With the same load acting on the same size of foundation, calculate the settlement (in.) thatwill occur in the clay layer as shown below, using Factor of Safety of 1.5Please use 2:1 method to find stress increase under a foundationAssume: OCR = 1EL.+450 FT.SandY = 110 pcfEL. +445 FT.GWT: +442 FT.Y = 120 pcf%3DClayeo = 0.3Cc = 0.250Cr = 0.025EL. +435 FT.ROCK(Picture is not in scale)

Y(sand)=110pcf d(sand)=445ft Y(clay)=120pcf e0=0.3 Cc=0.25 Cr=0.025 d(clay)=435ft

Answered: With the same load acting on the same…

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter5: Ultimate Bearing Capacity Of Shallow Foundations: Special Cases

Section: Chapter Questions

Problem 5.9P

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A 100'x50' mat foundation (also called slab-on-grade) will be placed at the site shown in Figure 1. Calculations show that the foundation will cause an average increase in vertical stress in the clay layer of (a) 850 psf under the foundation center, and (b) 350 psf under the foundation corner. Find the foundation settlement due to the consolidation of the clay layer both at the foundation center and the foundation corner. Can the resultant differential settlement be considered tolerable? Sand Clay Bedrock 2.5 ft 5 ft 5 ft 7-100pcf 122.5pcf, eo=1, op=1000psf Cc-0.5, Cs-C-0.1 Figure 1.
2- Determine the stress increase below the center of the footing using both theoretical and approximate methods at the top, middle and bottom of the clay layer. In addition, determine the average stress increase for the clay layer. Dimensions in Heights in m Unit weights in kN/m3 kN m P2 H1 H2 H3 BL Hw 2.5 Yoati 18.0 19.0 3.0 3.0 2.0 16.0 2 3 1174 Load - 0 Hw H1 H2 H3 OSand Clay (hoemally conactiduted)
The 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 plane
The following results were obtained from CU tests on a clay soil that is the foundation material for an embankment. 03 (kPa) 300 400 600 0₁-03 (kPa) 331 420 487 Au (kPa) 111 160 322 (a) Determine the total and effective principal stresses for all three tests (You may summarize them in a table). (b) Recommend the shear strength parameters to be used for short-term and long-term analyses. The maximum confining pressure (cell pressure) at the depth of interest is 300 kPa. (Note: the clay is a normally consolidated one).
Refer to Problem 8.8. If the full-sized foundation had dimensions of 70 ft × 30 ft, what will be the value of the coefficient of subgrade reaction? 8.8 From the plate load test (plate dimensions 1 ft × 1 ft) in the field, the coefficient of subgrade reaction of a sandy soil is determined to be 60 lb/in3. What will be the value of the coefficient of subgrade reaction on the same soil for a foundation with dimensions of 20 ft × 20 ft?
A 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.
In a site investigation for a large foundation project it is determined that there is a clay layer with capillary rise of 6.0 m above the groundwater table. What would be the effective stress and the pore pressure at point A located 2m above the groundwater table? Assume clay has Gs=2.70 and moisture content in capillary zone is 10%. Clay Gs=2.7, w=10% 10 m A. 2m
A water tank foundation has a footing of size 6 x 6 m founded at a depth of 3 m below ground level in a medium dense sand stratum of great depth. The corrected average SPT value obtained from the site investigation is 20. The foundation is subjected to a vertical load at an eccentricity of B/10 along one of the axes. Figure Ex. 12.15 gives the soil profile with the remaining data. Estimate the ultimate load, Quir by Meyerhof's method. net WW/ SPT Qutt c = 0, y = 18.5 kN/m², $ = 33°, Ncor = 20 3 m Medium dense sand B 10 E BxB 6x6 m Figure Ex. 12.15
The figure below shows a proposed foundation site, with 10 ft of sand overlying 20 ft of clay with consolidation properties shown. The clay is normally consolidated. Assume 1-D conditions.a. Compute the initial σ′v at the middle of the clay layer prior to excavation and constructionb. After excavation and during construction, the foundation area will be heavily loaded with the structure and equipment so that σ′v at the middle of the clay layer will be increased to 3900 psf. Determine the settlement that will occur under these conditionsc. After construction is completed, the equipment will be removed and the final σ′v at the middle of the clay layer will be 3200 psf. Compute the swell that occurs after the equipment is removed
3. There is a rectangular foundation, foundation soil stratification, self-weight stress and additional stress calculation results are shown below (stress in kPa), foundation soil compression test results are shown in the following table, the requirement of the basic formula of one-way compression using the sum of stratification method to calculate the compression of the second layer of soil. Results of foundation soil consolidation test p (kPa) 0 200 e 1.00 First layer Second layer The third layer 50 34 48 0.93 0.85 0.80 18 100 26 27 35 150 52 100 0.4m 0.4m 0.6m 0.77 0.9m C C t
A foundation 15 ft x 20 ft is proposed near an existing one, 10 ft x 15 ft as shown in the figure below. Determine the following: (A) The vertical total stress increase at A, B, and C at a depth of 4 ft below the ground surface of the existing foundation before construction of the proposed foundation.(B) The vertical total stress increase at A, B, and C at a depth of 4 ft below the ground surface of the existing foundation from the construction of the proposed foundation.
Civil Engineering 3. For the foundation shown in the figure, estimate the elastic settlement of the foundation using the strain influence factor method 15 years after construction. o1=又 pcf 10 x 10` 5 sand E=750 psi Y=l1opef 7.5 sand E-1200psi Y=120 pcf Sand E=1400psi Jalls pcf

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