O Compute the immediate settlement beneath the center of a 5 m x 5 m flexible footineresting at 0.5 m depth and applying a stress of 100 kN/m² on the following two soildeposits:(i) Unsaturated clay of high plasticity with an average undrained strength (g.) of150 kN/m? for a depth range of 0-25 m below ground surface. Assume u 0.35and E = 300g,.(ii) Dry dense sand with an average E value of 30 × 10 kN/m2 for depth down to10 m and below that to a depth of 25 m with an average E value of 60 × 10 kN/m2.Assume u = 0.3.[Let Influence factor, I for= 1 at the centre is 1.12]

Assume stress-strain modulus,E= 300 qu where qu is undrained strength 150 kN/m2 E=300×150=45×103…

Compute the immediate settlement beneath the center of a 5 m x 5 m flexible footine resting at 0.5 m depth and applying a stress of 100 kN/m² on the following two soil deposits: (i) Unsaturated clay of high plasticity with an average undrained strength (q.) of 150 kN/m? for a depth range of 0-25 m below ground surface. Assume u = 0.35 and E = 3004,- (ii) Dry dense sand with an average E value of 30 x 10 kN/m² for depth down to 10 m and below that to a depth of 25 m with an average E value of 60 x 10 kN/m?. Assume u = 0.3. L [Let Influence factor, I for 1 at the centre is 1.12] B

Compute the immediate settlement beneath the center of a 5 m x 5 m flexible footine resting at 0.5 m depth and applying a stress of 100 kN/m² on the following two soil deposits: (i) Unsaturated clay of high plasticity with an average undrained strength (q.) of 150 kN/m? for a depth range of 0-25 m below ground surface. Assume u = 0.35 and E = 3004,- (ii) Dry dense sand with an average E value of 30 x 10 kN/m² for depth down to 10 m and below that to a depth of 25 m with an average E value of 60 x 10 kN/m?. Assume u = 0.3. L [Let Influence factor, I for 1 at the centre is 1.12] B

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter15: Retaining Walls, Braced Cuts, And Sheet Pile Walls

Section: Chapter Questions

Problem 15.19P: Refer to Figure 15.27a. For the braced cut, H = 6 m, Hs = 2 m, s = 16.2 kN/m3, angle of friction of...

See similar textbooks

Similar questions

A site is underlain by a soil that has a unit weight of 18.7 kN/m3 above the groundwater table and 19.9 kN/m3 below. The groundwater table is located at a depth of 3.5 m below the groundsurface. Compute the total vertical stress, pore water pressure, and effective vertical stress atthe following depths below the ground surface:a. 2.2 mb. 4.0 mc. 6.0 m
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
An embankment consists of clay fill for which c′ = 25 kN/m2 and φ = 27° (from consolidated undrained tests with pore-pressure measurement). The average bulk unit-weight of the fill is 2 Mg/m3. Estimate the shear-strength in kPa of the material on a horizontal plane at a point 20 m below the surface of the embankment, if the pore pressure at this point is 180 kN/m2 as shown by a piezometer.
A wide excavation is made on a site which has the following soil conditions: 0-2 m Gravel: gsat = 21.8 kN/m3, gdry = 18.5 kN/m3 2-6 m Silty sand: gsat = 19.6 kN/m3, gdry = 18.4 kN/m3 6-21 m Heavy Clay: gt = 20 kN/m3 21 m and below: PERVIOUS sandstone The water table is at a depth of 1.5 m below the ground level. The piezometric pressure head at the top of the pervious sandstone is 5 m above the ground surface. If an excavation of depth 10 m is required, and a factor of safety of 1.5 against heave at the bottom of the clay layer is set, calculate the pressure head reduction required in sandstone.
An embankment consists of clay fill for which c=25 kPa and angle of internal friction is 260 9from consolidated undrained test with pore pressure measurement) The weight of fill per unit volume is 18.64 kN/m3. Compute the stress in kPa at depth of 20 m. Show free body diagram a.21.6 b.372.8 c.192.8 d.62.5
Plz give the correct answer. Compute the intensities of active and passive earth pressure at depth of 8 m in dry cohesionless sand with an angle of internal friction of 30 degrees , and unit weight of 18kN / (m ^ 3) What will be the intensities of active and passive pressure if the water level rises to the level? Take the saturated unit weight of sand as 22kN / (m ^ 3) .
1. The following is a sketch of the proposed embankment, calculate the addition of vertical stress (Bousinesq method / graph below) at the depths of points A and B. Assume the unit weight of the soil stockpile = 20 kN / m3. 2. Calculate the added vertical stress at points A and B as deep as Z = 8 m, under the rectangular load
A 1.5 m thick strata of sand has a dry unitweight of 15 kN/m3. A contractor passes a vibratory roller over this strata, whichdensifies it and increases its dry unit weightto 16.5kN/m3. Compute its new thickness. Hint: consider 1 m x 1 m column of soil.
A site is underlain by a soil that has a unit weight of 18.7 kN/m3above the groundwater table and 19.9 kN/m3below. The groundwater table is located at a depth of 3.5 m below the ground surface. Compute the a) total vertical stress, b) pore water pressure, and c) effective vertical stress at the following depths below the ground surface: 2.2 m (Point A), 4.0 m (Point B), 6.0 m (Point C), d) draw a sketch and show the points( A, B, C) on the sketch.
Calculate the active earth pressure coefficient for the backfill soil using both the Rankineand Coulomb Earth Pressure theories. Is there a significant difference in the two Kavalues?
A soil profile, under surcharge load of 25 kN/m2 at ground level, consists of 6m sand and 3m clay layer. Ground water table is 2m below sand layer. Dry unit weight and saturated unit weight of sand is 15.80kN/m3 and 16.90kN/m3 respectively. Clay layer, Gs=2.67 and saturated unit weight is 18.80 kN/m3. Determine a)Increase in stress at the mid layer of clay b) With dewatering 2m, what is the stress increase at the mid layer of clay c) How much must the water level be lowered to me more effective than the surcharged load?
Problem # 4. A 2m. clay layer has values of e = 0.92, Gs = 2.72 and liquid limit of 40%. Above the clay is a 3m thick layer of sand with e =0.50 and Gs = 2.62. The water table is located 1.6 m below the ground. If a 3m thick backfill is placed on the ground surface having a unit weight of 17.3 kN/m^3, determine the following: a. Compression index of clay.b. Effective pressure at the midpoint of clay.c. Primary settlement for normally consolidated clay.