Principles of Foundation Engineering (MindTap Course List)
9th Edition
ISBN: 9781337705028
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Question
Chapter 17, Problem 17.8P
a.
To determine
Find the factor of safety against overturning.
b.
To determine
Find the factor of safety against sliding.
c.
To determine
Find the factor of safety against bearing capacity failure.
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Students have asked these similar questions
Analyze the stability of the reinforced cantilever
retaining wall based on the three failure modes;
: Sliding
: Overturning
: Bearing Stress
1. Unit weight of soil Ys = 18.5 kN/m³
2. Unit weight of Conc Yc = 24 kN/m³
3. Internal friction angle = 30°
4. Coefficient of friction between soil and concrete
bass M = 0.35
%3D
5. Bearing capacity of soil = 150 kN/m2
o 45m
Soon
3.
0145m
2.am
Problem Solving
A gravity retaining wall is shown, solve the following using Rankine Active Pressure:
a. Factor of safety against overturning.
b. Factor of safety against sliding.
c. Pressure on soil at toe and heel.
Y = 18.5 kN/m
$i = 32°
e = 0
16.7 m
6 m
Pa
75
2.167 m
1.5 m
0.27 m 0.6 m
1.53 m
0.8 m
Y2= 18 kN/m
4 = 24°
e = 30 kN/m?
0.8 m
0.3 m
3.5 m
3. A cantilever retaining wall is installed in soil having a cohesion of 36 kPa. The slip
surface of a trail soil wedge is 29 m long, and the weight of the soil above the slip
surface is 23 kN/m. The angle of failure plane is 17° from the horizontal, and the angle
of internal friction is 31°. What is the available shear resistance per foot of soil? Answer
in units of kN/m.
4. Limited laboratory studies indicate that for a certain silt soil, the effective pore size for
height of capillary rise is 1/5 of D10 is the 10 percent particle size from the grain-size
distribution curve. If the D10 size for such a soil is 0.02 mm, estimated the height of
capillary rise.
5. The results of a constant-head permeability test for a fine sand sample having a
diameter of 150 mm and a length of 300 mm are as follows:
Chapter 17 Solutions
Principles of Foundation Engineering (MindTap Course List)
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- Determine the analytical embedment depth and the total wall depth for this conditions. Give the effect of sand friction angle on the analytical embedment depth and the maximum bending moment Surcharge Load = 10 kN/m2 0 1 2 3 4 5 6 LD 7 16 kN/m² (= 0 phi= 30 °arrow_forward15.4 Repeat Problem 15.3, using Coulomb's active earth pressure in your calculation and letting 8' = 2/36. A gravity retaining wall is shown in Figure P15.3. Calculate the factor of safety with respect to overturning and sliding, given the following data: Wall dimensions: H=6m, x₁ = 0.6 m, x₂ = 2 m, x3 = 2 m, x4 = 0.5 m, xs = 0.75 m, x6 =0.8 m, D= 1.5 m Soil properties: Y2 = 16.5 kN/m², = 32°, = 18 kN/m², = 40 kN/m² = 22°, Use the Rankine active earth pressure in your calculation. X4 x2 72 Φ 333 X3 S H 71 Φί x6arrow_forwardSoil with an internal angle of friction of 40° and a cohesion of 10 kPa is excavated to a depth of 6 m prior to the placement of a retaining wall. The stability of a trial wedge with a horizontal angle of 25° is being investigated. The soil above the wedge weighs 12 kN/m of wall. 12 kN/m 6 m as=25° What is most nearly the available shearing resistance along the indicated slip plane? O A. 70 kN/m B. 140 kN/m O C. 150 kN/m OD. 180 kN/marrow_forward
- A braced cut, 5 m wide and 7.5 m deep is proposed in a cohesionless soil deposit having effective cohesion c = 0 and effective friction angle, =36°. The first row of struts is to be installed at a depth of 0.5 m below ground surface and spacing between the struts should be 1.5 m. If the horizontal spacing of struts is 3 m and unit weight of the deposit is 20 kN / m', the maximum strut load will be.arrow_forwardProblem 10 The backfill and foundation sand have unit weight of y = 135 pcf and Ø = 38. The backfill has a slope of 17 degrees and resultant force Ra acts parallel to the backfill slope as shown below. The friction angle between the base of the wall and the foundation sand is 8-2/30. The factor of safety against sliding and overturning, respectively, are most nearly (neglect passive pressure): W=5,531 lb/ft 17° Ra=2576 lb/ft 9.0 12.0' 17 5.54 2.5 1.5 A. 1.1 and 2.8 B. 1.3 and 3.8 C. 1.3 and 2.8 1.1 and 3.8 ABCD 5.0 1.5 4.0arrow_forwardFigure 5 shows a gravity retaining wall retaining a granular (c'=0) backfill. The same soil is present at the bottom of the wall and on the left. The unit weight and the effective friction angle of the backfill are 18.5 kN/m2 and 35°, respectively. Unit weight of concrete is 24.0 kN/m³ and 8' = 2/36'. Determine the factors of safety with respect to sliding, overturning, and bearing capacity failures. The ultimate bearing capacity has been determined to be 476 kN/m². Use Rankine's theory to compute active and passive earth pressures. 1.2 m 0.5 m 1.0 m 1.0 m 2.0 m 5.4 m 0.6 marrow_forward
- Using ₁ = 0 analysis and assuming planar failure as shown, the minimum factor of safety against shear failure of a vertical cut of height 4 m in a pure clay having C₁ = 120 kN/m2 and Ysat Y sat = 20 kN/m³ is 77XXX77XXX Potential failure plane 4 m →arrow_forwardCheck the stability of concrete retaining wall shown in figure against sliding and bearing capacity. The backfill consists of two layers having geotechnical properties as shown in table below. Layer (kN/m²) 0 18 35 25 B'- 1 m B 2.5 m. XkN/m 19 18 Layer 1 Layer 2 2 m 5 m 180 200arrow_forwardQ1: C- The cross section of a gravity retaining wall is shown in figure (2). Calculate the factor of safety with respect to overturning, use Y.-24.0 kN/m³ 8 m 3 m, 5 m Fig (2) 15° Y=18.0 kN/m³ = 20° Cu =13.5 kPa Ka=0.6arrow_forward
- 6. Details of a retaining wall are shown in the figure below. The unit weight of the wall material is 23 kN/m³. Assume a reduction factor K = 2/3 to consider the cohesion and friction angle at the base slab. Check the stability of the wall in terms of overturning and sliding failure. Use Rankine's theory to compute the active earth pressure. Soil 2 Y2 = 17 kN/m³ 6.5 m Im 2 m <-1.5m - Yc = 23 kN/m³ c₂ = 10 kN/m² 92 = 25° a = 15⁰ Soil 1 Y₁ = 16 kN/m³ c₁ = 0 kN/m² P₁ = 30°arrow_forwardYou are reviewing the stability of the gravity wall when the backfill has properties with: Φ' = 35° and γt = 16.5 kN/m3. The soils in front of the wall is ignored in the stability analysis, and the drainage blanket has no influence. Assume the coefficient of the base friction is, μ = 0.3, and the unit weight of concrete is γc = 23.5 kN/m3. a) draw the lateral earth pressure diagram and determine the total active lateral force. b) determine the factor of safety against overturning. c) determine the factor of safety against sliding.arrow_forwardSituation 9: An 8m deep braced cuts in medium clay is shown. The unit weight = 16.5 kN/m3 and the undrained shear strength Cu = 27.8 kPa. In the plan, the struts are placed at spacing 2.4m center to center. Using Peck's Empirical pressure diagram: m 0.25H 2m В H= 8 m 0.75 H 2|m 2|m Pa = yh - 4Cu %3D 41. Compute the actual load on strut A. A. 124.57 kN C. 116.47 kN B. 153.48 kN D. 162.81 kN 42. Compute the actual load on strut B. А. 33.29 kN C. 28.42 kN B. 40.54 kN D. 35.29 kN 43. Compute the actual load on strut C. A. 127.92 kN C. 131.95 kN B. 210.38 kN D. 199.68 kNarrow_forward
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