Principles of Foundation Engineering (MindTap Course List)
9th Edition
ISBN: 9781337705028
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 17, Problem 17.5P
To determine
Find the factor of safety with respect to sliding and overturning of the gravity retaining wall.
Check the design for eccentricity.
Determine the soil pressures at the toe and the heel.
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A concrete retaining wall 8 m high is supporting a horizontal backfill having a dry unit weight of 16.25kN/m3. The cohesionless soil has an angle of internal friction of 33 degrees and a void ratio 0f 0.65. (Use four decimal places)
A. Compute the rankine active force on the wall.
B. Compute the rankine active force on the wall if water logging occurs at a depth of 3.5 from the ground surface.
C. Compute the location of the resultant active force from the bottom.
For the dam retaining water as shown, find (A) the factor of safety against sliding if µ=0.48,
(B) the factor of safety against overturning and (C) the stress intensity at the base of the
dam. The foundation soil is permeable; assume hydrostatic uplift varies from full
hydrostatic head at the heel of the dam to zero at the toe. Use unit weight of concrete
equal to 23.5kN/m?.
3 m
4 m
8 m
3 m
to
W.S
12 m
14 m
3 m
3 m
O O
The channel section shown is subjected to a vertical shear force of V = 29 kN. Calculate the horizontal shear stress Ta at point A, and
the vertical shear stress tR at point B. Assume a = 50 mm, b = 250 mm, tw= 16 mm, t;= 12 mm, d = 74 mm.
V
| tw
Answers:
TA =
MPa
TB =
i
MPa
Chapter 17 Solutions
Principles of Foundation Engineering (MindTap Course List)
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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 3arrow_forwardQ3) A retaining structure is given in figure. Calculate the factor of safety against sliding. (Ignore tensile crack behavior inside active part and ground water condition. Take 1.0 m interval step for point load calculation. k₁= k₂= 0.9). 3.B m 2.C m Yn: 20.0 kN/m² D: 2Eº c: 30 kN/m² 0.5 m 0.5 m 1 3.0 m 5.0 m Y cone ➜ 5A0 KN Yn: 18.5 kN/m³ c: 18 kN/m² $: ID º 24.0 kN/m³arrow_forwardUsing the Coulomb analysis approach, determine the active force on the retaining wall shown below. Q is a line load (out of plane) with Q=10*X kN/m (where X is the last digit of your student ID). Express Pa as a function of 0, and obtain the critical and the corresponding maximum På by trial and error of 0 values from 40° to 70°. 10.0m 20 Pa 2.0m 3.0m y=20kN/m³ $'=35° 1arrow_forward
- A 300 mm thick, 2.0 m wide footing slab supports a 200 mm thick concrete wall carrying uniform service dead load of 215 kN/m and service live load of 145 kN/m. Using f’c = 21 MPa and fy = 420 MPa. use flexure bar = 16mm. 1. calculate the ultimate shear force per 1-m-strip of footing slab at critical section 2. calculate the design shear strength of 1-m strip concrete footing slab 3. calculate the maximum factored wall wall that can be sustained by the footing slab based on shear strength onlyarrow_forwardConsider the wall shown below. Dimensions are in meters. sand O' = 30 0.5 0.5 > 1 K Determine the active force acting on the wall. Circle your answer. b. а. Determine the FS for sliding. Circle your answer. Determine the FS for overturning. Circle your answer. d. Determine the FS for overturning if a row of tiebacks is placed 2 meters below the backfill's ground surface. Tieback spacing is 2 meters. The capacity of each tieback is 50 kN. Circle your answer. C.arrow_forwardQ-A hollow rectangular masonry pier 600 mm x 900 mm and 150 mm thick transmits a vertical load of 500 KN in a vertical plane bisecting the 900 mm side and at an eccentricity of 100 mm from the geometrical axes of the section. Determine the maximum and minimum stress intensity in the section.arrow_forward
- 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/m²arrow_forwardA retaining wall 6 m high is supporting a horizontal backfill of soil having a void ratio of 0.5 and specific gravity of 2.7. The angle of internal friction is 32°. Compute the rankine active force on the wall if there is no water. [ Select] Compute the rankine active force on the wall if the water table is on top of the horizontal backfill level. [Select J Compute the rankine active force on the wall if the water table is at the bottom of the wall and the water content is 10%. I Selectarrow_forwardYou are working for a consulting firm that has been asked to evaluate the factor of safety of the wall shown in the figure supported by a well-degraded sand. The resultant load behind the concrete wall acts at the one third point. Dw 1m 1.5 m 24 kN/m³ y = 20 kN/m³ 26.5 kN/m 24° = 34° n = 0.4 3 m (a) Determine the factor of safety if Dw − D > 1.5B. Ignore the lateral passive resistance due to the soil in front of the wall. (b) Determine the factor of safety if the ground water table rises to 0.5 m below the base of the wall. Discuss the significance of your observations.arrow_forward
- The cross section of a proposed concrete retaining wall is shown in Figure 4. The unit weight of the concrete being 24kN/m3. The soil carries a uniformly distributed load of 40kN/m2 at the top. Given c=0, f=32°, gsoil=17.5kN/m3 and µ=0.5. From the data: Check the stability of the retaining wall against sliding and overturning Determine the maximum and minimum pressure under the retaining wall.arrow_forwardGiven The uniformly loaded area shown below is built on the ground surface and carries a load of 160 kPa. D1-8 m D2 = 12 m D3 = 4 m D4-5 m D5 = 3 m D1 D3 D2 D5 A D4 Required Determine the vertical stress increment at a depth of 10 m below Point A. Provide answer in kN/m², to the nearest 100th.arrow_forwardA S00 mm thick tooting siab supports a sUU mm thick concrete wall carryıng unitorm service dead load of 214.31 kN/m and service live load of 145.94 kN/m. The base of the wall footing slab is 1.2 m from the ground surface. Design parameters are as follows: Viat = 16 kN/m', Vned = 24 kN/m', q. = 215.46 kPa, f= 27 MPa and f, = 420 MPa. 1. Calculate the net allowable bearing capacity of soil in kPa. A. 192.17 B. 189.06 с. 117.32 D. 176.26 2. Calculate the minimum required width of the wall footing slab. B. 2.0 m C. 1.8 m A. 1.9 m D. 1.7 m 3. Calculate the maximum ultimate moment (kN-m) in the slab if the width of the footing slab is 2.1 m. A. 82.64 B. 94.63 C. 128.80 D. 111.32 4. Calculate the required center to center spacing of 16 mm bars for fiexure if the maximum factored moment in the slab is 75 kN-m. A. 150 mm B. 180 mm C. 210 mm D. NOTA 5. Calculate the ultimate beam shear stress on the footing slab if the footing slab is 2.1 m wide. A 1.25 MPa B. 0.74 MPa C. 0.87 MPa D. 0.96 MPaarrow_forward
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