Principles of Geotechnical Engineering (MindTap Course List)
9th Edition
ISBN: 9781305970939
Author: Braja M. Das, Khaled Sobhan
Publisher: Cengage Learning
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Chapter 7, Problem 7.21P
To determine
Find the ratio of equivalent permeability
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A layered soil is shown in the figure below. Given that
H1 = 1 m, k1 = 10-4 cm/sec
H2 = 1 m, k2 = 2.8 x 10-2 cm/sec
H3 = 2 m, k3 = 3.5 x 10-5 cm/sec
Estimate the ratio of equivalent permeability, kH(eq)/kV(eq).
Problem 7.21
How to solve 9.4
Chapter 7 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
Ch. 7 - Prob. 7.1PCh. 7 - Prob. 7.2PCh. 7 - Prob. 7.3PCh. 7 - Prob. 7.4PCh. 7 - Prob. 7.5PCh. 7 - Prob. 7.6PCh. 7 - Prob. 7.7PCh. 7 - Prob. 7.8PCh. 7 - Prob. 7.9PCh. 7 - Prob. 7.10P
Ch. 7 - Prob. 7.11PCh. 7 - Prob. 7.12PCh. 7 - Prob. 7.13PCh. 7 - Prob. 7.14PCh. 7 - Prob. 7.15PCh. 7 - Prob. 7.16PCh. 7 - Prob. 7.17PCh. 7 - Prob. 7.18PCh. 7 - Prob. 7.19PCh. 7 - Prob. 7.20PCh. 7 - Prob. 7.21PCh. 7 - Refer to Figure 7.24. The following data were...Ch. 7 - Prob. 7.23PCh. 7 - Prob. 7.1CTP
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- Given the following: H1 = 1.5 m H2 = 3.0 m H3 = 2.0 m K1 = 0.001 cm/sec K2 = 0.032 cm/sec K3 = 0.000041 cm/sec 1. Find the effective average permeability of the deposit in the horizontal direction. (in cm/s) 2. Find the effective average permeability of the deposit in the vertical direction. (in cm/s) 3. What is the ratio of the equivalent hydraulic conductivity?arrow_forward6.5 Refer to Figure 6.4. For a constant head permeability test in a sand, the following values are given: • L = 350 mm • A= 125 cm² • h = 420 mm • • Water collected in 3 min = 580 cm³ Void ratio of sand = 0.61 Determine: a. Hydraulic conductivity, k (cm/s) b. Seepage velocity dified conarrow_forwardCalculate the effective stress for a soil element at depth 5 m in a uniform deposit of soil, as shown in Figure below. Assume specific gravity of soil solids equal to 2.7arrow_forward
- Solutions plsarrow_forwardA canal is cut into a soil with a stratigraphy as shown. Assume that flow takes place horizontally and vertically through the sides of the canal and vertically below the canal. The values of k in each layer is given. a. What is the equivalent permeability in the horizontal direction through the sides of the canal in cm/day? b. What is the equivalent permeability in the horizontal direction through the sides of the canal in cm/day? c. Determine the equivalent permeability in the vertical directions below the bottom of the canal, in cm/day. 1.0 m k = 2.3 x 10* cm/s 1.5 m T. k = 5.2 x 10 cm/s 3.0 m 2.0 m k = 2 x 10 cm/s 1.2 m k- 0.3 x 10 cm/s 3.0 m k = 0.8 x 10° cmn/sarrow_forwardWater flows through a sand filter as shown on the figure. The soil has a cross sectional area of 0.39 m². d1=d2=d3=0.52 m. Head difference is 0.93 m. Inflow Outflow Soil A Soil B Soil C d2 d3 Coefficient of Permeability for Each Soil: Soil A Kax 2.92 x 10-2 cm/s Soil A Kaz 1.36 x 10-3 cm/s Soil B Kbx 1.67 x 10.2 cm/s Soil B Kbz 2.92 x 10-3 cm/s Soil CKcx 3.28 x 102 cm/s Soil C Kcz 3.49 x 10-3 cm/s Compute the coefficient of permeability of the sand filler in cm/s. Use 4 decimal placesarrow_forward
- A natural deposit of soil was found to have a water content of 27% and to be 88% saturated. Gs=2.7.Calculate (a) the void ratio, e; (b) the porosity, n; and (c) the dry density, ρd. (use kg/m^3 for density units). Include phase diagrams.arrow_forwardProblem 3: A layered soil is shown below. Given: H1 = 1.5 m kj = 9 x 104 cm/sec H2 = 2.5 m k2 = 7.8 x 10³ cm/sec H3 = 3.5 m k3 = 4.5 x 10$ cm/sec %3D Estimate the ratio of equivalent permeability, kH(eqykv(cq). H1 H2 k2 H3arrow_forwardConsider point P. If the groundwater drops 1m to the top of the clay layer, what would the change in Total Stress and Pore Water Pressure change? 1 m 1m 2m 2m P Sand Clay Sand Pd = 1.35 Mg/m³ Psat 1.85 Mg/m³ H Psat = 2.0 Mg/m³ Psat = 1.9 Mg/m³arrow_forward
- Question: A Blasius Exact Solution Equation For A Laminar Flat-Plate Boundary Layer Problem Which... A Blasius exact solution equation for a laminar flat-plate boundary layer problem which derived from Navier-Stoke equations, could be written as, ff"-2f"'=0 where f = f(n), =d'fm), dn? d'f(n). df (N) =- ,and f'=- dn' dn U is mainstream fluid velocity and u is fluid velocity in boundary layer. With suitable boundary conditions, the above equation had been solved by 4th-order Runge-Kutta numerical integration and the result is tabulated in Table Qla. TABLE Qla f'=w/U f" 7 = y, VX 0.000 0.000 0.332 0.323 0.267 1 0.166 0.330 0.630 0.846 0.956 0.992 0.998 0.650 1.397 2.310 3.283 0.161 0.064 3 4 0.016 0.002 6 7 4.280 0.001 5.279 6.280 0.999 1.000 0.000 Show that : CoRe , = 1.27 %3Darrow_forwardProblem 7.16arrow_forwardWater flows through a sand filter as shown on the figure. The soil has a cross sectional area of 0.25 m². d1=d2-d3=0.58 m. Head difference is 0.93 m. 7 Inflow Outflow Soil A Soil B Soil C d3 Coefficient of Permeability for Each Soil: Soil A Kax 2.71 x 10-² cm/s Soil A Kaz 1.58 x 10-³ cm/s Soil B Kbx 1.40 x 10-² cm/s Soil B Kbz 2.56 x 10-³ cm/s Soil C Kcx 3.23 x 102 cm/s Soil C Kcz 3.19 x 10-³ cm/s Compute the interstitial velocity if the soil has a void ratio of 0.76 in meters per minute.. Use 4 decimal places.arrow_forward
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