The lower sand layer in the soil profile shown below is in an artesian condition. Calculate: 2 a) The effective stress () at the top and base of the clay layer. b) The height of water in the piezometer for = 0 at the base of the clay layer. > c) The maximum depth (Z) of the proposed excavation (Figure Q1 (b)). (Assume Z>2 m).
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- Q1 The lower sand layer in the soil profile shown below is in an artesian condition. Calculate: 2 a) The effective stress () at the top and base of the clay layer. 2b) The height of water in the piezometer for 5 = 0 at the base of the clay layer. > c) The maximum depth (Z) of the proposed excavation (Figure Q1 (b)). (Assume Z>2 m). 4.0 m 2.0m Yary 16.6 kN/in³ Sand Ground water table Z Y.. W.T. Sand 2.0 m Sand Ysa 20.6 kN/m³ 4.0 m Year 20.6 kN/m³ Clay R Sand Ysar=20.5 kN/m³ Figure Q1 (b) Clay Sand Figure Q1 (a)Give the correct option In a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 lb/in2 and friction angle is 21°. Calculate the effective confining pressure at failure?a) 21 lb/in2 b) 22.2 lb/in2 c) 25.4 lb/in 2 d) 17.9 lb/in2A soil profile is shown in Figure Q2 (a). Calculate the total stress, pore waterpressure and effective stress at points A, B, C and D. Hence, plot the variations of thestresses with depth. Given: H1 = 4.7 m H2 = 6.4 m H3 = 3.8 me= 0.55 Ysat= 19.1kN/m3 w= 24%Gs = 2.61 e= 0.64
- There is an upward flow of 0.06 ml/s through a sand sample with a coefficient of permeability 3 × 10^–2 mm/s. The thickness of the sample is 150 mm and the cross-sectional area is 4500 mm2.Determine the effective stress in N/m2 at the bottom the sample, if the saturated unit weight of the sample, is 18.9 kN/m3. Provide Diagram a.709.5 b.177.38 c.88.69 d.354.75In a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 1b/in2 and friction angle is 210 . Calculate the effective confining pressure at failure.? A) 21 1b/in2 B) 22.2 1b/in2 C) 25.4 1b/in2 D) 17.9 1b/in25 The compression curve (void ratio, e vs. effective stress, o) for a certain clayey soil is a straight line in a semi-logarithmic plot and it passes through the points (e = 1.2; o = 50 kPa) and (e=0.6; o = 800 kPa). The compression index (up to two decimal places) of the soil is 100
- A dilatometer test was conducted in a clay deposit. The groundwater table was locatedat a depth of 3 m below the surface. At a depth of 8 m below the surface, the contact pressure spod was 280 kN/m2 and the expansion stress sp1d was 350 kN/m2. Determinethe following:a. Coefficient of at-rest earth pressure, Kob. Overconsolidation ratio, OCRc. Modulus of elasticity, EsAssume s 9o at a depth of 8 m to be 95 kN/m2 and ms 5 0.35.A 3 meter thick fill was placed over a 9 meter thick compressible clay. Underlying the clay layer is a very hard impermeable clay. The groundwater table is located on top of the compressible clay. A circular tank 9 meters in diameter transfers a surface contact stress of 45 kPa. Assume for this problem that the settlement of the fill and the very hard clay is small compared to the settlement of the compressible clay. a) Calculate the initial void ratio and saturated density of the compressible clay. b) Divide the compressible layer into two sublayers of equal thickness. The preconsolidation pressure is 100 kPa for the upper sublayer and 160 kPa for the lower sublayer. Calculate the following at the center of each sublayer: the increase in vertical stress caused by the tank underneath its center, and the consolidation setttlement due to the combined effect of the tank and weight of fill. c) How long will it take for 0.18 meters of settlement to occur? d) After 3.6 years, what…(1) A well is drilling to the depth of 6000 m. Formation pore pressure can be expressed in equivalent mud weight is 1.50 g/cm' at the depth and changes in proportion to well depth. Also, overburden pressure gradient is 0.0245 MPa/m. Calculate: a. Pore pressure gradient at 6000 m, MPa/m. b.Pore pressure, psi, at 6000 m. c. Matrix stress gradient, MPa/m d.Matrix stress at 6000 m, MPa
- 1.A dry sand is known to have an angle of internal friction of 29. A triaxial test is planned, where the confining pressure will be 41 kPa. What is the maximum axial stress, in kPa, (major principal stress) that can be applied? Calculate the value to 1 decimal place. Do not provide units in your answer. 2.A clay soil is subjected to a triaxial test under unconsolidated-undrained conditions. At failure, the major and minor principal stresses are 8401 psf and 4875 psf, respectively. What is the shear strength of this soil if the confining pressure is doubled? Provide your answer in psf with no decimals.The sub-surface profile at a certain site is shown in Figure. Given that YSM =112pcf, YML =109pcf, /ML,sat =113pcf, lateral earth pressure coefficient at rest K₁ =0.54. Compute U, Ox, Oz, Ox', andoz at Point A. Solution: Total vertical stress at A: O₂ = • Pore water pressure at A: u = • Effective vertical stress at A: 0₂ ● Effective horizontal stress at A: Ox' Total horizontal stress at A: Ox II psf; psf; psf; psf; psf; Silty Sand: (SM). Clayey Silt (ML) ▼ 12 ft 10 ft 11 ftO The lower sand layer in the soil profile shown below is in an artesian condition. Calculate: a) The effective stress (6) at the top and base of the clay layer. b) The height of water in the piezometer for = 0 at the base of the clay layer. c) The maximum depth (Z) of the proposed excavation (Figure Q1 (b)). (Assume Z>2 m). Lawr 4.0 m [2m 2.0 m dry -16.6 kN/m² Sand Ground water table Z Y.. W.T. 2.0 m Sand Sand 720.6 kN/m² TOP 4.0 m You 20.6 kN/m² Clay base Test 20.5 kN/m² Sand Ban Clay Send ħ 24