4. A site associated with an excavation project is underlain by a 6m thick sand layer with unit weights = 18 and 20 kN/m³.Below the sand layer lies a 6m thick clay layer with unit weights = 19 and 22 kN/m³, void ratio = 1.3. The water table islocated at the ground surface. Rock lies below the clay layer. The consolidation parameters obtained from testing a sampleobtained from a depth of 9m (point A) are: coefficient of consolidation = 0.015 m²/day, compression index = 0.3,recompression index = 0.02, and overconsolidation ratio = 5. A dewatering operation will cause the water table to drop 5mand remain there throughout the project. (a) Calculate the vertical effective stress at point A before dewatering place.(b) Calculate the average degree of consolidation of the clay layer 100 days after the onset of dewatering. your workand circle your answer.takesShow

Time factor T is calculated as ;where ;Cv = Coefficient of consolidation = 0.015m3 /dayt = time =…

4. A site associated with an excavatic Below the sand layer lies a 6m thick located at the ground surface. Rock obtained from a depth of 9m (poi recompression index = 0.02, and ove and remain there throughout the pro (b) Calculate the average degree of c

4. A site associated with an excavatic Below the sand layer lies a 6m thick located at the ground surface. Rock obtained from a depth of 9m (poi recompression index = 0.02, and ove and remain there throughout the pro (b) Calculate the average degree of c

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter9: Consolidation

Section: Chapter Questions

Problem 9.14P

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Concept explainers

Sediment transport

Sediment transport or Soil transport is the movement of solid particles, usually due to the combination of gravitational forces acting on the sediment, and the movement of the liquid at which the sediment enters. Soil erosion occurs in natural systems where the particles are sandstones (sand, rocks), mud, or clay; the liquid is air, water, or ice; and the gravitational force that works to move particles to the landing surface. Sediment transportation or soil migration due to the movement of liquids occurs in rivers, lakes, lakes, oceans, and other bodies of water as a result of currents and waves. Transportation is also caused by glaciers as they flow, and to places on earth under the influence of wind. Soil erosion due to gravity alone is possible in most sloping areas, including hills, scarves, cliffs, and the continental shelf — the continental boundary of the slope.

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4. A site associated with an excavation project is underlain by a 6m thick sand layer with unit weights = 18 and 20 kN/m³.
Below the sand layer lies a 6m thick clay layer with unit weights = 19 and 22 kN/m³, void ratio = 1.3. The water table is
located at the ground surface. Rock lies below the clay layer. The consolidation parameters obtained from testing a sample
obtained from a depth of 9m (point A) are: coefficient of consolidation = 0.015 m²/day, compression index = 0.3,
recompression index = 0.02, and overconsolidation ratio = 5. A dewatering operation will cause the water table to drop 5m
and remain there throughout the project. (a) Calculate the vertical effective stress at point A before dewatering place.
(b) Calculate the average degree of consolidation of the clay layer 100 days after the onset of dewatering. your work
and circle your answer.
takes
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4. In a consolidated-drained triaxial test on a clay that is normally consolidated, the results are as follows: O3 = 15 lb/in 2 (Aoa)f = 11 lb/in? (Aua)f = 7.2 lb/in? a) Determine the consolidated-undrained friction angle. %3D b) Calculate the drained friction angle.
11.11 An undisturbed clay has a preconsolidation pressure of 100 kN/m. A laboratory consolidation tests yield the following data: o' (kN/m?) e 0.92 0.77 150 300 Determine the void ratio that corresponds to a pressure of 450 kN/m?. DCengage Learing 2014
In the laboratory test on a clay sample of thickness 25mm, drained at top only, 50% consolidation occurred in 11 minutes. Assume = 0.197, T = 0.405. Find the time required for the corresponding clay layer in the field of 3m thick and drained at top and bottom to undergo 50% consolidation. Also, find the time required to undergo 70% consolidation. TE %3D 70 50
8. For a normally consolidated clay specimen, the results of a drained triaxial test are as follows: Chamber-confining pressure = 125 kN/m? Deviator stress at failure = 175 kN/m? %3D Determine the soil friction angle, o'
4. The construction of a 10m x 10m square water tank in a residential neighbourhood has been planned. As indicated in Figure below, a 6m thick soft clay layer was discovered between sand layers during site exploration. For laboratory studies, an undisturbed soil sample was obtained in the middle of the soft clay layer. The findings of the laboratory consolidation test are listed below. Pressure, o' (kN/m2) | 25 50 100 200 400 800 Void Ratio, e 1.28 1.26 1.22 1.14 1.05 0.95 i. Find the preconsolidation pressure (o'c), Virgin, and Laboratory Compression Index using the information above (Cc). Find the primary consolidation settlements that will occur at the water tank's centre due to compression of the soft clay layer ii. 10 m Load = 18,000 kN Ground Level 1 m Ground water level Dense Sand, y= 20 kN/m³ 2 m Soft Clay Kat = 16 kN/m³ ; eo= 1.38 Cc = graph? ; Cs =Cc; o' = graph? 6 m %3D %3! Very Dense Sand
Table 1 given below presents the results of a conventional oedometer consolidation test conducted on a saturated clay sample with an initial height (thickness) and void ratio of H, = 20 mm and e, = 0.866, respectively. (a) Plot the consolidation curve in the semi-logarithmic space of void ratio and effective stress (or e-logo'). Determine the compression index C., recompression index C, and swell/rebound index C,. (b) Determine the past maximum effective stress (or pre-consolidation pressure) using the (maximum curvature) graphical method. (c) Determine the coefficient of compressibility m, for each of the loading/unloading stages. (d) Using the data provided in Table 2, which shows the relationship between displacement and time for the loading stage 160 kPa → 320 kPa, determine the coefficient of consolidation C, (using both methods discussed in the class) and the coefficient of permeability k for this loading stage. Table 2 Time, t (min) | Displacement, d (mm) Table 1 0.389 0.10…
sample of normally consolidated clay was subjected to a consolidated undrained triaxial compression st that was carried out until the specimen failed at a deviator stress of 50 kN/m?. The pore water pressure at failure was recorded to be 20 kN/m? and confining pressure of 50 kN/m² was used in the test. Determine the consolidated undrained friction angle o and drained friction angle ¢cn: CD си
Give the correct option In a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 lb/in2 and friction angle is 21°. Calculate the effective confining pressure at failure?a) 21 lb/in2 b) 22.2 lb/in2 c) 25.4 lb/in 2 d) 17.9 lb/in2
17. The results of a consolidated drained test for a normally consolidated clay were as follows: chamber confining pressure = 300 Kpa and deviator stress = 400 KPa a. Compute the angle of friction of the clay sample b. Compute the shear stress at failure plane c. Compute the normal stress on the plane of maximum shear.
b. If c, = 2.05 × 10-3 in./sec, determine k in ft/sec corresponding to the average void ratio within the pressure range. 11.17 The time for 75% consolidation of a 25-mm clay specimen (drained at top and bottom) in the laboratory is 22 minutes. How long will it take for a 6-m thick clay layer in the field to undergo 55% consolidation under the same pressure increment? In the field, there is a rock layer at the bottom of the clay.
A consolidated-undrained test on a normally consolidate clay yield the following results: Confining Pressure = 160 KPa; Deviator Stress = 182 KPa; Pore Pressure = 73 KPa. Calculate the consolidated undrained friction angle.
A pipe of 1.2 m diameter was provided in a reservoir to act as an outlet. Due to disuse, it was buried and completely clogged up for some length by sediment. Measurements indicated the presence of fine sand (K, 10 m/day) deposit for a length of 100 m, at the upstream end and of coarse sand (K, = 50 m/day) at the downstream end for a length of 50 m. In between these two layers the presence of silty sand (K3=0.10 m/day) for some length is identified. For a head difference of 20 m on either side of the clogged length the seepage discharge is found to be 0.8 m³/day. Estimate the length of the pipe filled up by silty sand.