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 12, Problem 12.22P
To determine
Prove that the unit skin friction
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Beam Fracture Test:
Describe the preparation of notched beams, dimensions (500 mm length, 100 mm breadth and depth), and notch depth (50 mm).
Explain the three-point bending test procedure, using a constant displacement rate of
1.5
×
1
0
−
3
1.5×10
−3
mm/s.
Summarize the load and displacement recording process using the data logger.
Take o, = 580 kPa
(Figure 1)
Express your answer to three significant figures and include the appropriate units.
HÀ
?
o, =
Value
Units
Submit
Request Answer
Figure
Part B
Determine the shear stress acting on the inclined plane AB.
Express your answer to three significant figures and include the appropriate units.
В
HA
?
30°
Value
Units
A
Numerical Analysis (HW. #1)
The vertical stress increment (Ao) due to a point load acting on the surface of
linearly elastic medium is given as:
3P23
Ao
27Vr? + z?
where P is the magnitude of the load, r is the lateral distance, and z is the depth of the
point where the stress is to be calculated. If P = 10g kN and r =
using two methods: fixed-point and Newton-Raphson method) the depth z at which
the stress increment Ao = 10n kN/m?. (Take g=student group number A=1, B=2,
1.5 m, determine (by
C=3, D=4, and E=5, n=student number in his/her group, and & =1x10-6)
Chapter 12 Solutions
Principles of Foundation Engineering (MindTap Course List)
Ch. 12 - Prob. 12.1PCh. 12 - A 20 m long concrete pile is shown in Figure...Ch. 12 - A 500 mm diameter are 20 m long concrete pile is...Ch. 12 - Redo Problem 12.3 using Coyle and Castellos...Ch. 12 - A 400 mm 400 mm square precast concrete pile of...Ch. 12 - Determine the maximum load that can be allowed on...Ch. 12 - A driven closed-ended pile, circular in cross...Ch. 12 - Consider a 500 mm diameter pile having a length of...Ch. 12 - Determine the maximum load that can be allowed on...Ch. 12 - Prob. 12.10P
Ch. 12 - Prob. 12.11PCh. 12 - Prob. 12.12PCh. 12 - A concrete pile 16 in. 16 in. in cross section is...Ch. 12 - Prob. 12.14PCh. 12 - Solve Problem 12.13 using Eqs. (12.59) and...Ch. 12 - Prob. 12.16PCh. 12 - Prob. 12.17PCh. 12 - A steel pile (H-section; HP 310 125; see Table...Ch. 12 - Prob. 12.19PCh. 12 - A 600 mm diameter and 25 m long driven concrete...Ch. 12 - Redo Problem 12.20 using Vesics method, assuming...Ch. 12 - Prob. 12.22PCh. 12 - Prob. 12.23PCh. 12 - Solve Problem 12.23 using the method of Broms....Ch. 12 - Prob. 12.25PCh. 12 - Solve Problem 12.25 using the modified EN formula....Ch. 12 - Solve Problem 12.25 using the modified Danish...Ch. 12 - Prob. 12.28PCh. 12 - Prob. 12.29PCh. 12 - Figure 12.49a shows a pile. Let L = 15 m, D (pile...Ch. 12 - Redo Problem 12.30 assuming that the water table...Ch. 12 - Refer to Figure 12.49b. Let L = 18 m, fill = 17...Ch. 12 - Estimate the group efficiency of a 4 6 pile...Ch. 12 - The plan of a group pile is shown in Figure...Ch. 12 - Prob. 12.35PCh. 12 - Figure P12.36 shows a 3 5 pile group consisting...Ch. 12 - Prob. 12.37P
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- A steel pile (H-section; HP 360 1.491; see Table 18.1) is driven into a layer of sandstone The length of the pile is 18.9 m. Following are the properties of the sandstone: Unconfined compression strength = qu(lab) = 78.7 MN/m2 Angle of friction = 36 Using a factor of safety of 3, estimate the allowable point load that can be carried by the pile. Use Eq. (18.42).arrow_forwardRefer to Figure 18.26b. Let L = 15.24 m, fill = 17.29 kN/m3, sat(clay) = 19.49 kN/m3, clay = 20, Hf = 3.05 m, and D = 0.406 m. The water table coincides with the top of the clay layer. Determine the total downward drag on the pile. Assume that = 0.6 clay. FIG. 18.26 Negative skin frictionarrow_forwardRefer to the pile shown in Figure P9.1. Estimate the side resistance Qs by Using Eqs. (9.40) through (9.42). Use K = 1.5 and Coyle and Castello’s method [Eq. (9.44)]arrow_forward
- I. Single-choice questions.: 5. Bridge piers belong to which part of a bridge? ( ) A. Bridge superstructure B. Bridge substructure C. Bridge deck system D. Bridge foundation 6. When calculating the load transverse distribution coefficient (m) near the bearing supports of a simply-supported beam bridge, which kind of calculation method is recommended? ( ) A. Lever principle method B. Hinge joint slab method C. Eccentric compression method D. G-M methodarrow_forwardQ.solve this accurate and detailed.arrow_forwardAn engineer at your firm asks you to determine if the proposed I-beam in Figure 2 is suitable to support the loadings on the beam. The allowable bending stress is σallow = 50 MPa and allowable shear stress τallow = 5 MPa. Make sure to check both failure modes. Clearly show all calculations, assumptions and boundary conditions used.arrow_forward
- STRENGTH OF MATERIALS. Please show the complete solutions. NO LONG EXPLANATION NEEDED! Rate will be given. Answer ASAP! Please answer all. MULTIPLE CHOICE: CHOOSE THE CORRECT ANSWER Using MOHR CIRCLE, what is the resulting "HORIZONTAL" SHEARING STRESS at the given angle plane point? a. 44.03 MPa b. 64.32 MPa c. 185.68 MPa d. 75.00 MPaarrow_forwardFor the point given the plane stress state, which of the following is the correct type and limit values of Mohr Circle? sx =-40 MPa (Bası), sy =60 MPa (Çeki) txy =60MPaarrow_forward: A beam is 5 m/in length and loaded as shown in Figure Q3 (a). Draw the shearing stress distribution for the beam section in figure Q3 (b) stating the major values. Find the ratio of the maximum shearing stress to the mean shearing stress. 10 kN/m 5 m (a) Beam 10 25 10 25 10 ذكر 80 60 6 -40- (b) Beam Section 80arrow_forward
- 3 - The strain gauge rosette indicated in the figure provides the following readings: &o= 400μ, E60= 250μ, E120= -480μ. Using the relations given below, find the magnitudes and directions of the principle strains and the maximum shearing strains. Ex=Eo Ey=1 (2860 +2€120 - Eo) Xxy = 17 (E60-E120) 2 13 30° 120 -Xarrow_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_forwardFind active thurst P₁ = ? when tension crack has not yet appeared A B 2 m 3 m C 2 Clay Y₁ = 17 kN/m² 2 c=15 kN/m² $₁ = 20° 3 1₂= 16 kN/m c = 0 (Sand) $₂ = 20°arrow_forward
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