Principles of Foundation Engineering
9th Edition
ISBN: 9780357684832
Author: Das
Publisher: Cengage Learning US
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Chapter 17, Problem 17.10P
To determine
Check the overall stability of the wall. Find the factor of safety against overturning, sliding, and bearing capacity failure.
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A smooth rigid retaining wall of 6 m high carries a uniform surchargeload of 12 kN/m2. The backfill is clayey sand possessing the following properties. γ = 16.0 kN/m3 , φ = 25°, and c = 6.5 kN/m2 for a retaining wall system, the following data were available: (i) Height ofwall = 7 m. (ii) Properties of backfill: γd =16 kN/m3, φ = 35 ° (iii) Angleof wall friction, δ =20° (iv) Back of wall is inclined at 20° to the vertical(positive batter) (v) Backfill surface is sloping at 1:10. Find thefollowing(i) Active earth pressure(ii) Passive earth pressure
In Figure 12.24, which shows a vertical retaining wall with a granular backfill, let H = 4 m, α = 17.5º, γ = 16.5 kN/m3, Φ' = 35º, and ẟ' = 10º. Based on Caquot and Kerisel’s solution, what would be the passive force per meter length of the wall?
Problem 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
4.0
Chapter 17 Solutions
Principles of Foundation Engineering
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- 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_forwardAnalyze 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_forwardProblem 3: A vertical retaining wall 6 m high is supporting a horizontal backfill having a weight 16.5 kN/m and a saturated unit weight of 19 kN/m?. Angle of trictian of the backfill is 30. Ground water table is located 3 m below the ground surface. 1. Determine the at rest lateral earth force per meter length of the wall. 3.0 m 2. Determine the location of the resultant force. 3. Determine the at rest lateral earth force per meter length af the wall if it carries a surcharge of 50 kPa. 3.0 marrow_forward
- Q4) for retaining wall shown in Figure No. 3. Find the following: 1 m+ SandSoil W1 y=18 kN/m3 D=30° 5.5 m Concrete W2 Yc=24 kN/m3 1 m Clay Soil Ca=60 kN/m2 p=0° B- 1-Width of base (B) if factor safety of sliding = factor safety of overturning 2-Find friction angle under base if factor safety of sliding = 1 and Ca=0arrow_forwardSOLVE USING RANKINES THEORYarrow_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_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_forwardDetermine the stability of the cantilever gravity retaining wall shown in figure below. The existing soil is a clay and the backfill is a coarse-grained soil. The base of the wall will rest on a 50-mm-thick, compacted layer of the backfill. The interface friction between the base and the compacted layer of backfill is 25.0°. Groundwater level is 8 m below the base. 1.0 m Batter 1:20 0.4 m 1.8 m 9, = 20 kPa 8⁰ Ysat = 18 kN/m³ cs = 25° 8 = 15⁰ Backfill Drainage blanket Y = 23.5 kN/m³ 3 m Existing soil 6.1 m 0.9 mi Ysat = 19 kN/m³ = 35° % = 25°arrow_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
- Given the cantilever gravity retaining wall supporting a backfill of coarse-grained soil as shown. Note: Neglect the passive force and the weight of the soil in front of the wallI. 9, = 18 kPa *** 0.5 m 8 Ysat =19 kN/m³ O = 25 6.3 m Backfill Drainage blanket 1.0 m Y. = 23,5 KN/m 0.9 m +1.8 m-+ 3 m 1) Determine the location of the resultant active force from the toe in m. 2) Calculate the total overturning moment in kN-m. 3) Determine the total righting moment in kN-m. 4) Calculate the Factor of Safety against overturning in kN-m.arrow_forward4arrow_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. 6.5 m tu 1 2 m Yc = 23 kN/m³ 4 m -1.5m - Soil 2 Y2 = 17 kN/m³ ₂ = 10 kN/m² P2 = 25° a = 15⁰ Soil 1 Y₁ = 16 kN/m³ c₁ = 0 kN/m² 4₁ = 30°arrow_forward
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