A canal and a river run parallel an average of 250 feet apart. The elevation of the water surface in the canal is at +1050 feet and in the river at +1021 feet. A stratum of sand intersects both the river and the canal below their water levels. The sand is 6 feet, and is sandwiched between strata of impervious clay. Compute the seepage loss q from the canal in ft/day-mile if the permeability of the sand is 2(10)³ ft. /sec.

A canal and a river run parallel an average of 250 feet apart. The elevation of the water surface in the canal is at +1050 feet and in the river at +1021 feet. A stratum of sand intersects both the river and the canal below their water levels. The sand is 6 feet, and is sandwiched between strata of impervious clay. Compute the seepage loss q from the canal in ft/day-mile if the permeability of the sand is 2(10)³ ft. /sec.

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter11: Ground Improvement

Section: Chapter Questions

Problem 11.9P

See similar textbooks

Similar questions

A sand layer of the cross-sectional area shown in the figure has been determined to exist for a 450m length of levee. The coefficient of permeability of sand is 3m/day. Compute the quantity of water which flows into the ditch in liters/sec. and determine the seepage velocity if the porosity of the sand is 0.22. El.160m El. 150m levee ditch Impervious layer Permeable Sand layer, t-1.5m layer, 1.5m Impervious layer thick L= 120m
A canal and a river run parallel an average of 250 feet apart. The elevation of the water surface in the canal is at +1050 feet and in the river at +1021 feet. A stratum of sand intersects both the river and the canal below their water levels. The sand is 6 feet thick, and is sandwiched between strata of impervious clay. Compute the seepage loss from the canal in ft/ day- mile if the permeability of sand is 0.002 ft. /sec.
A soil has a discharge and a void ratio of is. A B C D 18x10-7 m/sec 12×10-7 m/sec 24×10 m/sec 36x107 m/sec velocity of 6×10¯7 m/sec Its .50. seepage velocity
The soil below is a dense well-graded clayey sand with Y₁ = 112 pcf and Gs = 2.63, a permeability k = 240 mm/min at a voids ratio of e=0.85; the cross-sectional area of the tank is 36 ft. Find (a) the seepage rate q in ft³/min., and (b) the direction of the flow. H₁=2' H₂=6' Clayey sand Ah= 4 feet
glass container with pervious bottom containing fine sand in loose state (void ratio 0.8) is subjected to hydrostatic pressure from underneath until quick condition occurs in the sand. If the specific gravity of sand particles -2.65, area of cross-section of sand sample 10 cm² and height of sample = 10 cm, compute the head of water required to cause quicksand condition and also the seepage force acting from below. Seepag
A sand has Gs = 2.66. Calculate the hydraulic gradient that will cause boiling for e = 0.35, 0.45, 0.55, 0.7, and 0.8.
From the given figure shown, the discharge velocity of the water through the soil is 0.08 em/s. with a void ratio of 0.60, O Compute the coeff. of permeability in cm/sec. ® Compute the seepage velocity in cm/sec. O Compute the seepage force per unit volume.
A 1.25 m layer of soil having the porosity 0.35 and specific gravity 2.65 is subjected to an upward seepage head of 1.85 m. What depth of coarse sand would be required above the existing soil to provide a factor of safety of 2 against piping? Assume that coarse sand has the same porosity and specific gravity as the soil and there is negligible head loss in sand.
A flow net below a dam consists of 24 equipotential drops and 7 flow channels. The difference between the upstream and downstream water levels is 6 m. The length of the flow line adjacent to the toe of the dam at exit is 1 m. The specific gravity and void ratio of the soil below the dam are 2.70 and 0.70, respectively. The factor of safety against piping is
Problem The saturated soil specimen shown below has a permeability of 0.005 cm/sec, a porosity of 38%, and a cross-sectional area of 22 cm². Two standpipes are placed at points A and B as shown below. The specimen has reached a steady state condition after flushing it with water for 1 hr. Datum ttttt h₁ = 100 cm 50 cm L = 50 cm B 40 cm h₂ = 80 cm Determine: 1. 2. Elevation head (in cm) at points A and B. Pore water pressure (in kPa) at points A and B. 3. Discharge velocity (in cm/sec) through the sample. 4. 5. What is the quantity of flow through the sample in cm³/day? What is the magnitude of the seepage velocity (in cm/sec)? OUT
- A soil has discharge velocity of 5 x 10-7 m/s and a void ratio of 0.50. Its seepage velocity will be (a) 15 x 10-7 m/s (c) 20 x 10-7 m/s (b) 10 x 10-7 m/s (d) 30 x 10-7 m/s
The soil profile presented in Figure Q3 shows a borehole at a site where the water level is at 4m below the ground surface, with fine sand saturated by capillary action. Take G₁ = 2.7, K₂ = 0.5. (a) Calculate the effective stress at the centre of the soft clay layer. (b) Plot the distributions of the effective stress with depth. (c) Calculate the horizontal total stress at 13m.