An elevated structure is supported on a tripod. The legs are spaced 4 m apart and form the apexes of an equilateral triangle. Compute the increase in the vertical stress at a depth of 3m (i) beneath the point of intersection of the angular bisector (ii) beneath the centre of one of the sides of the triangle if each one of the legs carries a concentrated load of 1000Kn. Explain with diagram.

An elevated structure is supported on a tripod. The legs are spaced 4 m apart and form the apexes of an equilateral triangle. Compute the increase in the vertical stress at a depth of 3m (i) beneath the point of intersection of the angular bisector (ii) beneath the centre of one of the sides of the triangle if each one of the legs carries a concentrated load of 1000Kn. Explain with diagram.

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter16: Lateral Earth Pressure

Section: Chapter Questions

Problem 16.19P

See similar textbooks

Similar questions

A steel storage tank 20 m in diameter will be used to hold a liquid petroleum product. When filled, the tank causes a bearing pressure of 150 kPa. The soil underlying the tank has a unit weight of 18.5 kN/m3. For a depth 10 m below the base of the tank, compute the effective vertical stress when the tank is empty and when full, for points beneath the center and beneath the edge.(a) Assume the Boussinesq conditions apply.(b) Assume the Westergaard conditions apply.
The Two columns A and B situated 6 m apart. Column A transfers a load of 500 kN, and column B transfers a load of250 kN. Determine the resultant vertical stress increase at points vertically below the columns on a horizontalplane 2 m below the ground surface.
A 5-m-diameter tank supported on the surface of a soil deposit imposes a bearing pressure of 225 kPa (225 kN/m2). For a point 4 m below the tank base, compare the vertical stress increase due to the tank loading when:(a) the Westergaard conditions are assumed.(b) the 60° approximation is assumed.
Calculate the vertical stress at a depth of 50 ft below a point 10 ft oubide the corner (along the longer side) of a rectangular loaded area 30 x 80 ft carrying a uniform load of 2500 lb/ft2 .
A strip load of q =53 kN/m^3 is applied over a width B =11m. Determine the increase in vertical stress in kPa at point A located z = 4.6 m below the surface. x = 8.2m
A retaining wall 8 m high supports a cohesionless soil having a dry density of 1600 kg/m^3, angle of shearing resistance is 33 degrees and void ratio of 0.68. The surface of the soil is horizontal and level with top of the wall. Neglect wall friction and use Rankine’s formula for active pressure of a cohesionless soil. Determine the value of earth thrust on the wall per meter length if the soil is dry. a. 121 kN b. 186 kN c. 148 kN d. 137 kN determine the value of earth thrust on the wall if water level is 3.5 m below the surface. a. 230 kN b. 250 kN c. 180 kN d. 210 kN find the height above the base of the wall where the thrust acts during the water logged condition. a. 3.50 m b. 2.67 m c. 1.75 m d. 2.25 m
A masonry dam (sp.gr. = 2.4) of trapezoidal cross-section is 20 m high. It has a thickness of 2 m at the top and 14 m at the bottomas shown in the figure.Coef. of friction under the foundation is 0.80 and assuming there is hydrostatic upliftthat varies linearly from one-half the hydrostatic head at the upstream edgeof the dam to zero at the downstream edge.Determine
A flexible rectangular area 3m by 2m is subjected to a uniformly distributed load of q = 200 kN/m2. Determine the increase in vertical stress at the center at a depth of z = 3 m.
A circular area having a radius of 3 m carries a uniformly distributed of 90 kPa is applied to the ground. Compute the total vertical stress in kN/m^2 increment due to this unifrom load if the unit weight of soil is 18.40 kN/m^3 at point 6 m below the edge of the circular area.
The soil profile at a site is shown Figure P16.3. Find the total horizontal normal stresses at A and B, assuming at-rest conditions.
The height of a right-triangle shaped concrete gravity dam is 60 m with the 3specific weight is 2.4 t/m . The upstream face of the dam is vertical as shown. The reservoir is full, there is pore water pressure, there is no tail water. The dam is also subjected to the earthquake forces with k= kh=kv= 0.22 coefficient. The fricition coefficient is 0.82. Schematically show all the forces acting on the dam body. Carry out the overturning stability analysis. Carry out the sliding stability analysis.
The soil pressure distribution along the base of the gravity dam is triangular, with maximum stress at the toe and zero at the heel. If the eccentricity of the resultant force is 1 m, thern the length of the base is: a.7 m b.8 m c.6 m d.9 m