Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
expand_more
expand_more
format_list_bulleted
Question
Chapter 15, Problem 15.10P
To determine
Find the factors of safety with respect to overturning and sliding.
Check whether the eccentricity is within the limit.
Find the soil pressures at the toe and the heel.
Expert Solution & Answer
Trending nowThis is a popular solution!
Students have asked these similar questions
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.
Given:
1. Structural Component:
Beam 300 mm x 400 mm
Column 400 mm x 400 mm
Slab thickness 110 mm
2. Dead Load:
Super Imposed dead load = 4.5 KPa (including slab weight)
CHB = 3.11 KPa
3. Seismic Parameter:
Soil Profile - Sb
Closest distance to the source - 10 km
Ductility Coefficient R = 8.0
Seismic Zone Z=0.40
Ct = 0.0731
A. Compute TOTAL LATERAL FORCES in the 2nd floor?
B. Compute LATERAL FORCES in the 3rd floor?
7. Water is acting on the vertical side of a trapezoidal masonry dam 2m wide at the
top, 15m wide at the bottom and 20m high. If the allowable compressive stress at
the toe is 345kPa and neglecting the hydrostatic uplift. Compute the depth of
water. Assume the unit weight of concrete=23.50kN/m³
a. 19.76
b. 18.92
c. 17.43
d. 13.54
8. From the previous problem, compute the Factor of safety against overturming.
a. 3.142
b. 4.578
с. 3.579
d. 9.766
9. From problem #7, compute the factor of safety against sliding. Use the p=0.60
a. 1.609
b. 2.666
c. 1.365
d. 1.252
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...
Knowledge Booster
Similar questions
- PLEASE PROVIDE COMPLETE SOLUTION THANKSarrow_forwardGiven: 1. Structural Component: Beam 300 mm x 400 mm Column 400 mm x 400 mm Slab thickness 110 mm 2. Dead Load: Super Imposed dead load = 4.5 KPa (including slab weight) CHB = 3.11 KPa 3. Seismic Parameter: Soil Profile - Sb Closest distance to the source - 10 km Ductility Coefficient R = 8.0 Seismic Zone Z=0.40 Ct = 0.0731 A. Compute the DESIGN BASE SHEAR (V = Cv*I*W /R*T). B. Compute the Minimum DESIGN BASE SHEAR (V =0.11Ca*I*W).arrow_forwardCalculate the second column of the lateral stiffness matrix (Ri2, 02 = 1) for the confined masonry cantilever wall shown. The footing, width = 1 m and length = 3 m, rests on a flexible soil with a subgrade coefficient equal to 10,000 ton/m2 x m. Suppose: Confinement columns: Ec = 2,000,000 ton/m2 thickness = 0.15 m Masonry wall: Ea = 500,000 tons/m2 Ea/Ga = 2.5 thickness = 0.15marrow_forward
- 4:50, 100, and 150 kN point loads are applied at Points A, B, and C, respectively, on the ground surface as seen in the figure. Compute the vertical stress increment under Point D down to the depth z=20 m. Use Vertical stress Increment under corner of rectangular footing? 150kn 7.5m 50kn 2m™ (Plane view) 3m 5m 100knarrow_forward3. Point A lies in a clayey sand layer with ' = 38, c' = 10 kPa, and Ko = 0.5. The ground surface is flat. A planned construction operation will cause the vertical effective stress at point A to reach 80 kPa. a. Use a compass to draw the expected MC for point A (after construction) on the space shown on the right. b. Will point A reach failure? Explain your answer with one sentence.arrow_forwardI need detailed explanation solving this exercise from Foundation Engineering, step by step please.arrow_forward
- 1.) A house is being built on the soil profile shown below bears at the depth shown. The surface loading created by the house is 1500 psf. Draw the o, o', u, profiles with depth and show values at depth shown. In addition, calculate the load on the basement wall with Ko = 0.35. Depth (ft) Sand Ya = 110 pcf Y = 116 pcf 7 ft 10 Clay = 119 pcf 40 Sand = 118 pcfarrow_forwardFigure Question 2 depicts the design of a gravity retaining wall for carthquake condition given: Kv-0 and Kh-0.37 What should be the weight of the wall for a zero-displacement condition? Use a factor of safety of 2.4. What should be the weight of the wall for an allowable displacement of 50.95 mm? Sand $:= 35° %3D Sand $=37 3. Figure Question 2 B Give a comprehensive detail on how to analyze a retaining wallarrow_forwardH.W 2: _Find the collapse load (Wu) for the isotropic slab shown below by using yield line theory. Assume m* = m= 25 kN.m 6 m 4 m 3marrow_forward
- The following figure shows a section of an anchored retaining wall embedded into a saturated stiff clay layer. The sand has a unit weight of = 18 kN/m³, c' = 0 kPa and o' = 34º. The clay has a unit weight of = 20 kN/m³, c₁ = 80 kPa and = 0°. A uniform pressure of 40 kPa is applied on the soil surface. The short term stability of the wall is considered in an undrained analysis. Use the Rankin's theory of lateral earth pressure to determine the active and passive horizontal stresses. You should apply the requirements of AS 4678 and the partial factors of safety method in estimation of soil pressures. Assume the soil is in-situ and use a structural classification factor of ₁ = 1. 3m 1m Water table 1.5m 40 kPa Not to Scale Sand Clay Taarrow_forward2. Refer to the figure. Assume unit weight of concrete to be 23.5 kN/m. Hydrostatic uplift varies from % of the hydrostatic pressure at the heel and zero at the toe. Calculate the following. a. Calculate the vertical component of the soil reaction on the dam. b. What is the factor of safety against overturning? c. What is the factor of safety against sliding? d. What is the maximum foundation pressure? 1m 2m 9m 6marrow_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 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_forward
arrow_back_ios
SEE MORE QUESTIONS
arrow_forward_ios
Recommended textbooks for you
Fundamentals of Geotechnical Engineering (MindTap...Civil EngineeringISBN:9781305635180Author:Braja M. Das, Nagaratnam SivakuganPublisher:Cengage Learning
Principles of Foundation Engineering (MindTap Cou...Civil EngineeringISBN:9781305081550Author:Braja M. DasPublisher:Cengage Learning
Fundamentals of Geotechnical Engineering (MindTap...
Civil Engineering
ISBN:9781305635180
Author:Braja M. Das, Nagaratnam Sivakugan
Publisher:Cengage Learning
Principles of Foundation Engineering (MindTap Cou...
Civil Engineering
ISBN:9781305081550
Author:Braja M. Das
Publisher:Cengage Learning