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 8, Problem 8.7P
(a)
To determine
Find the seepage in the permeable layer in
(b)
To determine
Find the seepage in the permeable layer in
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Consider the hydraulic structure shown in the figure below. In the flow net for flow through the permeable layer, the number of flow channels is Nf
= 5 and the number of potential drops is Ng = 12 Calculate the seepage loss.
25 m
10 m
1.67 m
3.34 m
20 m
k = 0.002 cm/sec
1.67 m
1.67 m
Permeable layer
| Impermeable layer
Select the correct response:
7.21 m3/day/m
O 2.17 m/day/m
6.28 m3/day/m
O 6.82 m/day/m
11
Water flows at the rate of 4 x 10-2 cm³/s through a cylindrical sand sample with a
diameter of 10 cm and a coefficient of permeability of 8 x 10-4 cm/s. In Case I, the flow
is in upward direction, as shown in Figure 3a. In Case II, the flow is in downward
direction, as shown in Figure 3b.
For each case:
a). The total head loss through the sand.
b).
The total stress, the effective stress and the PWP at points A, B and C if the
soil has a saturated unit weight of 19 kN/m³.
a). Case I
9 cm
12 cm
12 cm
▼
C
B
A
D = 10 cm
9 cm
12 cm
12 cm
b). Case II
Figure 3. Seepage through soil
▼
с
B
A
?
D = 10 cm
From the figure shown, the thickness of permeable layer is 1.1m making an
angle of 14 degrees with the horizontal. K= 4.87x10^-12 cm/sec. If the
vertical thickness depth of the aquifer at point of the first piezometer (left)
is 1.5m and the other point at second piezometer is 1.1m, determine the
flow rate.
h=1.4 m
Direction
impervious
layer
of seepage
3 m
14
1.1 m
impervious layer
L.
14
Chapter 8 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
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- Q.1. The figure below shows the flow net for seepage under a concrete dam. The is silty sand with coefficient of permeability of 4X104 cm/sec, a void ratio of 0.6 and specific gravity of 2.7. The height of water upstream is H=( 6+) (a) Determine the flow rate under the dam in m/day per m length of the dam. (b) Determine the water pressure distribution at the base of the dam. (Select 3 points under the base. Comment on your results. m (where X is your group number). (c) From (b), calculate the resultant uplift force and its location from the upstream face of the dam. Also, calculate the weight of the dam to prevent uplift using a factor of safety of 5. (d) What is the factor of safety against piping? Is the dam safe? (e) Calculate the total vertical overburden stress, pore water pressure and the effective vertical overburden stress at Points A and B. Comment on your results. H 17.5 m 1.25 m x B 4 m Impervious clayarrow_forwardFrom the figure shown, the thickness of permeable layer is 1.1m making an angle of 14 degrees with the horizontal. K= 4.87x10^-12 cm/sec. If the vertical thickness depth of the aquifer at point of the first piezometer (left) is 1.5m and the other point at second piezometer is 1.1m, determine the area of flow. h=1.4 m Direction impervious layer of seepage 3 m 14 1.1 m impervious layer 14 -36 m-arrow_forwardRefer to the cross section of the earth dam shown below. Calculate the rate of seepage through the dam (q in m/min/m) using Schaffernak's and Casagrande's solutions. +7 m→| 3 m G.W.T. 1 32 m 2.0 2.0 Impermeable layerarrow_forward
- The section through part of a cofferdam is shown in Figure 2.25, the coefficient of permeability of the soil being 2.0 × 10-6 m/s. Draw the flow net and determine the quantity of seepage. 2.00 m AVA 3.00 m 3.00 m 3.50 m Figure 2.25arrow_forwardEXAMPLE 8.2 A flow net for flow around a single row of sheet piles in a permeable soil layer is shown in Figure 8.7. Given that k, = k = k = 5 x 10-³ cm/s, determine a. How high (above the ground surface) the water will rise if piezometers are placed at points a and b b. The total rate of seepage through the permeable layer per unit length c. The approximate average hydraulic gradient at c Water level Ground surface Scale 5 m 5.6 m 2.2 m Water table Flow channel 1 Flow channel 2 Flow channel 3 Impervious layer FIGURE 8.7 Flow net for seepage around a single row of sheet piles b 1/ b = 1 = 1 1 1 T 0.38arrow_forwardOTO 1 × 1. For the flow net shown below, if the coefficient of permeability of the soil below the dam is (5.3x10-5 cm/sec) and ysat 17.7 KN/m³, find the following: (a)- The rate of seepage (m³/sec/m). (b)- The uplift force underneath the dam. (c)- The driving head at point M. (d)- The effective stress at points L and N. (e)- If the weight of the dam is 120 KN/m2, calculate the effective stress at point O. [Hint: Assume the weight of the dam is constant with depth] 희 0 mum < i-i ||| مزر للأعلى لاستعراض الفلاتر م إضافة شرح..arrow_forward
- #18 A non isotropic soil supporting the dam as shown in the figure. The flow net has 4 flow channels and 20 equipotential drops. Coefficient of permeability of soil. Vertical coefficient of permeability: Kv = 0.002 m/day Horizontal coefficient of permeability: Kx = 0.018 m/day 12m 4marrow_forwardFrom the figure shown, the thickness of permeable layer is 1.1m making an angle of 14 degrees with the horizontal. K= 4.87x10^-12 cm/sec. If the vertical thickness depth of the aquifer at point of the first piezometer (left) is 1.5m and the other point at second piezometer is 1.1m, determine the seepage velocity. h=1.4 m Direction of seepage impervious layer 3 m 14 1.1 m impervious layer 14 -36 m-arrow_forward3 Seepage is occurring through the sandy layer underneath the concrete dam as shown in Figure 7.30. Concrete dam H₁ Seepage H₂ H₂ Sandy layer Impervious rock PXSXX2X L Figure 7.30 Given: upstream water level, H₁ = 16 m; downstream water level, H₂ = 2.3 m; thickness of the sandy layer, H, = 0.75 m; hydraulic conductivity of the sandy layer, k = 0.009 cm/sec; void ratio of sand, e = 0.8; and L = 45 m. Determine: a. Rate of seepage per unit length of the dam (in m³/hr/m) b. Seepage velocity c. Quantity of seepage per day if the dam is 350 m longarrow_forward
- EXAMPLE 9.4 Refer to the flow net shown in Figure 9.11 (which is the same one as in Figure 8.8). Consider the flow element abcd, and estimate the seepage force at O per unit volume of soil in the direction of flow. 5 m Retaining wall Impervious layer d a e 0 2.59/m f Sand barrow_forwardThe dam shown has a base of which 2 m. below the ground surface. The pressure distribution diagram at the base of the dam can be obtained from the equipotential lines as follows: m P +15 mt K = 4.5 m/day. If H = 6 m, Determine the seepage through the foundation Select the correct response: 27.88 m/day 65.33 m/day 13.71 m/day 10.29 m/dayarrow_forwardA dam section is shown in Figure 8.11a. The hydraulic conductivity of the permeable layer in the vertical and horizontal directions are 2.9×10^-2 mm/sand 4.6 ×10^−2 mm/s, respectively. Calculate the seepage loss of the dam in ft^3/day/ftarrow_forward
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