Principles of Foundation Engineering, SI Edition
8th Edition
ISBN: 9781305446298
Author: Braja M. Das
Publisher: Cengage Learning US
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Chapter 2, Problem 2.14P
To determine
Calculate the consolidation settlement.
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Students have asked these similar questions
In a normally consolidated clay specimen, the following
data are given from the laboratory consolidation test.
e₁ = 1.10
σ= 65.0 kN/m²
€₂ = 0.85
o₂ = 240.0 kN/m²
a. Find the compression index C.
b. What will be the void ratio when the next pressure incre-
ment raises the pressure to 460.0 kN/m²?
Refer to the soil profile shown in figure below. A laboratory consolidation test on the clay gave
the results:
o'c = 100 kPa
Cc = 0.4
Cs = 0.2Cc
If the average effective stress on the clay layer increases by 60 kN/m², what would be the total
consolidation settlement in cm.
Dry sand; e = 0.55 G,= 2.66:
Sand G₂ = 2.66 e = 0.48.
Clay w 34.78% G₂ = 2.74
Rock
1.5 m.
5 m
Water table;
Evaluate the plastic settlement, in
meter(s) on a layer of plastic clay
due to an increase of pressure
caused by loads above it under
the ff. conditions:
Initial intergranular pressure (ơ) =
200 kPa
Increase in intergranular pressure
(delta o) = 150 kPa
Thickness of the clay layer = 10m
Coefficient of consolidation (Cc) =
0.315
Void ratio of the clay (e) = 1.5
%3D
%3D
%3D
Chapter 2 Solutions
Principles of Foundation Engineering, SI Edition
Ch. 2 - Prob. 2.1PCh. 2 - Prob. 2.2PCh. 2 - Prob. 2.3PCh. 2 - Prob. 2.4PCh. 2 - Prob. 2.5PCh. 2 - Prob. 2.6PCh. 2 - Prob. 2.7PCh. 2 - Prob. 2.8PCh. 2 - Prob. 2.9PCh. 2 - Prob. 2.10P
Ch. 2 - Prob. 2.11PCh. 2 - Prob. 2.12PCh. 2 - Prob. 2.13PCh. 2 - Prob. 2.14PCh. 2 - Prob. 2.15PCh. 2 - For a normally consolidated soil, the following is...Ch. 2 - Prob. 2.17PCh. 2 - Prob. 2.18PCh. 2 - Prob. 2.19PCh. 2 - Prob. 2.20PCh. 2 - Prob. 2.21PCh. 2 - Prob. 2.22PCh. 2 - Prob. 2.23PCh. 2 - Prob. 2.24PCh. 2 - Prob. 2.25PCh. 2 - Prob. 2.26PCh. 2 - Prob. 2.27P
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Need a deep-dive on the concept behind this application? Look no further. Learn more about this topic, civil-engineering and related others by exploring similar questions and additional content below.Similar questions
- A clay specimen with drained shear strength parameters of c'=5 kPa and Φ=320 is consolidated under all around pressure of 140 kPa.The specimen was then loaded axially to failure under undrained condition and failed when the principal stress diffrences reached 60 kPa.Calculate the pore pressure(u) and the pore pressure coefficient D(=A*B=Δu/Δσv) of the clay.arrow_forwardRefer to the soil profile shown in Figure P2.12. The clay is normally consolidated. A laboratory consolidation test on the clay gave the results: If the average effective stress on the clay layer increase by 50 kN/m2.a. What would be the total consolidation settlement?b. If Cv = 9.36 x 10-4 cm2/sec, how long will it take for half the consolidation settlement to take place?arrow_forward5- The shear strength of a normally consolidated clay can be given by the equation tf o'tan 27°. Following are the results of a consolidated-undrained test on the clay. • Chamber-confining pressure = 3,130 lb/ft² Deviator stress at failure = 2,510 lb/ft² a) Determine the consolidated-undrained friction angle b) Pore-water pressure developed in the specimen at failurearrow_forward
- A consolidated-drained triaxial test on a sand yields the results:All-around confining pressure = σ3 = 30 lb/in2Added axial stress at failure = Δσ = 96 lb/in2Determine the shear stress parameters (i.e., Φ' and c')arrow_forward2. The shear strength of a normally consolidated clay can be given by the equation t = ơ' tan 28°. A consolidated-undrained test was conducted on the clay. Following are the results of the test. Chamber confining pressure = 105 KN/m? Deviator stress at failure = 97 KN/m² a. Compute the pore water pressure developed in the clay specimen at failure. b. Compute the consolidated-undrained friction angle 4. What would have been the deviator stress at failure if a drained test had been conducted with the same chamber confining pressure that is o3= 105 KN/m? C.arrow_forwardAn oedometer test on a saturated clay soil gave the following results: Cc = 0.2 and Cs = 0.04. The in-situ vertical effective stress in the field is 130 kPa. A building foundation will increase the vertical stress in the center of the clay by 150 kPa. The thickness of the clay layer is 2 m and its water content is 28%. Calculate the primary consolidation settlement of the clay layer in the field if: a). OCR = 4.5; b). OCR = 1.5.arrow_forward
- 9.18 Fig. P9.18 shows the soil profile at a site for a proposed office building. It is expected that the vertical stress at the top of the clay will increase by 150 kPa and at the bottom by 90 kPa. Assuming a linear stress distribution within the clay, calculate the consolidation settlement. [ Hint: You should divide the clay into five equal layers, compute the settlement for each layer, and then find the total settlement.] Groundwater level is at the top of the clay layer. An oedometer test on a sample of the clay revealed that the time for 90% consolidation on a 20 mm thick sample occurred in 40 minutes. The sample was drained on the upper and lower boundaries. How long will it take for 50% consolidation to occur in the field? w = 23% 5 m S = 90% Sand w = 40% 10 m C=0.3 OCR = 1 Clay Impervious rock FIGURE P9.18arrow_forwardQuestion-3: (a) In a consolidated drained triaxial test, a specimen of saturated sand failed under an deviator stress of 250 kN/m², when the cell pressure was 100 kN/m². i. Illustrate by drawing the Mohr circle for the failure stress condition. Solve for ø' and the theoretical inclination of the failure plane to the ii. horizontal. iii. failure. iv. Solve for the shear stress on the failure plane and maximum shear stress at Solve for factor of safety with respect to shear strength on the plane of maximum shear stress?arrow_forwardA sample was obtained from point A in the submerged clay layer shown below. It was determined that it had a w = 54%, and a G, = 2.78. What is the effective vertical stress at A? ▼ water Saturated clay h₁ = 25 m h, = 15 marrow_forward
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