The base of the footing is to be located at a depth of 3 ft below the ground surface. For the soil, we are given that γ = 110
- Repeat Problem 17.8 with the following: density of soil above the groundwater table, ρ = 1800 kg/m3; saturated soil density below the groundwater table, ρsat = 1980 kg/m3; c' = 23.94 kN/m2; ϕ' =
- A square footing is shown in Figure 17.23. Determine the gross allowable load, Qall, that the footing can carry. Use Terzaghi’s equation for general shear failure (Fs = 3). Given: γ =
- A continuous footing is shown in Figure 17.22. Given: γ = 16.8 kN/m3, c' = 14 kN/m2, ϕ' = 28ο, Df = 0.7 m, and β = 0.8 m. Determine the gross allowable load per unit area (qall) with a factor of
- Repeat Problem 17.1 with the following: γ = 17.7 kN/m3, cu = 48 kN/m2, ϕ = 0ο, Df = 0.6 m, β = 0.8 m, and factor of safety = 4.Data From Problem 17.1A continuous footing is shown in Figure
- Repeat Problem 17.1 with the following: γ = 17.5 kN/m3, c' = 14 kN/m2, ϕ' = 20ο, Df = 1.0 m, β = 1.2 m, and factor of safety = 3.Data From Problem 17.1A continuous footing is shown in Figure
- A continuous footing is shown in Figure 17.22. Using Terzaghi’s bearing capacity factors, determine the gross allowable load per unit area (qall) that the footing can carry. Assume general shear
- For a slope, given:Use Spencer’s chart to determine the factor of safety, Fs. Slope: 3H:1V H = 12.63 m $' = 25° c' = 12 kN/m² y = 19 kN/m³ Tu = 0.25
- Use Spencer’s chart to determine the value of Fs for a given slope: B = 20°, H = 15 m, o'= 15°, c' = 20 kN/m², y = 17.5 kN/m³, and r₁=0.5
- Referring to Figure 16.52 and using the ordinary method of slices, find the factor of safety with respect to sliding for the following trial cases.a.b. B = 45°, '= 20°, c' H = 40 ft, a = 30°, and
- Refer to Problem 16.19. Assume that the slope is subjected to earthquake forces. Let kh = 0.4 and kv = 0.5kh (↑). Determine Fs using the procedure outlined in Section 16.11.Data From Problem
- Repeat Problem 16.18 with the following.Data From Problem 16.18Refer to Figure 16.51. Using Figure 16.24, find the factor of safety, Fs with respect to sliding for a slope with the following.
- Refer to Figure 16.51. Using Figure 16.24, find the factor of safety, Fs with respect to sliding for a slope with the following. Slope: 2H:1V $' = 10° c' = 700 lb/ft² y = 110 lb/ft³ H = 50 ft
- Refer to Figure 16.51. Use Figure 16.28 (ϕ' > 0) to solve the following.a. If n' = 2, ϕ' = 20°, c' = 20 kN/m2, and γ = 16 kN/m3, find the critical height of the slope.b. If n' = 1.5, ϕ' =
- A clay slope is built over a layer of rock. Determine the factor of safety with kh = 0.4 for the slope with the following values.Height, H = 16 mSlope angle, β = 30°Saturated unit weight of soil,
- Refer to the slope in Problem 16.7. Assume that the shear strength of the soil is improved by soil stabilization methods, and the new properties are as follows: γ = 22 kN/m3, ϕ' = 32ο, and c' = 75
- Refer to Problem 16.7. With all other conditions remaining the same, what would be the factor of safety against sliding for the trial wedge ABC if the height of the slope was 9 m?Data From Problem
- Figure 16.50 shows a slope with an inclination of β = 58ο. If AC represents a trial failure plane inclined at an angle θ = 32ο with the horizontal, determine the factor of safety against
- For a finite slope such as that shown in Figure 16.10, assume that the slope failure would occur along a plane (Culmann’s assumption). Find the height of the slope for critical equilibrium. Given:
- Refer to Figure 16.8. Given H = 6 m, μ = 0.4, β = 28°, γ = 16 kN/m3, ϕ' = 26°, c' = 15 kN/m2, and γsat = 18.6 kN/m3. Determine the factor of safety against sliding along plane AB.
- For the infinite slope shown in Figure 16.49, find the factor of safety against sliding along the plane AB given that H = 25 ft, Gs = 2.6, e = 0.5, ϕ' = 22°, and c' = 600 lb/ft2. Note that
- Refer to Figure 16.48. If there were seepage through the soil and the groundwater table coincided with the ground surface, what would be the value of Fs? Use H = 8 m, ρsat(saturated density of soil)
- Following are the relationships of e' and σ' for a clay soil.For this clay soil in the field, the following values are given:H = 4.5 ft, σ'o = 0.7 ton /ft2, and σ'o + Δσ' + 2.0
- For the slope shown in Figure 16.48, find the height, H, for critical equilibrium. Given: β = 22°, γ = 100 lb/ft3, ϕ' = 15°, and c' = 200 lb/ft2. H $' Rock B
- Refer to Figure 16.48. Given: β = 30°, γ = 15.5 kN/m3, ϕ' = 20°, and c' = 15 kN/m2. Find the height, H, which will have a factor of safety (Fs) of 2 against sliding along the rock–soil
- Refer to Figure 8.28. Given:H1 = 4 m D1 = 6 mH2 = 1.5 m D = 3.6 mCalculate the seepage loss in m3/day per meter length of the sheet pile (at right angles to the cross
- An earth dam section is shown in Figure 8.33. Determine the rate of seepage through the earth dam using Pavlovsky’s solution. Use k = 4 X 10-5 mm/s. 3 m 32 m FIGURE 8.33 2.0 1 7 m Impermeable
- The results of a laboratory consolidation test on a clay specimen are the following.Given the initial height of specimen = 0.748 in. Gs = 2.68, mass of dry specimen = 95.2 g, and area of
- Figure 12.42 shows a soil profile. The uniformly distributed load on the ground surface is Ds. Given: Ds = 1000 lb/ft2,H1 = 8 ft, H2 = 15 ft, and H3 = 17 ft. Also,Sand: gdry = 110
- Refer to Figure 12.42. Given: H1 = 2.5 m, H2 = 2.5 m,H3 = 3m, and Δσ = 100 kN/m2. Also,Sand: e = 0.64, Gs = 2.65Clay: e = 0.9, Gs = 2.75, LL = 55Estimate the primary consolidation
- Refer to Figure 12.42. Given: H1 = 5 ft, H2 = 7 ft, H3 = 6 ft, and Δσ = 3000 lb/ft2. Also,Clay: e = 1.1, Gs = 2.72, LL = 45Sand: e = 0.58, Gs = 2.65Estimate the primary consolidation
- The coordinates of two points on a virgin compression curve are as follows.Determine the void ratio that corresponds to a pressure of 6000 lb/ft2. e₁ = 0.82 e₂ = 0.70 σ = 2500 lb/ft² σ₂ =
- The laboratory consolidation data for an undisturbed clay specimen are as follows.What is the void ratio for a pressure of 3.5 ton/ft2? ₁1.1 e₂=0.9 σ₁ = 1 ton/ft² o₂ = 3 ton/ft²
- Refer to Problem 12.6. Given: cv = 2.8 3 10–6 m2/min. How long will it take for 60% consolidation to occur?Data From Problem 12.6Refer to Figure 12.42. Given: H1 = 2.5 m, H2 = 2.5
- The coordinates of two points on a virgin compression curve are as follows.a. Determine the coefficient of volume compressibility for the pressure range stated.b. Given that cv = 0.002 cm2/s,
- For a normally consolidated clay, the following are given.The hydraulic conductivity k of the clay for the preceding loading range is 1.8 X 10-4 ft/day.a. How long (in days) will it take for a 9
- For a laboratory consolidation test on a clay specimen (drained on both sides), the following were obtained. Thickness of the clay layer = 25 mmTime for 50% consolidation (t50) 5 2.8 minDetermine the
- A 3 m thick layer of saturated clay (two-way drainage) under a surcharge loading underwent 90% primary consolidation in 100 days. The laboratory test’s specimen will have two-way drainage.a. Find
- Refer to Figure 12.43. Given that B = 1 m, L = 3 m, and Q = 110 kN, calculate the primary consolidation settlement of the foundation. 1.5 m 1.5 m 2.5 m FIGURE 12.43 Load = Q BXL Sand Clay (normally
- Foundation engineers are often challenged by the existence of soft compressible soils at the construction site. Figure 12.44 shows a soil profile with a silty sand ( γ = 17 kN/m3; γsat = 19.2
- For a dry sand specimen in a direct shear test box, the following are given.Size of specimen: 2.5 in. X 2.5 in. X 1.25 in. (height)Angle of friction: 33°Normal stress: 28 lb/in2Determine the shear
- During a subsoil exploration program, undisturbed normally consolidated silty clay samples were collected in Shelby tubes from location A as shown in Figure 13.62.Following are the results of four
- Refer to Figure 13.62. Shear strength parameters are needed for the design of a foundation placed at a depth of 2 m in the silty sand layer. Soils collected from this sand were compacted in the
- A 15 m thick normally consolidated clay layer is shown in Figure 13.63. The liquid limit and plastic limit of the soil are 39 and 20, respectively.a. Using Eq. (13.53) given by Skempton (1957),
- Refer to the clay soil in Figure 13.63. If the natural moisture content is 28%, estimate the undrained shear strength of remolded clay using the relationships given in Table 13.5 bya. Leroueil et al.
- Figure 14.35 shows a retaining wall that is restrained from yielding. For each problem, determine the magnitude of the lateral earth force per unit length of the wall. Also, find the location of the
- Figure 14.35 shows a retaining wall that is restrained from yielding. For each problem, determine the magnitude of the lateral earth force per unit length of the wall. Also, find the location of the
- Figure 14.35 shows a retaining wall that is restrained from yielding. For each problem, determine the magnitude of the lateral earth force per unit length of the wall. Also, find the location of the
- Assume that the retaining wall shown in Figure 14.35 is frictionless. For each problem, determine the Rankine active force per unit length of the wall, the variation of active earth pressure with
- Assume that the retaining wall shown in Figure 14.35 is frictionless. For each problem, determine the Rankine active force per unit length of the wall, the variation of active earth pressure with
- Assume that the retaining wall shown in Figure 14.35 is frictionless. For each problem, determine the Rankine active force per unit length of the wall, the variation of active earth pressure with
- Assume that the retaining wall shown in Figure 14.35 is frictionless. For each problem, determine the Rankine passive force per unit length of the wall, the variation of passive earth pressure with
- Assume that the retaining wall shown in Figure 14.35 is frictionless. For each problem, determine the Rankine passive force per unit length of the wall, the variation of passive earth pressure with
- Assume that the retaining wall shown in Figure 14.35 is frictionless. For each problem, determine the Rankine passive force per unit length of the wall, the variation of passive earth pressure with
- A retaining wall is shown in Figure 14.36. For each problem, determine the Rankine active force, Pa, per unit length of the wall and the location of the resultant. Η HH, Υ Ύ2 21 ft 4 ft 109
- A retaining wall is shown in Figure 14.36. For each problem, determine the Rankine active force, Pa, per unit length of the wall and the location of the resultant. V2 HH, γι 8m 3m 13 kN/m
- A retaining wall is shown in Figure 14.36. For each problem, determine the Rankine active force, Pa, per unit length of the wall and the location of the resultant. H H, Y₁ V2 12 m 4 m 17 kN/m
- Refer to the frictionless retaining wall shown in Figure 14.10. Given: H = 6 m, α = 10°, u = 6°, ϕ' = 30ο, and γ' = 17 kN/m3. Determine the magnitude, direction, and location of the active
- Consider the retaining wall shown in Figure 14.37. The height of the wall is 5 m, and the unit weight of the sand backfill is 18 kN/m3. Using Coulomb’s equation, calculate the active force, Pa, on
- Refer to Figure 14.24. Given: H = 7.5 m, u = 10°, α = 5°, γ = 17.9 kN/m3, ϕ' = 28ο, δ' = 1/2 ϕ' kh = 0.3, and kv = 0.Determine the active force, Pae, per unit length of the retaining wall.
- Figure 14.10 provides a generalized case for the Rankine active pressure on a frictionless retaining wall with an inclined back and a sloping granular backfill. You are required to develop some
- Repeat Problem 14.25 with β = 110ο, α = 12ο, ϕ' = 21ο,.Data From Problem 14.25Refer to Section 14.13 and Figure 14.28. Determine the seismic earth pressure from the soil backfill on the
- A retaining wall has a vertical back face with a horizontal granular backfill. Given: H = 6 m, γ = 18.5 kN/m3, ϕ' = 40ο, and δ' = 1/2 ϕ'. Estimate the passive force, Pp, per unit length of
- Refer to the retaining wall in Problem 15.1. Estimate the passive force, Pp, per unit length of the wall using Shields and Tolunay’s (1973) method of slices (Table 15.1). $' (deg)
- Refer to the retaining wall in Problem 15.1. Estimate the passive force, Pp, per unit length of the wall using Zhu and Qian’s (2000) method of triangular slices. Use Eq. (15.18).Data From Problem
- Refer to the retaining wall in Problem 15.1. Estimate the passive force, Pp, per unit length of the wall using Lancellotta’s (2002) analysis by the lower bound theorem of plasticity. Use Table
- Refer to the retaining wall in Problem 15.1. Estimate the passive force, Pp, per unit length of the wall using Sokolowskiı˘ (1965) solution by the method of characteristics (Table 15.3).Data From
- Refer to the retaining wall shown in Figure 15.22. Given θ = 10ο, α = 0, γ = 19.2 kN/m3, ϕ' = 35ο, δ' = 21ο, and H = 6 m. Estimate the passive force, Pp, per unit length of the wall using Zhu
- Refer to Figure 15.22. Given: θ = 0, α = 0ο ,H = 5m, γ = 15 kN/m3 ,ϕ' = 30ο ,and δ' = 15ο. Estimate the passive force, Pp, per unit length of the wall using the
- Refer to Figure 15.22. Given: θ = 0, α = 0ο, H = 5 m, γ = 15 kN/m3, ϕ' = 30ο, and δ' =158. Estimate the passive force, Pp, per unit length of the wall using Caquot and Kerisel’s solution
- Redo Problem 15.8 when θ = 10ο and α = 0ο.Data From Problem 15.8Refer to Figure 15.22. Given: θ = 0, α = 0ο, H = 5 m, γ = 15 kN/m3, ϕ' = 30ο, and δ' =158. Estimate the passive force,
- Refer to the retaining wall described in Problem 15.8. If there is seepage in the backfill (as shown in Figure 15.8), what would be the magnitude of Pp based on the theory described in Section 15.7?
- A braced wall is shown in Figure 15.23. Given: H = 7 m, naH = 2.8 m, ϕ' = 30ο, δ' = 20ο, γ = 18 kN/m3, and c' = 0. Determine the active thrust, Pa, on the wall using the general wedge theory.
- The cross section of a braced cut supporting a sheet pile installation in a clay soil is shown in Figure 15.25. Given: H = 12 m, γclay = 17.9 kN/m3, ϕ = 0, c = 75 kN/m2, and the center-to-center
- The elevation and plan of a bracing system for an open cut in sand are shown in Figure 15.24. Using Peck’s empirical pressure diagrams, determine the design strut loads. Given: γsand = 18 kN/m3,
- For a soil with D60 = 0.41 mm, D30 = 0.22 mm, and D10 = 0.08 mm, calculate the uniformity coefficient and the coefficient of gradation.
- A hydrometer test has the following results: Gs = 2.6, temperature of water = 24°C, and R = 43 at 60 minutes after the start of sedimentation (see Figure 2.30). What is the diameter D of the
- The following values for a soil are given: D10 = 0.24 mm, D30 = 0.82 mm, and D60 = 1.81 mm. Determine Cu and Cc.
- Repeat Problem 2.10 with the following values: Gs = 2.7, temperature of water = 23°C, t = 120 min, and R = 25.Data From Problem 2.10A hydrometer test has the following results: Gs = 2.6, temperature
- Results of a sieve analysis for Soils A, B, and C are given below. To obtain a more representative sample for further geotechnical testing, a ternary blend was created by uniformly mixing 8000 kg of
- For a given soil, show the following.a.b.c.d. + 1+ e Ysat Yd = +
- A 0.4 m3 moist soil sample has the following.● Moist mass = 711.2 kg● Dry mass = 623.9 kg● Specific gravity of soil solids = 2.68Estimate:a. Moisture contentb. Moist densityc. Dry densityd.
- The moist weight of a soil is 17.8 kN/m3 and the moisture content is 14%. If the specific gravity of the soil solids is 2.69, calculate the following.a. Dry unit weightb. Void ratioc. Degree of
- The saturated unit weight of a soil is 19.8 kN/m3. The moisture content of the soil is 17.1%. Determine the following.a. Dry unit weightb. Specific gravity of soil solidsc. Void ratio
- The unit weight of a soil is 95 lb/ft3. The moisture content of this soil is 19.2% when the degree of saturation is 60%.Determine:a. Void ratiob. Specific gravity of soil solidsc. Saturated unit
- For a given soil, the following are given: Gs = 2.67; moist unit weight, γ = 112 lb/ft3; and moisture content, ω = 10.8%. Determine:a. Dry unit weightb. Void ratioc. Porosityd. Degree of
- Refer to Problem 3.7. Determine the weight of water, in pounds, to be added per cubic foot of soil forData From Problem 3.7For a given soil, the following are given: Gs = 2.67; moist unit
- The moist density of a soil is 1680 kg/m3. Given w =ω 18% and Gs = 2.73, determine:a. Dry densityb. Porosityc. Degree of saturationd. Mass of water, in kg/m3, to be added to reach full saturation
- The dry density of a soil is 1780 kg/m3. Given Gs = 2.68, what would be the moisture content of the soil when saturated?