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 11, Problem 11.5P
(a)
To determine
Plot the
(b)
To determine
Calculate the preconsolidation pressure.
(c)
To determine
Calculate the compression index.
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Organic soils are typically characterized by high void ratio, low specific gravity, and high compressibility.
Following are the results of a consolidation test on a sample of organic soil obtained from southwest Florida.
Pressure, o' (kN/m²)
Change In dlal reading, AH (mm)
0.284
0.150
12
24
0.315
48
0.564
100
0.823
200
2.25
400
5.34
Given that the initial height of the specimen= 20.6 mm, mass of dry specimen = 12 g, area of specimen =
31.67 cm², and Gs = 2.49,
d. Plot the e-log o' curve.
Determine the pre-consolidation
Calculate the compression index, Cc.
е.
pressure.
f.
11.4 Organic soils are typically characterized by high void ratio, low specific gravity,
and high compressibility. Following are the results of a consolidation test on a
sample of organic soil obtained from southwest Florida.
Pressure, o' (kN/m²)
Change in dial reading, AH (mm)
0.284
12
0.150
24
0.315
48
0.564
100
0.823
200
2.25
400
5.34
Given that the initial height of the specimen
12 g, area of specimen
a. Plot the e-log ơ' curve.
b. Determine the preconsolidation pressure.
c. Calculate the compression index, C..
= 20.6 mm, mass of dry specimen
= 2.49,
= 31.67 cm?, and G,
© Cengage Learning 2014
Organic soils are typically characterized by high void ratio, low specific gravity,
and high compressibility. Following are the results of a consolidation test on a
sample of organic soil obtained from southwest Florida.
Pressure, o' (kN/m) Change in dial reading, AH (mm)
0.242
12
0.201
24
0.317
48
0.552
100
0782
200
2.193
400
4.429
Given that the initial height of the specimen = 20.6 mm, mass of dry specimen
12 g, area of specimen = 31.67 cm², and G, = 2.49,
a. Plot the e-log o' curve.
b. Determine the preconsolidation pressure.
c. Calculate the compression index, C
Congage Learning 2014
Chapter 11 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
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- Part #2 Effective Stress (kPa) Void Ratio (%) The following are the results of laboratory consolidation test conducted on clayey soil sample. Determine, graphically, the compression and recompression indices, Cc, C, of this soil. Using Casagrande's method, determine graphically the preconsolidation pressure. 0.891 54 0.866 107 0.841 214 0.802 429 0.737 858 0.653 1716 0.560 3432 0.467arrow_forwardPlease show work and help me!!arrow_forward11.4 Organic soils are typically characterized by high void ratio, low specific gravity, and high compressibility. Following are the results of a consolidation test on a sample of organic soil obtained from southwest Florida. Pressure, o' (kN/m²) Change In dial reading, AH (mm) 6 0.284 12 0.150 24 0.315 48 0.564 100 0.823 200 2.25 400 5.34 20.6 mm, mass of dry specimen Given that the initial height of the specimen 12 g, area of specimen = 31.67 cm?, and G, = 2.49, a. Plot the e-log o' curve. b. Determine the preconsolidation pressure. c. Calculate the compression index, Ce Cerpage learring 2014arrow_forward
- The total volume of a soil specimen is 80,000 mm^3 and has a mass of 152 g. the dry mass of the specimen is 122g, and the density of the soil is 2.65 Mg/m^3. Compute the following index properties: (a) e; (b) n; (c) S; (d) ρt; and (e) ρd. Include phase diagrams.arrow_forwardQuestion 8 (1) - Oedometer test What are the boundary conditions applied to a soil sample tested in an Oedometer? Z H a) Pore water pressure at z = H (top of the sample) is PH = Yw. H b) Ez = Ex c) &z=&v (₂ is the volumetric strain of the sample) d) At time t=0, 4p = 0arrow_forwardPart #2 The following are the results of laboratory consolidation test conducted on clayey soil sample. Determine, graphically, the compression and recompression indices, Cc, Cr of this soil. Using Casagrande's method, determine graphically the preconsolidation pressure. Effective Stress (kPa) Void Ratio (%) 27 1.24 1.21 1.15 1.08 0.99 1.00 1.01 1.02 54 107 214 429 214 107 54arrow_forward
- 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.arrow_forward5. please answer correctly and show solutionsarrow_forwardSolve correctly otherwise skip itarrow_forward
- Homarrow_forward(From Chapter 7) 6. A sample of normally consolidated clay was obtained by a Shelby tube sampler from the midheight of a normally consolidated clay layer (see Figure 7-34). A consolidation test was conducted on a portion of this sample, the results of which are given as follows: FIGURE 7-34 Water Table 9 ft. square Sand and Gravel Unit Weight = 120 lb/ft³ Normally Consolidated Clay Unit Weight = 103 lb/ft³ Gravel and Sand Unit Weight = 125 lb/ft³ p (tons/ft²) 0.250 0.500 1.00 2.00 4.00 8.00 16.00 e Elevation 100 ft 1.72 1.70 1.64 1.51 1.34 1.15 0.95 Elevation 94 ft 1. Natural (initial) void ratio of the clay existing in the field (eo) = 1.80. 2. Pressure-void ratio relationships are as follows: Elevation 85 ft Elevation 76 ft A footing is to be constructed 6 ft below ground surface, as shown in Figure 7-34. The base of the footing is 9 ft by 9 ft, and it carries a total load of 200 tons, which includes the column load, weight of footing, and weight of soil surcharge on the footing. a.…arrow_forwardFollowing are the results of a laboratory consolidation test on a soil sample: dry mass of soil = 128 gm, specific gravity = 2.75, and area of the sample = 30.68 cm2. Tabulate the value of void ratio of soil sample after each consolidation.arrow_forward
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