Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 11, Problem 11.10CTP
(a)
To determine
Find the time factor,
(b)
To determine
Plot the excess pore water pressure
(c)
To determine
Find the average value of
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a. Determine the equivalent horizontal coefficient of permeability
b. Determine the equivalent vertical coefficient of permeability
Compute geostatic stress at point A
y= 15.0 kN/m³
V
Y= 16.8 kN/m³
Y= 17.2 kN/m³
2.0 m
2.5 m
3.6 m
10.9 m
SC
1.6 m
B
SM
Silty sand
CL
Clay
Water flows at a rate of 0.09 m3/s upward through a sand sample with a coefficient of permeability of 27 cm/s. The thickness of the soil is 0.24 m and the area is 0.54 sq. m. Saturated unit weight is 18.9 kN/m3.
a) Determine the hydraulic gradient (Ans. 0.617)
b) Compute the effective stress at the middle of the sample (Ans. 354 N/m2)
c) Compute the effective stress at the bottom of the sample. (Ans. 728 N/m2)
Chapter 11 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
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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 layer 5 m thick has double drainage. It was consolidated under a load of 127.5 kN/m2. The load is increased to 197.5 kN/m2. The coefficient of volume compressibility is 5.79 × 10^–4 m2/Kn and value of k = 1.6 × 10^–8 m/min. Find settlement in cm at 50% consolidation. a.25.78 b.10.32 c.32.56 d.20.27arrow_forwardExample 22 a For a normally consolidated clay (c' = 0) these are the results for a consolidated drained triaxial test Chamber pressure = 104 kN/m² Deviator stress at failure = 125 kN/m² a) Find the angle of friction, ' (Answer: 22) b) Determine the angle 9 that failure plane makes with the major principle plan (Answer: 56) TOI-OHOMAI Institute of Technology Example 3 The equation of effective stress failure envelope for normally consolidated clayey soil is Tf = o'tan 27 A drained triaxial test was conducted with the same soil at the chamber confining pressure of 100 kN/m². Calculate the deviator stress at failure (Answer: 166.3 kN/m²)arrow_forwardA)Plot graphically all the vertical stresses, pore water and effective vertical stresses throughout the depth. B)How would the effective vertical stress value at the midpoint of the clay layer change if the groundwater level increased 2 m? (g = 10 m / s2)arrow_forward
- It is important to me please solve both a and b urgent.... Thank youarrow_forwardFigure Q1(c) shows the soil profile with groundwater table is 6 m from thesurface impermeable layer. Calculate the total stress, pore water pressureand effectives tress at points D.arrow_forwardi need the answer quicklyarrow_forward
- Refer to Figure P4.26. Estimate the equivalent permeability (cm/sec) for flow in the horizontal direction. Also calculate the ratio of Ky (eq)/ kH(eq). on paper if possible.arrow_forwardSolve the following problems using the figure. 1. Calculate the ultimate settlement of the clay layer. 2. Calculate the excess pore pressure (ue) and the effective stress at the midpoint of the clay layer after 3 years. 10' Fill, y = 118b/³ Sand, y 109 lb/ft³ Sand, Ysat 114 lb/ft³ eo = 1.1 Cc = 0.25 C₁ = 7 ft²/yr C₁ = 0.06 clay 14' N.C Ysat = 122 lb/ft³ sand 8. For the previous problem, report the predicted settlement after 365 days. 3. Create a plot (or plots) in a spreadsheet showing the hydrostatic pressure in the clay with depth and the excess pore pressure (ue) with depth after 3 years and the combined pore pressure after 3 years. (This is similar to an example worked in class) 4. Calculate the average percentage of consolidation (U%) for the clay layer after 3 years. 5. How long will it take for 80% of the ultimate settlement of the clay layer to take place? 6. Assume thin layers of drainable sand are present every two feet within the clay so it is actually five clay layers that…arrow_forwardسويل In the figure below if h,=3 m: h2=2.8 m; q=500 kN/m? 9- KN/m? (net stress increase) AVAVAV Sand y= 15.7 kN/m 1.5 m Groundwater Table BxL= 1.5 m x 3.0 m him Sand Yat= 16.5 kN/m Clay Yaa= 16 kN/m e, = 0.68 C. = 0.25 C, = 0.06 h2 Please fill in the blank with only one digit and no units like this 123.4 A) if the drainage in the clay layer is single drainage, resulted in 90% primary consolidation in 120 days. Find the coefficient of consolidation in cm/day. 554.0 B) If c, =621 cm/day, and the tool settlement is 30 cm, How long (in days) will it take for the clay layer in the field to reach 11 cm consolidation? 13.3 •.. المزيدarrow_forward
- PROBLEM The results of two triaxial shear tests on CH clay whose plasticity index is 50, unit weight 20kN/m³ are given below. Determine the shearing resistance of this clay at a depth of 15m by assuming (a) the clay is normally loaded(NL); and then (b) clay is overconsolidated(oC) TEST No 1 2 CELL PRESSURE(03)kPa 100 200 DEVIATOR STRESS (oa) 120 145arrow_forwardPlease answer only part carrow_forwardQ.4) Determine and plot the variations of total and vertical stresses and pore water pressure with depth for the soil profile shown in Fig. 2. A E 0.0 G.SL Gravelly Sand Y=17.8 kN/m3 E - 4.0 m W.TL Y= 18.5 kN/m3 E - 6.0 m Sand YF 19.5 kN/m3 E - 10.0 m ....... Sandy Gravel A19.0kN m E - 15.0 m Fig. 2arrow_forward
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