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 50 100 150 200 0.85 0.80 e 1.00 0.93 First layer Second layer The third laver 34 18 26 35 52 100 0.4m ¹0.4m 1.6m 0.77 0.9m

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 50 100 150 200 0.85 0.80 e 1.00 0.93 First layer Second layer The third laver 34 18 26 35 52 100 0.4m ¹0.4m 1.6m 0.77 0.9m

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter11: Compressibility Of Soil

Section: Chapter Questions

Problem 11.2P

See similar textbooks

Similar questions

24.A series of consolidated, undrained triaxial tests were carried out on specimens of asaturated clay under no backpressure. The test data at failure are summarized:Confiningpressure (kPa) Deviator stress(kPa) Pore waterpressure (kPa) 150 192 80300 341 154450 504 222 a. Draw the Mohr circles and find the cohesion and friction angles in terms of effectivestresses.b. Compute Skempton’s A- parameter at failure for all three specimens.c. Is the soil normally consolidated or over consolidated? Why?d. Another specimen of the same day that was consolidated under a cell pressure of 250 kPa wassubjected to a consolidated, drained tri axial test. What would be the deviator stress at failure?
Question 3 a) In a geotechnical laboratory an oedometer test on a saturated clay soil was conducted. The results in the laboratory report stated that the Ce= 0.2, C, -0.04 and OCR = 4.5. The existing vertical effective stress in the field was 130 kPa. A shallow foundation was designed to construct above the soil condition. This will increase the vertical stress at the center of the clay by 50 kPa. The thickness of the clay layer is 2 m and its water content is 28%. Solve the primary consolidation settlement and determine the difference in the settlement if OCR value were 1.5 instead 4.5.
In conducting triaxial test to determine shear strengths for soil samples, what consolidation pressures should be specified?
Describe about the Shear Strength of Clay Related to Triaxial Testing.
KINDLY GET THE REAL ANSWER WITH EXPLAIN STEP Given that B =1 m, L = 3 m, and Q = 110 kN, the soil characteristics given in the figure are Cs = 1/5 Cc, Ꝺ’c= 40 kN/m2. Field monitoring indicated that the foundation settlement was 19 mm during the first 12 months. Estimate the average stress increase in the clay layer due to the applied load. Estimate the primary consolidation settlement. What is the degree of consolidation after 12 months? Estimate the coefficient of consolidation for the pressure range. Estimate the settlement in 24 months.
Separate triaxial compression tests are performed on identical soil samples. The soil is a saturated mixed soil. Both tests follow the procedure for consolidated–undrained conditions. At failure, the respective minor and major principal stress values are 20 kPa and 46 kPa for sample one and 40 kPa and 80 kPa for sample two. From these data, determine the value for fCU and the cohesion intercept c on the Mohr’s circle shear stress coordinate. (This problem can be solved graphically using the Mohr’s circle.)
Estimate the ultimate consolidation settlement under the centerline of a 15 X 15 m mat foundation. The mat is 1 m thick reinforced concrete and the average stress on the surface of the slab is 75 kPa. The soil profile is shown below. Oedometer tests on samples of the clay provide these average values. ’p = 130 kPa, Cc = 0.40, Cr = Cs = 0.03 Neglect any settlements due to the sand layer. Please and thank you!! :)
KINDLY OBTAIN THE RIGHT ANSWER AND EXPLAIN Refer to Figure. Given that B =1 m, L = 3 m, and Q = 110 kN, the soil characteristics given in the figure are Cs = 1/5 Cc, Ꝺ’c= 40 kN/m2. Field monitoring indicated that the foundation settlement was 19 mm during the first 12 months. Estimate the average stress increase in the clay layer due to the applied load. Estimate the primary consolidation settlement. What is the degree of consolidation after 12 months? Estimate the coefficient of consolidation for the pressure range. Estimate the settlement in 24 months.
Explain Shear Strength of Clay Related to Triaxial Testing.
Scenario The wall footing at right is to be constructed to carry an inclined load at 85 degrees with the horizontal, as shown. Assume that there is impenetrable bedrock below the Sample point shown in the figure. Question #1: Calculate the expected primary settlement of the soil at the Sample point. Also, determine the time it will take for 60% of the expected primary settlement to occur. 2.5 m 0.5 m 120 kN/m 2 m y = 17.7 kN/m³ • Sample Cc = 0.190 Cv = 0.5 cm²/day eo = 0.83 Silty clay Question #2: Determine the factor of safety against bearing failure of the soil for the wall footing if qult of the soil is 160 kN/m².
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
The figure below shows a surface foundation subjected to a vertical load Q 200 kN and a moment M 50 kN-m. Please answer the following questions: (1) Soil samples from this site are mainly cohesionless sand (e'= 0). A consolidated undrained triaxial test was conducted on one of the samples at a confining pressure o, = 100 kN/m. Failure occurred when the major principal stress a = 200 kN/m with a pore water pressure u = 50 kN/m². Deternine the effective stress angle of friction, ' of the soil accordingly. (10%) (2) Calculate the equivalent load eccentrieity (5%), and cheek if it causes a separation between the foundation and the soil (5%). (3) Use general bearing capacity equation and gffective area method proposed by Meyerhof to estimate the ultimate bearing capacity of the foundation (15%), and check if it meets the required factor of safety for short-term loading (5%). %3D 10-1900EN Lonku IM-4004N-m SokUm Im B-2m.L-2m 7 17 KN m B-