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 15, Problem 15.25CTP
(a)
To determine
Check the stability with respect to sliding and overturning based on the active earth pressures using Coulomb’s earth pressure theory.
(b)
To determine
Check the stability with respect to sliding and overturning based on the active earth pressures using Rankine’s earth pressure theory.
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A cantilever retaining wall of 8 meter height
retains sand. The properties of sand are; e= 0.4,
phi = 30 degree, G = 2.65, gamma_{w} = 9.8kN /
(m^3) Using Rankine's theory, the active earth
pressure at the base when the back fill is dry is?
A smooth vertical retaining wall supporting layered soils is shown in figure. According
to Rankine's earth pressure theory, the lateral active earth pressure acting at the base
of the wall is
_kPa (round off to one decimal place).
Surcharge load, q = 20 kPa
Smooth vertical
retaining wall
3m
4m
Layer 1:
Bulk unit weight = 18 kN/m³
Angle of internal friction = 32°
Cohesion = 0 kPa
Layer 2:
Bulk unit weight = 19 kN/m³
Angle of internal friction = 25°
Cohesion = 20 kPa
Base of the wall
It is required to design a cantilever retaining wall to retain a 5.0 m high sandy backfill. The dimensions of the cantilever wall are shown in Figure 15.52 along with the soil properties. Check the stability with respect to sliding and overturning, based on the active earth pressures determined, usinga. Coulomb's earth pressure theory (δ' = 24°), andb. Rankine's earth pressure theory.The unit weight of concrete is 24 .0 kN/m3
Chapter 15 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
Ch. 15 - Prob. 15.1PCh. 15 - Prob. 15.2PCh. 15 - Prob. 15.3PCh. 15 - Prob. 15.4PCh. 15 - Prob. 15.5PCh. 15 - Prob. 15.6PCh. 15 - Prob. 15.7PCh. 15 - Prob. 15.8PCh. 15 - Prob. 15.9PCh. 15 - Prob. 15.10P
Ch. 15 - Prob. 15.11PCh. 15 - Prob. 15.12PCh. 15 - Prob. 15.13PCh. 15 - Prob. 15.14PCh. 15 - Prob. 15.15PCh. 15 - Refer to the braced cut in Figure 15.50, for which...Ch. 15 - For the braced cut described in Problem 15.16,...Ch. 15 - Refer to Figure 15.51 in which = 17.5 kN/m3, c =...Ch. 15 - Refer to Figure 15.27a. For the braced cut, H = 6...Ch. 15 - Prob. 15.20PCh. 15 - Determine the factor of safety against bottom...Ch. 15 - Prob. 15.22PCh. 15 - The water table at a site is at 5 m below the...Ch. 15 - Prob. 15.24PCh. 15 - Prob. 15.25CTPCh. 15 - Figure 15.53 below shows a cantilever sheet pile...
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- Question 1: You are designing a retaining wall at the construction site. The friction angle of sand backfill is 28". Define the active lateral earth pressure coefficient based on Rankine's theory. Show your work and select the closest value: a) 0.30 b) 0.35 c) 0.40 d) 0.50arrow_forwardA thin clay layer passes through the soil at an angle of 30° behind an 8m high gravity retaining wall. A structure 5m wide, applying a uniform stress of 40kPa to the sandy soil, also acts on this section of soil as shown in Figure 3.1. The properties of the clay are ??=25???, ∅?=0, ?′=0 and ∅′=20°. The sandy soil properties are ?′=0, ∅′=35°, ????=16??/?2, ????=20??/?2, and between the sand and the wall the properties are ?′?=0 and ∅′?=30°. Assuming that failure occurs along the clay layer, use Coulomb’s method to calculate the horizontal force required from the wall in the short term to prevent slip.arrow_forward7 For the following soil element at a depth of 20 m, find: (a) The principal stresses, assuming the lateral pressure is approximately half of the vertical stress. (b) The normal and shearing stresses on a plane 30° from the horizontal acting on a properly oriented element. Ground surface y = 18 kN/m3 20 m 30°arrow_forward
- A 6m high vertical retaining wall is used to retain a soil of unit weight 18 kN/m3 and slope 20°. The soil is a cohesionless soil with internal friction angle of 40°. Compute the coefficient of active earth pressure from the given data.arrow_forwardA rectangular foundation of 4m x 6m (as shown in Figure 4) transmits a stress of 150 kPa on the surface of a soil deposit. Plot the distribution of induced vertical stresses with depth under points A (the centre of the rectangle), B and C up at the depth of 3 m. 4m 6m А 2m C 2m Figure 4arrow_forwardDAM A concrete dam retaining water is shown in the figure below. If the specific weight of the concrete is 23.5 kN / m ^ 3, find the factor of safety against sliding, factor of safety against overturning, and the maximum and minimum pressure intensity on the base. Assume there is no hydrostatic uplift and that the coefficient of friction between dam and foundation soil is 0.48. Figure 3.1 7m Waterarrow_forward
- Q: The following figure shows a soil system supported by a 3m high retaining wall. This is normally consolidated soil and the wall has been restrained from yielding. Determine the lateral force Po, exerted by the soil system on per unit length of wall. [Yw = 9.81 kN/m³] H = 3m A B С c'=0 $ 20⁰ y = 15 kN/m 3 c'=0 Ø Y sat 20° 18 kN/m3 2marrow_forwardU The soil conditions adjacent to a rigid frictionless retaining wall are shown in the figure below. A surcharge pressure of 50 kN/m² is applied on the surface of the backfill. For Soil A above the water table, c' = 20 kN/m², '= 28°, y = 18 kN/m³ For Soil B below the water table, c' = 0, ' = 38°, y = 20 kN/m³ Calculate the maximum Rankine active earth pressure behind the wall and the resultant active force per unit length of the wall. Also determine the location of the resultant force. q = 50 kN/m² ↓↓↓↓ 后 Soil A Soil B 4 6 m 3 m GWT 12:04 PMarrow_forwardSubject : Geotechnical Engineering If you don't know the solution please leave it. The plan of a flexible rectangular loaded area is shown. The uniformly distributed load on the flexible area (q) is 400 kN/m^2. Determine the increase in the vertical stress at a depth of z = 1m, 2m, and 3m below.arrow_forward
- A highway embankment with the geometry shown below is constructed from materials with the average unit weight of 20 kN/m³. Compute the vertical stress under the centerline at depths of 3 and 6 m. ← -5 ELE 3 m + 3m 50 2 ܦܢ 3 marrow_forward7) A circular horizontal N_S tunnel of 2 m radius will be constructed at a depth of 560 m below surface as shown in Figure 1. The vertical stress gradient is found to be 0.025 MPa/m. The horizontal stresses in the north and east directions are on = 13 MPa and ge =14 MPA Estimate the radial and tangential stresses for = 0° and = 90° from the east axis. 560 m Narrow_forwardA6 m high retaining wall retains 3 m of Soil 1 which overlays Soil 2 as shown in the figure. The water table is at the interface of the two sods. The tod properties the active earth pressure and hydrostatic pressure distributions are also shown in the figure. The magnitude of the active earth pressure at Point of the pressure distribution is Soil 1: e-0, -30° Y-17kN/m' 3 m 6 m Soil 2 e 10 kPa, -20° You 20 kN/m² + hydro- static O 17.0 kPa O 11.0 kPa Ⓒ25.0 kPa O 29,4 kPaarrow_forward
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