Principles of Foundation Engineering (MindTap Course List)
8th Edition
ISBN: 9781305081550
Author: Braja M. Das
Publisher: Cengage Learning
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Chapter 3, Problem 3.8P
To determine
Find the average peak soil friction angle.
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Students have asked these similar questions
3. Following are the results of a standard penetration test in fine dry sand.
N60
Depth (m)
1.5
7
13
3.0
18
4.5
22
6.0
7.5
24
For, the sand deposit, assume the mean grain size, D50, to be 0.26 mm and the
unit weight of sand to be 15.5kN/m3. Estimate the variation of relative density
with depth using the correlation developed by Cubrinovski and Ishihara.
Assume pas100kN/m2.
denined friction
HYDRAULIC CONDUCTIVITY
PROBLEM 1:
The results of a constant head
permeability test for a fine sand and
sample having a diameter of 150 mm
and a length of 150 mm are as follows:
Constant head difference = 40 cm
Time of collection of water = 83 sec
Weight of water collected = 392 g
Find the hydraulic conductivity
a. 0.094 cm/sec b. 0.01 cm/sec
C.
c. 0.005 cm/sec d. 0.86 cm/sec
21
The results of a constant head permeability test for a fine sand are as follows:
Diameter of the sample = 37 cm
Length of sample = 92 cm
Constant head difference = 78 cm
Time of collection = 337 secs
Weight of water collected = 375 grams
Find the seepage velocity in cm/min. if the void ratio is 0.6. Round off to four decimal places.
Chapter 3 Solutions
Principles of Foundation Engineering (MindTap Course List)
Ch. 3 - Prob. 3.1PCh. 3 - Prob. 3.2PCh. 3 - Refer to Figure P3.3. Use Eqs. (3.10) and (3.11)...Ch. 3 - Prob. 3.4PCh. 3 - Prob. 3.5PCh. 3 - Prob. 3.6PCh. 3 - Prob. 3.7PCh. 3 - Prob. 3.8PCh. 3 - Prob. 3.9PCh. 3 - Prob. 3.10P
Ch. 3 - Prob. 3.11PCh. 3 - Following are the standard penetration numbers...Ch. 3 - Prob. 3.13PCh. 3 - Prob. 3.14PCh. 3 - Prob. 3.15PCh. 3 - Prob. 3.16PCh. 3 - Prob. 3.17PCh. 3 - Prob. 3.18PCh. 3 - Prob. 3.19PCh. 3 - Prob. 3.20PCh. 3 - Prob. 3.21PCh. 3 - Prob. 3.22PCh. 3 - Prob. 3.23PCh. 3 - Prob. 3.24PCh. 3 - Prob. 3.25PCh. 3 - Prob. 3.26PCh. 3 - Prob. 3.27P
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- A constant-head test was conducted on a sample of soil 15 cm long and 60 cm^2 in cross-sectional area. The quantity of water collected was 50 cm^3 in 20 seconds under a head difference of 24 cm. if the porosity of the sand is 55 % calculate the seepage velocity in cm/s. a. 1.0 x 10^-1 b. 4.3 x 10^-3 c. 3.47 x 10^-2 d. 2.6 x 10^-6arrow_forwardPROBLEM 2: During a constant-head permeability test on a sand sample, 260 x 10° mm³ of water were collected in 2 minutes. If the sample had a length of 100 mm, a diameter of 40 mm and a maintained head of 200mm. What is its coefficient of permeability? a. 0.769 mm/s b. 0.967 mm/s c. 1.321 mm/s d. 0.862 mm/sarrow_forwardThe results of a constant-head permeability test for a fine sand sample having a diameter of 70 mm and a length of 140 mm are as follows (refer to Figure 7.5):• Constant-head difference = 550 mm• Water collected in 7 min = 450 cm3• Void ratio of sand = 0.8Determine:a. Hydraulic conductivity, k (cm/sec)b. Seepage velocityarrow_forward
- Homeworks 2. The following results were obtained from an oedometer test on a specimen of saturated clay: Pressure (kN/m?) 27 54 107 214 429 214 107 54 Void ratio 1.243 1.217 1.144 1.068 0.994 1.001 1.012 1.024 A layer of this clay 8m thick lies below a 4m depth of sand, the water table being at the surface. The saturated unit weight for both soils is 19kN/m3. A 4m depth of fill of unit weight 21 kN/m3 is placed on the sand over an extensive area. Determine the final settlement due to consolidation of the clay. -1 e -eo 1+e, o'y-o'vo my S = i=larrow_forwardQ3): (A): The result of constant head permeability test for sand sample having a diameter of 100 mm and a length of 200 mm are as follows: Constant head difference= 300 mm, time of collection of water= 3 min, volume of water collected 250 cc. Find the coefficient of permeability for the soil.arrow_forward49. The following data are given for the laboratory sample. o=175 kPa; e = 1.1; +Ao = 300 kPa; e = 0.9 If thickness of the clay specimen is 25 mm, the value of coefficient of volume compressibility is x 10-4 m²/kN A. 3x10-³ m²/kN B. 5x10-6 m²/kN C. 12x10-4 m²/kN D. 7.61×10-4 m²/kNarrow_forward
- Q1/ specimen of the fine-grained soil, 75 mm in diameter and 20 mm thick was tested in an oedometer in a laboratory. At applying pressure (240 kN/m²), the time with dial gauge readings are: Time (min) 0 Settlement (mm) 0 0.25 1 0.22 0.42 Vertical pressure (kPa) 15 Settlement (mm) 0.1 Void ratio 1.88 4 0.6 30 0.11 1.87 9 0.71 16 0.79 And the void ratio and settlement for each load increment is shown in the table below. 60 0.21 1.85 120 1.13 1.72 100 1.04 36 64 0.91 0.86 240 2.17 1.57 480 3.15 1.43 1- Find Coefficient of consolidation in cm²/s using root time and TV90% = 0.848. 2- Find Preconsolidation pressure (oc) and compression index (Cc). Scanned by TapScannerarrow_forwardQuestion 40 The results of a constant head permeability test for a fine sand are as follows: Diameter of the sample = 25 cm Length of sample = 80 cm Constant head difference = 77 cm Time of collection = 388 secs Weight of water collected = 340 grams Find the seepage velocity in cm/min. if the void ratio is 0.49. Round off to four decimal places.arrow_forwardFor a falling-head permeability test, the following values are given: Length of specimen = 200 mm %3D Area of soil specimen = 1000 mm^2 %3D Area of standpipe = 40 mm^2 Head difference at time t = 0 = 500 mm Head difference at timt t 180 seconds = 350 mm %D %3D Determine the hydraulic conductivity of the soil in x10 4 cm secarrow_forward
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