The results of a laboratory consolidation test on a clay specimen are the following. Pressure, r (lb/ft²) 500 1.000 2.000 4.000 8,000 16.000 Total height of specimen at end of consolidation (in.) 0.6947 0.6850 0.6705 0.6520 0.6358 0.6252 Given the initial height of specimen = 0.748 in.. G, = 2.68. mass of dry specimen = 95.2 g. and area of specimen = 4.91 in.²: a. Plot the e-log or curve b. Determine the preconsolidation pressure c. Calculate the compression index, C

The results of a laboratory consolidation test on a clay specimen are the following. Pressure, r (lb/ft²) 500 1.000 2.000 4.000 8,000 16.000 Total height of specimen at end of consolidation (in.) 0.6947 0.6850 0.6705 0.6520 0.6358 0.6252 Given the initial height of specimen = 0.748 in.. G, = 2.68. mass of dry specimen = 95.2 g. and area of specimen = 4.91 in.²: a. Plot the e-log or curve b. Determine the preconsolidation pressure c. Calculate the compression index, C

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter11: Compressibility Of Soil

Section: Chapter Questions

Problem 11.14P

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1. Triaxial compression tests are done on quartzite rocks, the results are shown below. (0₁+03)/2 -964.25 14500 19575 23200 29000 43210 63075 psi (01-03)/2 964.25 14500 18850 21750 26100 35960 48575 psi Comment on the applicability of each of the Mohr-Coulomb, Griffith, and Hoek-Brown criteria for the testing results.
Following are the results of a consolidation test on a sample of undisturbed clay obtained from the field. Pressure ơ' (kN/m²) Final Height of Specimen (mm) 24 10 23.78 20 23.30 50 22.22 100 20.58 200 19.04 400 17.52 800 16.31 17.75 The height of the specimen at the beginning of the test was 24 mm and the area of specimen was 50 cm? volume of specimen was 120 cm³. The mass of dry specimen was 180.4 g. Gs= 2.68. 1. Plot the e-log ơ' curve, 2. Using Casagrande's method, determine the preconsolidation pressure. 3. Calculate the compression index, Cc
2. A series of consolidated, undrained triaxial tests were carried out on specimens of a saturated clay under no backpressure. The test data at failure are summarized: Confining Pressure (kPa) Deviator Stress (kPa) Pore Water Pressure (kPa) 150 192 80 300 341 154 450 504 222 a. Draw the Mohr circles and find the cohesion and friction angles in terms of effective stresses. b. Compute Skempton’s A-parameter at failure for all three specimens. c. Is the soil normally consolidated or overconsolidated? Why? d. Another specimen of the same clay that was consolidated under a cell pressure of 250 kPa was subjected to a consolidated, drained triaxial test. What would be the deviator stress at failure?
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3- Following are the results of a laboratory consolidation test on a sample of undisturbed clay obtained from the field. Final height of specimen (in) Pressure, o' (lb/ft') 1 0.9917 1,000 2,000 4,000 0.9843 0.956 0.9142 8,000 0.8685 16,000 0.8228 32.000 The height of the specimen at the beginning of the test was 1.0 inch, and the diameter was 2.5 inches. The moist specimen weighed 0.31 lb and the water content was determined to be 19%. Estimate the compression index and the preconsolidation pressure from the e-log o' curve. (Plot in Excel) Given: Gs = 2.7.
A rock core sample with a diameter of 47.6 mm and a length of 11.21 cm is loaded in uniaxial compressionThe difference in length and diameter recorded during testing are respectively 0.36 mm and 0.044mm for anaxial stress of 78 MPaCalculate the Elastic modulus (GPa) and Poison's ratio tor that rock snecimen.?
10.9 A consolidation test on a sample of clay produced the following data: o:' (kPa) 8 16 32 64 128 256 512 1024 16 0.032 0.041 0.051 0.069 0.109 0.173 0.240 0.301 0.220 The initial void ratio of the sample was 1.21, and Ozo at the sample depth was 40 kPa. (a) Plot these data on an arithmetic diagram similar to that in Figure 10.10(a) (b) Plot these data on a semilogarithmic diagram similar to that in Figure 10.10(b). (c) Using Casagrande's method, find oc (d) Using Schmertmann's method, adjust the test results. (e) Determine Ccand Cr.
Q # 2. The following are the results of a consolidation test on a sample of a clayey soil. Pressure, o'(kN/m²) e 1.116 25 1.108 50 1.055 100 0.962 200 0.845 400 0.755 800 0.65 1600 0.658 800 0.675 400 0.685 200 Plot the e, log o' curve. b. Using Casagrande's method, determine the preconsolidation pressure. c. Calculate the compression index, Ce, and the ratio of Cy/Cc. a. Note: Use excel for calculation and drawing. Discuss the details in your own words.)
• Soil specimen diameter, D = 18 cm Elevation of water in upper-most piezometer, h = 181cmk Elevation of water in lowest piezometer h2 =116.6cm Distance between the measuring pointsL = 33.4 cm
On close investigation of a sample it was found to be in three layers 20mm, 60mm, and 40mm. The permeability of these layers are 3x10-³mm/sec, 5x10-4mm/sec, and 17x10-4mm/sec respectively. Find kH kyi H, +kµz ·H, +kµ3 H; +…+ k, · H, H
k Il.pdf 1C:/Users/YONAST%20TSIGHE/Downloads/BYG504%20G%20Geoteknikk%20|l.pdf Water content of a saturated soil sample A at a mean effective stress of 50 kPa is 85%. Under a standard CD test, sample A was iso-tropically consolidated to a mean effective stress of 400 kPa, the water content was 65% at the end of the consolidation. It was then iso- tropically unloaded to a mean effective stress of 300 kPa, its water content increased by 1%. a) Calculate 2 and K, and try to draw the initial yield surface and critical state line in a p', q coordinate if o'cs= 30°; if a standard CD test was continued by keeping the o: and o: pressure constant while increasing the axial stress ơi, predict stresses p'y and qy at initial yielding, and its elastic volumetric strain and plastic volumetric strain. b) After this initial yield, a stress path Ag/Ap=2 is continued in a drained condition, predict the volumetric elastic and plastic strain increment when mean stress p' was increased by 50 kPa along this…
In a site consisting of normally consolidated clean sands,the water table is at 10 ft depth. The average unit weight ofthe sand above and below the water table is 111.5 lb/ft3 and125.0 lb/ft3, respectively. At a 25 ft depth, N60 was reportedas 26. Determine the following:a. (N1)60 using Liao and Whitman’s (1986) equation for CNb. Dr using Skempton’s (1986) correlation c. Friction angle using Schmertmann’s (1975) correlationd. Modulus of elasticity using Kulhawy and Mayne’s (1990)correlation