Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Question
Chapter 15, Problem 15.13P
(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
Question 1:
The cross-section of a cantilever retaining wall is shown below.
Calculate the factor of safety with regards to overturning, sliding and bearing capacity (Use Rankine).
Use Yeonerete = 23.58 kN/m³ and k, =k, = 2/3
F10
0.5 m
H =0.458 m
Yi = 18 kN/m³
di=30°
cj=0
H2=6 m
10
1.5 m = D
0.7 m
H3=0.7 m
C
+ 0.7 m + 0.7 m →l+- 2.6 m
9 kN/m³
d'½=20°
cz=40 kN/m²
Please solve under Geotechnology II Engineering.
Q1: 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=0.6
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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- 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.amarrow_forwardPlease solve under Geotechnology II and please show full calculations of Ka and Pa.arrow_forward6. 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_forward
- Soil 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_forwardSOLVE USING RANKINES THEORYarrow_forwardPlease solve 17.4,17.5 question in figurearrow_forward
- 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_forwardQ2 Rankine's lateral pressure distributions against the vertical wall are include the effect of a variety of water table elevations and multiple soil layers in the backfill. Figure Q2 shows a vertical retaining wall with a horizontal backfill, which may fail in active mode. The water table elevations in front of the wall and at the back of the wall are different. (a) (b) Calculate the lateral pressures act against the wall. Support the answer with relevant diagram. Determine the total thrust force or resultant force. Support the answer with relevant point of application.arrow_forwardPlease answer 10.1arrow_forward
- 6. Details of a retaining wall are shown in the figure below. The unit weight of the wall 2/3 to consider the cohesion and material is 23 kN/m³. Assume a reduction factor K 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. 6.5 m m Ye= 23 kN/m³3 4 m -1.5m Soil 2 Y2 = 17 kN/m³ c₂ = 10 kN/m² 42 = 25° a = 15° Soil 1 Y₁ = 16 kN/m³ c₁ = 0 kN/m² 4₁ = 30°arrow_forward3. 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: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_forward
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