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 long embankment 30 m wide is to be built on ground. The net vertical pressure applied by the embankment (assumed to be uniformly distributed) is 90kpa. The soil profile and stress distribution beneath the center of the embankment is also shown. The value of mv for the upper clay is 0.35m2/MN, and for the lower clay mv=0.13m2/MN. Tthe permeabilities of the cllays are 10-10m/s and 10-11m/s for the upper and lower soil respectively. Determine the final settlement under the center of the embankment due to consolidation
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- 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 stratum of normally consolidated clay of thickness 10 ft is drained on one side only. It has a hydraulic conductivity of h = 1.863 x 10^-8 in/sec and a coefficient of volume compressibility mv = 8.6 x 10^-4 in2/lb. Determine the time required for 20% consolidation by assuming a uniformly distributed load of 5250 lb/ft2. a.8.72 days b.157.50 days c.6.982 days d.125.64 daysarrow_forward
- Solve 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_forward3. (a) Explain the principle of effective stress and its importance in geotechnical engineering. (b) A sand stratum 6.0 m deep is overlaying a 8.0 m clay stratum. The ground water table is located at a depth of 2.0 m below the ground surface. The bulk unit weight above the water table is 18.68 kN/m³. The saturated unit weight for the sand is 20.31 kN/m³ and the saturated unit weight for the sand is 16.57 kN/m³. Consider the unit weight of water as 9.81 kN/m³. Calculate the effective stress at the centre of the clay layer. 2 m 6 m Sand 8 m Clay (c) The water table is located at a depth of 3.0 m below the ground surface in a deposit of sand 11.0 m thick. The sand is saturated above the water table. The saturated unit weight of the sand is 20 kN/m³. Consider the unit weight of water as 9.81 kN/m³. Calculate the (a) the total stress, (b) the pore water pressure and (c) the effective stress at depths 0, 3, 7, and 11 m from the ground surface, and draw the pressure distribution diagram.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
- Q.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_forwardA layered soil is shown with the corresponding values of K1, K2 and K3. Compute the equivalent vertical coefficient of permeability. Hj=3m Kj=2x10 cm/s H2=4m K2=3.2x10²cm/s H=12m H3=5m · K3=4.1x10*cm/s Select one: a. 0.00439 cm/s b. 0.000934 cm/s c. 0.000349 cm/s d. 0.000439 cm/sarrow_forwardPROBLEM 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_forward
- For a normally consolidated insensitive clay ∅_CD = 30°. Deviator stress at failure of the same soil is 250 kN/m2 in CU test. If Skempton’s A-parameter at failure is 0.62, find out the confining pressure during the consolidation state. a. 260 b. 270 c. 280 d. 250arrow_forwardIt is stated that the clay layer shown in the figure is OVER CONSOLIDATED clay. The pre-consolidation pressure op' 110 kN. Calculate the consolidation settlement that will occur in the clay layer due to the load of 2500 kN. = 2 Sand 2 Sand 5m Clay Rock 8=2500 kN BxL=1.5mx18m X₁ = 18₁1 kN/m²³ --P6WL Ys=19.6 kN/m³ Ys=20.8 kN/m²³ lo = 0,62 Cc = 0.107 Cs 0.009arrow_forwardA. Compute the effective stress at the bottom of the clay. B. If the water table rises to the level of the soil surface, what is the effective stress at the bottom of the clay? Fground surface Y-15.6 kN/m Yrar-16.6 KN/m3 4 m water table Clay 5 m:arrow_forward
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