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- A plate loading test was carried out on a medium dense sand, using a 1 ft wide square plate, and k1 was determined as 350 lb/in3. Determine the coefficient of subgrade reaction for a 7.5 ft wide square foundation and a 7.5 ft × 10.5 ft rectangular foundation.Q1/ The results of a load test carried out on a plate of size 30 cm x 30 cm are given in Table below. The load test was carried out at a depth of 2.5 m, below ground surface. The soil profile is fairly homogeneous sand at the site. From the test results: a. determine the settlement of an actual foundation of size 2.5 m x 2.5 m carrying a total load of 155 ton and located at a depth of 2.5 m below the ground surface. b. What is the bearing capacity of foundation if the settlement of plate 12.6 mm. Load intensity 0.496 0.992 1.488 1.984 2.48 2.976 3.472 3.968 4.464 496 kg/em Settlement, 0.5 1.0 1.8 2.75 4.4 5.4 9.8 12.5 17.0 28.7 mmQ1/ The results of a load test carried out on a plate of size 30 cm x 30 cm are given in Table below. The load test was carried out at a depth of 2.5 m, below ground surface. The soil profile is fairly homogeneous sand at the site. From the test results: a. determine the settlement of an actual foundation of size 2.5 m x 2.5 m carrying a total load of 155 ton and located at a depth of 2.5 m below the ground surface. b. What is the bearing capacity of foundation if the settlement of plate 12.6 mm. * Load intensity 0.496 0.992 1.488 1.984 2.48 2976 3.472 3.968 4.464 496 kg/cm² Settlement, 0.5 1.0 1.8 2.75 44 54 9.8 125 17.0 28.7 mm
- 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-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?2) A rectangular (5ft by 8ft) foundation will be built on the soil profile shown in the figure. Calculate the primary consolidation settlement below the center of the foundation. Assume the clay layer shown in the figure is normally consolidated. For simplicity, do not subdivide the clay into multiple sublayers. AG = 1500 lb/ft? Dry sand *120 pet Clay,Ce =0.28 e,= 0.55 Ya 125 pct Bedrock (Impermeable)
- Question 1) For a shallow foundation measuring (1.7 m x 2.2 m) as shown below: , C. Estimate the primary consolidation settlement; when the bottom sandy layer is replacing with a 5 m thickness of a clay layer. Noting that, the propertiės of the clay are the same for the bottom sandy soil. Use yw=10 kN/m³ qnet= 1.2 MN/m2 G.S 1.5 m Sand Ya=16 kN/m³ Ysat= 17 kN/m3 %3D 2.5 m N60=52 V W.T. Silty Sand Yd=18 kN/m³ Ysat = 18.5 kN/m? N60=52 3.5 m Sand Ya=19 kN/m3 Ysat = 22 kN/m³ e, = 0.4, Ae=0.04 , o'= 194 kN/m2 5 m Cc= 0.3, Cs= 0.2 , Ca= 0.05 N60=60 CS Scanned with CamScanner11.17 A plate load test was conducted in sand on a 300 mm diameter plate. If the plate settlement was 5 mm at a pressure of 100 kPa, the settlement (in mm) of a 5 m x 8 m rectangular footing at the same pressure will be75% consolidation in a laboratory test? 11.21 Refer to Figure 11.48. A square foundation, 2.5 × 2.5 m in size, supports a col- umn load of 478 kN. The soil characteristics are given in the figure. Field moni- toring indicated that the foundation settlement was 46 mm at the end of 2 years a. Estimate the average stress increase in the clay layer due to the applied load. b. Estimate the primary consolidation settlement. c. What is the degree of consolidation after 2 years? d. Estimate the coefficient of consolidation for the pressure range. e. Estimate the settlement in 3 years. 478 kN 2.5 m x 2.5 m 1.5 m Y = 16 kN/m GWT 1.75 m Yu = 18.8 kN/m³ w = 19% G, = 2.71 LL = 37 3.5 m o = 65 kN/m? C,= 1/SC. %3D O Sand A Clay Figure 11.48
- 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.The subgrade reaction of a sandy soil obtained from the plate load test (plate dimensions 1 m × 0.7 m) is 18 MN/m3. What will be the value of k on the same soil for a foundation measuring 5 m × 3.5 m?A 300 mm 450 mm plate was used in carrying out a plate loading test in a sand, during which the plate settled 5 mm under the applied pressure of 250 kN/m2. a. What is the coefficient of subgrade reaction for a 300 mm wide square plate? b. What would be the coefficient of subgrade reaction of a 2 m 3 m foundation?