Principles of Foundation Engineering, SI Edition
8th Edition
ISBN: 9781305723351
Author: Braja M. Das
Publisher: Cengage Learning US
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3. Compute the resultant lateral force for the soil-wall system shown
in Figure 3. You may ignore tensile cracks. Use
• A- Coloumb
• B - Rankine
0=30°, y=20kN/m³
4m
Ground water table
7m
c=50KN/m², p=10°, y=18KN/m³
0=25°, y=20KN/m³
8 m
Gravity wall
Figure 3
A 360 mm thick footing slab supports a 300 mm thick wall carrying uniform service dead load of 283.7 kN/m and service live load of 145.6 kN/m. The base of
the wall footing slab is 1.1 m from the ground surface. Use 16 mm diameter for main bars. Design parameters are as follows: ysoil = 18 kN/m3, yconc = 24
kN/m3, qa = 215.8 kPa, fc = 27 MPa and fy = 414 MPa. Calculate the allowable nominal beam shear stress in MPa. Express your answer in 3 decimal places.
What is flooded tension crack? Why it occurs in Clay soils and not in sandy soils?
For the case in Question 3, if cohesion C = 10 KPa, what will be critical height and fill the table with calculation results.
Discuss the role of cohesion in the calculation of active and passive pressure. Presence of cohesion increase or decreases the safety of the wall? Do you think Clay is a good material for backfill due to the reason it has high cohesion or there are other factors to be considered? If yes then what are those factors?
Chapter 13 Solutions
Principles of Foundation Engineering, SI Edition
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- g. Minimum width B (in meter) of wall to be safe against overturning if factor of safety against overturning is 1.5 (minimum). Consider 24 kN/m3 as the unit weight of concrete. B = Note: Round your answer to three decimal place. Thank youarrow_forwardIn the given masonry dam, calculate the minimum width "b" so that no tension will occur at the base. The hydrostatic uplift varies from 20% hydrostatic pressure at the heel to zero at the toe. The specific gravity of masonry is 2.4,arrow_forwardA transversal section of a long wall of uniform width is shown in the figure below. The wall is subjected to a linearly distributed surface load of maximum intensity qmax = 8,5 kN/m² . Find the maximum compressive stresses if the foundation is able to resist tension as well. Draw the distribution of stresses in the bottom surface in a suitable view. d = 40 cm h=3,6 m y = 18 kN/m³ h + d + qmaxarrow_forward
- Design a cantilever retaining wall shown in let the following data be given: Wall dimensions : H= 8 m, x1=0.4 m, x2=0.6 m, x3=1.5 m, x=3.5 m, X5=0.96 m, D = 1.75 m, a = 10° Soil properties : Y1 = 16.5 kN/m³, Q'r= 32°, y2 = 17.6 kN/m³, $'2= 28°, c'2=30 kN/m² Wall properties : Yconcrete = 23.58 kN/m³. Others : ki=k2= 2/3, Pp = 0 a) Calculate the factor of safety with respect to overturning, sliding, and bearing capacity. b) Is the design of the wall satisfactory with respect to the overturning, sliding, and bearing capacity limit states? Analyze your results referred to the Factor of Safety against overturning, FOSO > 2.5 and Factor of Safety against sliding, FOSS > 1.5. でarrow_forwardA Reinforce concrete shear wall systems which lies in Seismic Zone 4 is shown in the figure below with the following properties: NA=1.052 CA=0.463 NV=1.304 CV=0.835 T=0.8 W=8, 500 kN Length of Each Shear Wall=5m Thickness of Shear Wall=0.3 m Quantity of Shear Wall=2 pcs 1. Determine the Total Design Base Shear V. Based on NSCP 2015. 2. Determine the Maximum Design Base Shear permitted by the code. Based on NSCP 2015.arrow_forward3. Compute the resultant lateral force for the soil-wall system shown in Figure 3. You may ignore tensile cracks. Use •A- Coloumb •B - Rankine +30", y-20&N m Ground water table 7m e-SOKNim, -10,y-18KN/m° +25, y-20KN m Gravity wall Figure 3arrow_forward
- Extra Question: If the Dead load in the slab shown is 24 KN/m^3, determine the end support reaction at beam BE. A E B S1 (200 mm) 1.5 m Option 1 a) 16.1 KN Ob) 17.1 KN Oc) 18.1 KN Od) 19.1 KN S2 (150 mm thick) 4.0 m S1 (200 mm) 1.5 m > 4.5marrow_forward(g) Find the stability of a retainıng wall for the following data. (i) Height of Earth retained with level top without surcharge from road level = 3.60m (ii) Length of Toe slab = 1.10 m (iii) Length of Hill Slab= 3.00 m (iv) Total length of Hill Slab= 4.50m (v) Depth of Foundation from road =1.20 (vi) Height of Stem Slab from base to top =4.40m. (vii) Thickness of stem slab at base and that at top=D0.40m (viii) Depth of base slab at edge and that at junction of base slab and stem slab= 0.40m (ix) Unit weight of backfill= 18 kN/cum (x) Unit weight of R.C.C. = 24 kN/cum %3D (xi) Angle of Repose of Back fill= 30 Degree (xii) Coefficient of friction between wall and soil = 0.60 (xiii) Net safe bearing pressure= 100 kN/m2arrow_forwardA reinforced-earth retaining wall is to be 10 m high. The following data are given: Backfill: unit weight, y₁ = 16 kN/m³; soil friction angle, ₁ = 34° d Reinforcement: vertical spacing, Sy = 1 m; horizontal spacing, SH = 1.25 m; width of reinforcement = 120 mm; f = 260 MN/m²; factor of safety against tie pullout 3; factor of safety against tie breaking = 3 Determine: a. The required thickness of ties b. The required maximum length of ties Use Tieback Analysis and Revised standard Analysis or Coherent gravity wall hypothesis (1978). Assume a rate of 1 mil/year for a 50 years of life span. Control external stability of wall.arrow_forward
- A reinforced concrete retaining wall is proportioned as shown below. There is a water table located H1m beneath the ground surface. Use ultimate bearing capacity of 450 kPa. Based on the figure, the dimensions are given below. Use γc = 23.48 kN/m3 wall thickness = 0.47m footing thickness = 0.53m toe slab length = 2.33m heel slab length = 4.38m ground water table depth = 2.99 H2 = 3.84 The following values were calculated for this particular retaining wall: Righting moment: 3,868 kN-m/m Overturning moment: 908 kN-m/m Total vertical load: 999 kN/m What is the factor of safety for bearing pressure? Please answer this asap for upvote. Thanks in advancearrow_forwardCompute for the width of the base for the given masonry dam, the hydrostatic uplift varies from 20% hydrostatic pressure at the heel to zero at the toe. The specific gravity of masonry is 2.4. If μ = 0.60 and Factor of Safety against sliding is 1.5arrow_forwardFor the cantilever retaining wall shown in Figure P13.1, let the following data be given: Wall dimensions: H = 8m x₁ = 0.40m x₂ = 0.60m Soil properties: Y₁ = 16.80kN/m³ Y2 = 17.60kN/m³ c=0 x3 = 1.50m x₁ = 3.50m x = 0.96m $₁ = 32° $½ = = 28° Figure P13.1 a. Calculate the factor of safety with respect to overturning. b. Calculate the factor of safety with respect to sliding. c. The magnitude of the pressure on the base at the toe. d. The magnitude of the pressure on the base at the heel. D = 1.75m a = 10° C₂' = 30kN/m² Use the Yconcrete = 23.58kN/m³. Also, use k₁=k₂ = 2/3 which are the factor to calculate for p' and Ca-arrow_forward
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