the safe slope angle (in degree,
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- A soil profile consists of 3m of clean sand (γ=18kN/m³) over 10m of silt (γ=17kN/m³, kv=1 x 10-8m/s) over 12m of clay (γ=17kN/m³, kv=4 x 10-9m/s) over gravel. Piezometers installed at middepth of the sult later and at the top of the gravel layer measure, respectively, piezometric heads of 4m and 3m. Assuming one-dimensional flow in the vertical direction, compute the flow rate in m³/year/10,000m². Also, compute at 16m below the ground surface the total veritcal stress, effective stress, and porewater pressure.. The soil profile at a site consists of 2 m of sand underlain by 6 m of clay, which is underlain by very stiff clay that can be assumed to be impervious and incompressible. The water table lies 1.5 m below the ground level. The soil properties are as follows:Sand: gsat 5 18.5 kN/m3, gm 5 17.0 kN/m3Clay: e0 5 0.810, gsat 5 19.0 kN/m3, cv 5 4.5 m2/yearWhen the ground is surcharged with 3 m-high compacted fill with a bulk unit weight of 19 kN/m3, the settlement was 160 mm in the first year.a. What would be the settlement in two years?b. After one year since the fill was placed, what would be the pore water pressure and the effective stress at the middle of the clay layer?c. If the clay is normally consolidated, estimate the compression index and the coefficient of volume compressibilitProfile is shown in the figure A zone of capillary rise of 3.0m is on the sand layer overlaying clay. In this zone, the average degree of saturation is 70% 4m 3.0m 3.5m A Dry Sand & Capillary Zone CLAY Ground surface Ya 17.39KN/m³ e=0.5 Gs=2.71 Ground Water Table e=0.95 G-2.75 f a.) Compute for the effective stress right below B. b.) Compute the effective stress of C c.) Compute the effective stress of D d.) Compute the pore pressure at Point C
- A cut slope in soft clay has been constructed as part of a road alignment. The slope is 21.8 degrees and 10 m high. The unit weight of the soft clay is 18kN/m3. (i) A walk over survey recently indicated signs of instability. Samples have been collected from the slope and the drained analysis parameters for the soil have been determined as follows: Soil properties: φ'= 24 º, c'=2.5kPa, γd=19kN/m3 , γsat=20kN/m3 Based on the effective stress parameters given, perform a quick initial estimate of the factor of safety of this slope using Bishop and Morgernsterns charts. Assume an average pore water pressure ratio (ru) of 0.3 for the slope027 ncomect Consider the soil system shown below. 1m Water Fine 4m sand k 2 x 10 mm Coarse silt 4m k = 4 x 10 mm/s Fine 4m silt k 2 x 10 mm/s Datum Beneath the fine silt layer there is stratum of water-bearing gravel with a water pressure of 155 kPa. The surface of the sand is flooded with water to a depth of 1m. The excess hydrostatic head at the fine sand/coarse silt interface is cm. Your Answer 32 15 17The primary force causing saturated water flow through a soil is capillarity. a) True b) False
- A soil excavation was done until 4m below the surface of the soil. It was identified that the shallow ground water level is 2m below the ground level and the upper is dry. The properties of the soil are: Gs = 2.7, e = 0.50, and ϕ’ = 30degrees. Assuming no seepage. What is the value of the in-situ soil’s unit weight above G.W.T. in kN/m3? What is the maximum neutral stress at the deepest point of excavation in kPa? What is the value of the total stress of soil at the surface of the ground water table in kPa? What is the value of the effective stress at the deepest point of excavation in kPa?In the given soil profile detemine the 6' of the points A,B,.C and D. Show the variations in a diagram below, Considering NO seepage. 6'(Draw Diagram here) A H1 = 4.5 m w = 33.75% Gs = 2.66 e = 0.352 Moist Soil H1 Layer 1 В Ground water H2 = 5.25 m n= 0.6 Gs = 2.68 H2 Layer 2 H3 H3 = 3.5 m e = 0.81, Yd = 12.73 KN/m' D Layer 3Soil Settlement Situation 3. See figure GEOD 23.0. The soil is acted upon by a uniformly distributed lload of 60 kPaat the ground surface. > Compute the settlement of the clay layer caused by primaryconsolidation if the soil is normally consolidated. > > Compute the settlement of the clay layer caused by primaryconsolidation pressure of clay is 230 kPa. o Use Cs=cc/5. Compute the settlement of the clay layer caused by primary consolidation if the pre-consolidation pressure of clay is 200 kPa. Use cs=cc/5. 4 m 8 m II Sand Sand 6 m Clay eu/w 60 kPa Ydry = 16.5 kN/m^3 VGWT Ysat 18.0 kN/m^3 Ysat 20.0 kN/m^3 e = 0.85 LL = 48% Fig. GEOD 23.0
- In the given soil profile determine the 6' of the points A,B,C and D. Show the variations in a diagram below, Considering NO seepage. 6'(Draw Diagram here) A H1 = 4.3567 m w = 32.1575% Moist Soil Gs = 2.6125 e = 0.3523 Layer 1 Ground water H2 = 5.5252 m n=0.5468 Gs = 2.6789 Layer 2 H3 = 3.5675 m e = 0.8089 Yd 12.7123 KN/m³ B C D H1 H2 H3 Layer 3c) The characteristics of a soil profile are summarized in the Figure for Question 5 c. Seepage is occurring horizontally through these layers. Assuming a unit thickness (into the page) and a hydraulic gradient equal to 0.8, calculate the maximum height that the bottom soil layer could have such that the combined flow rate through the layers is no greater than 2.84 x 104 m³/s. NOT TO SCALE Impermeable k = 5.0 x 10-5 m/s k = 5.0 x 10-6 m/s k= 3.0 x 10-5 m/s 3 m 3 m 5 m ? mSteady state seepage is taking place through a soil element at Q, 2 m below the ground surface immediately downstream of the toe of an earthen dam as shown in the sketch. The water level in a piezometer installed at P, 500 mm above Q. is at the ground surface. The water level in a piezometer installed at R, 500 mm below Q. is 100 mm above the ground surface. The bulk saturated unit weight of the soil is 18 kN/m³ and the unit weight of water is 9.81 kN/m3. The vertical effective stress (in kPa) at Q is P. 2 m
