Foundation Design: Principles and Practices (3rd Edition)
3rd Edition
ISBN: 9780133411898
Author: Donald P. Coduto, William A. Kitch, Man-chu Ronald Yeung
Publisher: PEARSON
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Chapter 2, Problem 2.9QPP
We wish to design a shallow foundation with a probability of failure of
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In the following example, a rectangular foundation must be designed whose B/L ratio must be equal to 0.5.The ultimate allowable load Qadm that must be transmitted to the ground is 520 KN, using a safety factor of 2.0. Designing with Meyerhoff theory, assume that the soil undergoes a general shear failure process. For this problem, propose values of B and L that meet the B/L ratio until Qadm is found to be equal to 520 kN.
We wish to design a shallow foundation with a probability of failure of 10-3
. The footingsupports a column carrying a dead load with a mean of 30 k and COV of 0.05 and a live loadwith a mean of 10 k and COV of 0.15. Based on the uncertainty of soil properties and our
analysis method, we estimate the COV of the foundation capacity to be 0.2. For what mean cap-acity does the foundation need to be designed? Assume both loads and capacity are normally
distributed.
Please solve with step by step solutions so I can understand the prioblem and theory
Chapter 2 Solutions
Foundation Design: Principles and Practices (3rd Edition)
Ch. 2 - Classify the uncertainty associated with the...Ch. 2 - Figure 2.1 shows the PDF for a normal distribution...Ch. 2 - List three sources of epistemic uncertainty...Ch. 2 - Using a random number generator create a sample of...Ch. 2 - A certain column will carry a dead load estimated...Ch. 2 - A simply supported beam has a length of 3 m and...Ch. 2 - Using the data shown in Figure 2.5 determine the...Ch. 2 - The capacity for a certain foundation system is...Ch. 2 - We wish to design a shallow foundation with a...Ch. 2 - Prob. 2.10QPP
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- Figure 16.21 shows a continuous foundation with a width of 1.8 m constructed at a depth of 1.2 m in a granular soil. The footing is subjected to an eccentrically inclined loading with e = 0.3 m, and = 10. Determine the gross ultimate load, Qu(ei), that the footing can support using: a. Meyerhof (1963) method [Eq. (16.52)] b. Saran and Agarwal (1991) method [Eq. (16.53)] c. Patra et al. (2012) reduction factor method [Eq. (16.54)]arrow_forwardProblem 1: A shallow foundation 25m × 18 m carries a uniform pressure of 175 kPa. Determine the vertical stress at two points that are 12 m and 24 m below the mid-point of one of the long sides, respectively. (a) using influencing factors (b) by means of Newmark's chart (c) using the 2:1 method (c) Comment on the results of the 2:1 method by comparing with those of the other two methods.arrow_forwardProblem 2. The square foundation shown in Figure below rests in homogeneous soft clay layer. Subsurface exploration and laboratory testing found that the soil's effective cohesion is 30 kN/m². The groundwater table is far below the ground surface and will not affect the bearing capacity. The unit weight of clay above the groundwater table is 16.5 kN/m³. Using Terzaghi's bearing capacity theory, determine the ultimate bearing capacity of the soil. Assume general shear failure. If the factor of safety for bearing capacity is 3.5, calculate the allowable bearing capacity. B =1.2 m and Df = 1.0 m. Df D₁ 7 7 sat B Ground surface Groundwater tablearrow_forward
- A rectangle pad footing with dimension bx1 = 2mx2m is subjected to axial loading N^tt = 600 kN. Foundation are constructed on ground surface shown as Figure 1. The water table is at -1.5m. The average unit weight of mass between soil and concrete above of the bottom foundation is given tb = 22 kN/m3. The results of the test of the relationship between the pressure and void ratio is shown in table. Load factor n is given n = 1.15.arrow_forwardConsider a continuous foundation of width B = 1.4 m on a sand deposit with c = 0, = 38, and = 17.5 kN/m3. The foundation is subjected to an eccentrically inclined load (see Figure 6.33). Given: load eccentricity e = 0.15 m, Df = 1 m, and load inclination = 18. Estimate the failure load Qu(ei) per unit length of the foundation a. for a partially compensated type of loading [Eq. (6.89)] b. for a reinforced type of loading [Eq. (6.90)]arrow_forwardFigure 5 summarizes the loading on two footings. What will be the increase in thevertical stress (Licrv) at point A which is located in the middle of two foundations and is 2meters deep from the ground surface? Calculation should be performed using twodifferent methods.arrow_forward
- Two flexible square footings with B = 1 m, are embedded at 1 m depth. The first footing is embedded in a sandy soil layer and the second one is embedded in a clayey soil layer. Given that the depth of each soil layer is 5 m calculate the following. a. Calculate the elastic settlement at the center of the foundation in the sand layer If it is loaded at 400 kN. b. Calculate the elastic settlement at the center of the foundation in the clay layer If it is loaded at 600 kN/m². c. What is the differential settlement between the two footings due to the elastic settlement? d. From part c, what is the maximum Saturated clay OCR = 3 PI=30 C₁₁ = 200 kPa Ms=0.5 Saturated sand Ps=0.25 E₁ = 10 MPa Rigid layer allowable total settlement in the clay if the safe differential settlement is 25 mm and what could cause this settlement?arrow_forwardThe initial principal stresses at a certain depth in a clay soil are 100 kPa on the horizontal plane and 50 kPa on the vertical plane. Construction of a surface foundation induces additional stresses consisting of a vertical stress of 45 kPa, a lateral stress of 20 kPa, and a counterclockwise (with respect to the horizontal plane) shear stressof 40 kPa. Determine the change in orientation of the principal plane resulting from the construction of foundation. CHOICES ( WITH COMPLETE SOLUTION): a. principal stress plane rotates 23 degree counterclockwise from horizontal plane b. principal stress plane rotates 46 degree clockwise from horizontal plane c. principal stress plane rotates 23 degree clockwise from horizontal plane d. principal stress plane rotates 46 degree counterclockwise from horizontal planearrow_forwardA load of 800 Kip will be distributed on a circular foundation with a diameter of 20 feet, this structure will be located on the existing ground. The soil at the site has a unit weight of 105 lb/ft^3. Prepare a situation diagram to determine the vertical effective stress (lb/ft^2 no decimals) after building and loading the foundation at a point located: a) 12 feet below its center. b) 12 feet below its edge.arrow_forward
- The concentrically loaded square foundation with dimensions of 2.0mx 2.0m, shown in the given figure, sits in a layer of sand 1m deep from the soil surface. The modulus of elasticity, Es and unit deformation impact factor, Iz values for the sand layer under the foundation base are given in the figure. The groundwater level is 1 m deep at the base of the foundation. Using the Schmertmann formula under the foundation, calculate the elastic settlement value that can occur in the sand within 5 years. Which of the following is the elastic settlement value you have found in mm.arrow_forwardA flexible foundation is 2 m x 4 m rests on granular soil at ground level. It carries a uniformly distributed load of 160 kN/m2. The sand has an elastic modulus of 39 MPa , a Poisson's Ratio of 0.3 and is 5 m thick. Estimate the elastic settlement below the center of the loaded foundation. Give your answer in cm rounded to 2 decimal places.arrow_forwardQuestion attachedarrow_forward
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