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 16, Problem 16.10P
To determine
Find the Rankine active earth pressure coefficient
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Students have asked these similar questions
It is requested to dimension the bending wall (similar to figure 2) in order
to resist tipping and slipping, considering parameter values geometric and
geotechnical according to the table.
v (kN/m³)
с (КPа)
H (m)
q (kN/m?)
18
29
20
Note: use data provided in figure 02 for pre-dimensioning.
bo
be: 20 cm (mín)
bi: (8% a 10%) H
B: (40% a 70%) H
D: 20 cm (mín) ou (8% a 10%) H
P: (10% a 12%) H
E: 30 cm (mín)
b1
Figure 02: typical section suggested for pre-sizing of bending retaining wall (minimum values)
Q4: For the soil element shown, compute the stresses acting on the plane inclined by 40° with the horizontal
plane then draw Mohr circle and place the stresses with respect to O.P.
20kPa
35kPa
100kPa
300
40°
120 KN
50 KN/m
2.0 m
50 KN/m
2.0 m
B
A
4.0 m
4.0 m
a. Determine the location of the maximum deflection using double integration.
b. Determine the magnitude of the maximum deflection using double integration method using E = 200
x10^6 KPa and I = 1.440 x10^-5 m4
Chapter 16 Solutions
Principles of Foundation Engineering (MindTap Course List)
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- 120 KN 1.5 m 60 KN/m 60 KN/m 1.0 m A 3.0 m 3.0 m a. Determine the location of the maximum deflection using double integration. b. Determine the magnitude of the maximum deflection using double integration method using E = 200 x10^6 KPa and I = 1.440 x10^-5 m4arrow_forwardThe location of trial failure surface on a slope is shown in Figure and the stress components for each slice are listed in Table. Slice Shearing component _(kN.m·') -0.280 -0.227 0.383 3.214 6.543 8.368 9.792 Normal component (kŇ.m*) 1.911 7.745 13.139 16.344 17.625 16.718 12.125 0.486 Length of trial failure surface=11m Soil friction angle 6° Cohesion, c=28kPa No. 1 3 4 6. 4.228 Trial Fallure Surface (a) Compute the driving stress. (b) Compute the stabilizing stress. (c) Analyze the safety of the slope.arrow_forwardConsider a retaining wall supporting a fill-soil as shown in the figure. The wall is moving from right to left. q=15kN.m2 0.5m Yconcrete=24kN.m Y1=16KN.m 01=32° Cz=0 3.5m P1 n=16KN.m P2 01=32° 0.5m C==0 [0.5m. 1m 1m 1m (a) Compute the active force P, and on the wall and its location. (b) Compute the passive force P2 on the wall. (c) Analyze the factor of safety against sliding.arrow_forward
- Determine the flexural stresses using transformed-area method. 2 #25 70 mm 560 mm M = 300 kN• m n = 9 700 mm 4 #32 70 mm 400 mmarrow_forwardProblem III. Figure (a) shows a channel section that has an area of 3790 mm² and its moment of inertia about the x and y axes are lx = 25.3 x 106 mm* and ly = 1 x 10° mm“. Now, figure (b) shows a section where two of the same channel section in Fig (a) are riveted together. EI 14.8 mm (a) (b) Determine the radius of gyration about x and y axes.arrow_forwarda) As a geotechnical engineer, explain why construction of foundations and other loads (structures) leads to a compression of soil layers. b) During the construction of a retaining wall, it was noticed that the wall does not yield toward the backfill or away from the backfill. Explain this phenomenon. Sketch a diagram to explain your answer. c) Let us consider the retaining wall shown in Figure below. The height of the wall is 9.75 m, and the unit weight of the sand backfill is 18.7 kN/m³. Using Coulomb's equation, calculate the active force, Pa, on the wall for angle of wall friction 8'-14°. Also, comment on the direction and location of the resultant. Sand y = 18.7 kN/m³ 0 = 10° c' = 0 H= 9.75 m 6' = 34° 0 = 12° 8' (wall friction)arrow_forward
- '2\ Answer T for true statements or F for false ones: 1. Intact rock: solid rock sample containing cracks on eye naked. 2. Rock Mass: contains rock samples and crack surfaces on eye naked. 3. The rock sample will break if the applied force is vertical and associated with shear. 4. Unit weight (y) = gm./cm³. 5. Void Ratio (e) = Vs/Vv. 6. In point load test if the rock is fresh, ot= 5 * I, (50) 7. Brazilian Test provides tensile strength values closer to reality than Point Load Test. 8. Schmidt Hammer Test gives direct values for strength. 9. As more the surface is rough its strength for slipping decreases. 10.Fracture Intercept is the measured distance between irregular fractures !!arrow_forwardIn the circular cross-section beam given in the figure, what must be the minimum diameter of the beam so that the amount of collapse that will El. A occur at point B does not exceed 4 mm? M, = Pa E=220GPA, P= 10 kN, a=2 marrow_forward3. The vertical stress o̟ under the corner of a rectangular area subjected to a uniform load of intensity q is given by the solution of Boussinesq's equation: 2mn /m² +n² +1 m² + n² +2 + sin 47 m² +n² +1+m²n² m² +n² +1 2mn/m² +n² +1 m² +n² +1+m²n² O = because this equation is inconvenient to solve manually, it has been reformulated as 0̟ = qf (m,n) where f.(m,n) is called the influence value and m and n are dimensionless ratios, with m=a/z and n=b/z and a and b are defined in the following figure. 1 The influence value is then tabulated, a portion of which is given in the following table n = 1.2 n = 1.4 0.03007 0.05894 0.08561 n = 1.6 0.1 0.02926 0.03058 0.2 0.05733 0.05994 0.3 0.08323 0.08709 0.4 0.10631 0.10941 0.11135 0.13003 0.14749 0.16199 0.5 0.12626 0.13241 0.15027 0.16515 0.17739 0.6 0.14309 0.7 0.15703 0.8 0.16843 0.17389 If a=4.6 and b=14,compute o̟ at a depth 10 m below the corner of a rectangular footing that is subject to a total load of 100 t (metric tons). Note that q is…arrow_forward
- arjumo Но |ha PA r Figure 1 calculaisarrow_forwardSet P1_1 = 58 kN , P2_2 = 33 kN . (Figure 1)arrow_forwardProblem 1- Determine the shear stress at points A to D for the following section. Also determine the maximum shear stress. Then plot the shear stress distribution. Given: V = 10 kN 300 mm 15 mm 395 mm 280 mm D 10 mm 10 mm 400 mmarrow_forward
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