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 4, Problem 4.8P
To determine
Find the liquid limit value by the one-point method.
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Refer to the constant-head permeability test arrangement in a two-layered soil as shown in Figure 8.2. During the test, it was seen that when a constant head of h1= 200 mm was maintained, the magnitude of h2 was 80 mm. If k1is 0.004 cm/sec, determine the value of k2 given H1 = 100 mm and H2 = 150 mm.
A sample coarse grained soil is 50mm. In diameter and 150mm long was tested in a constant-head apparatus. The soil sample was prepared at a void ratio of 1.5. The total head was kept constant at 300mm and the amount of water is collected in 4 sec. was 50cm^3. The test temperature was 22°Ca.) Compute the temperature correction factor.b.) Compute the corrected coefficient of permeability in cm/sec.
c.) Compute the interstitial velocity.
A sample coarse grained soil is 60mm. In diameter and 150mm long was tested in a constant-head apparatus. The saturated soil sample was prepared at a moisture content 40%, specific gravity =2.61. The total head was kept constant at 250mm and the amount of water is collected in 4 sec. was 50cm^3. The test temperature was 30°C
a.) Compute the temperature correction factor. _________
b.) Compute the corrected coefficient of permeability in cm/sec _________
c.) Compute the interstitial velocity in cm/s _________
Chapter 4 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
Ch. 4 - During Atterberg limit tests in the soil mechanics...Ch. 4 - Prob. 4.2PCh. 4 - Prob. 4.3PCh. 4 - Results from a liquid limit test conducted on a...Ch. 4 - The following data were obtained by conducting...Ch. 4 - Refer to the soil in Problem 4.5. Using the...Ch. 4 - Following results are obtained for a liquid limit...Ch. 4 - Prob. 4.8PCh. 4 - Prob. 4.9PCh. 4 - Prob. 4.10P
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- A fine-grained (silty-clay) soil is required for the core of a rockfill dam. The permeability tests are performed on two types of soil. The diameter (D) of the specimen was 8 cm, length (L) between the measuring points was 15 cm. the following table shows the recorded data during the test for both the soils. Soil A B Head difference, h (cm) 12 15 Volume of water, V (cm3) 10 8 Time, t (sec) 300 350 Compute the hydraulic conductivity (k) by applying Darcy’s Law and select the best soil. Give reasons for the answer.arrow_forwardplease solve B only. subject: geotechnical Engineering A sample coarse grained soil is 50mm. In diameter and 150mm long was tested in a constant-head apparatus. The soil sample was prepared at a void ratio of 1.5. The total head was kept constant at 300mm and the amount of water is collected in 4 sec. was 50cm^3. The test temperature was 22°Ca.) Compute the temperature correction factor.b.) Compute the corrected coefficient of permeability in cm/sec. c.) Compute the interstitial velocity.arrow_forwardA constant-head test was conducted on a sample of soil 15 cm long and 60 cm2 in cross-sectional area. The quantity of water collected was 50cm3 in 20 seconds under a head difference of 24 cm. Calculate the hydraulic conductivity. If the porosity of the sand is 55%, calculate the average velocity and the seepage velocity. Estimate the’ hydraulic conductivity of a similar soil with a porosity of 35% from the results of this test.arrow_forward
- A clay sample was consolidated in a triaxial cell under a backpressure of 50 kPa and cell pressure of 150 kPa. The drainage valve was then closed and the cell pressure was increased to 200 kPa when the pore pressure increased to 98 kPa. What is Skempton’s B-parameter? The above sample was then subjected to a vertical deviator stress, which was increased from zero under undrained conditions. The sample failed when the pore water pressure was 160 kPa and the deviator stress was 70 kPa. What is Skempton’s A-parameter at failure? Assuming the clay is normally consolidated, find the friction angle in terms of effective stresses.arrow_forward****PROVIDE STEP BY STEP SOLUTION SOLVING H1 AND H2 VALUES in part B***** A constant head permeability test is performed on soil that is 2 cm x 2 cm square, and 2.5cm long. The head difference applied during the test is 20 cm and 7 cm3 is collected over a time of 100 sec. Provide step by step solution. a) Compute the permeability based on these test conditions and results. b) A falling head test is conducted on the same soil specimen at the same time (t1 – t2 = 100 sec), and the standpipe diameter is 0.8 cm. If the average head during the test should be 18 cm, what are h1 and h2 values, provide step by step solution solving h1 and h2 values.arrow_forwardFrom the constant head permeability test arrangement shown, the following values are given: Void ratio of specimen = 0.46 Length of Soil Sample = 450mm Constant head difference = 700mm Water collected in a period of 3 min = 0.000354 m3 Cross-sectional Area of Soil Sample = 0.00226 m2 Determine the coefficient permeability in m/hour (Ans: 2.102 m/hr) Compute the discharge of velocity in m/min. (Ans: 0.052 m/min) Compute the seepage velocity in m/min. (Ans: 0.165 m/min)arrow_forward
- The results of a constant-head permeability test for a fine sand sample having a diameter of 150 mm and a length of 300 mm are as follows • Constant-head difference = 500 mm • Water collected in 5 min = 350 cm3 • Void ratio of sand = 0.61 Determine: a. Hydraulic conductivity, k (cm/sec) b. Seepage velocityarrow_forwardconsider a layer of clay that can be drained at the top and bottom. For the case where the initial constant cavity water pressure is applied to the sample and the dimensionless time factor is 0.4, obtain the degree of solidification in the ratio of depth to total height equal to 0.4.arrow_forwardA constant-head permeability test is performed, and the information below indicates the test conditions and results. From the given data, provide a sketch representing the test arrangement, and calculate the value for the coefficient of permeability. On the basis of the computed value for khyd, indicate the probable soil type. Water flows horizontally through the soil sample. The height of the reservoir supply source is 2 m above the elevation of the outlet reservoir. The soil sample length in the direction of water flow is 200 mm. . The cross-sectional area of the soil sample is 1,950 mm2. The measured volume of flow for the steadystate condition is 500 ml in a 10-minute time period (note 1 ml = 1,000 mm3).arrow_forward
- Experimental data for clay specimen obtained initial values of e1 = 1.12 and P1 = 90 kPa, and final values of e2 = 0.90 and P2 = 460 kPa Estimate the liquid limit of the clay specimenarrow_forwardA normally consolidated clay sample is subjected to a tri-axial test where pore water measurements are made. A consolidated-undrained type of test is performed. The sample fails when the total all-around confining pressure reaches 104 kPa and the total axial pressure is 308 kPa. During the drained condition, the drained friciton angle is 53.56°. Determine the pore water pressure (in kPa) measured during the test.arrow_forwardA constant head permeability test was performed on a 40 cm² (cross sectional area) soil sample. The length of the sample was 5 cm, and a 20 cm head difference was applied during testing. If 10 cm³ of water was collected over 60 sec, calculate the coefficient of permeability of the soil. (b) In a falling head permeability test, the head fell from 52 to 25 cm, in 3 minutes. The cross-sectional area of the soil sample is 80 cm²,and the length was 8 cm. If the area of the standpipe was 0.5 cm², compute the coefficient of permeability of the soil.arrow_forward
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