a. Determine the drained angle of friction for the silty clay soil. b. Determine the shear strength of the clay in the eld at location A. Attach File
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A: Please refer the attached image for complete solution. THANK YOU.
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- A sample of sand above the water table was found to have a naturalmoisture content of 10% and a unit weight of 120 lb/ft^3. Laboratory tests on a driedsample indicated values of void ratio as 0.45 and 0.90, for the densest and looseststates respectively. Compute the (a) degree of saturation, and (b) relative density.Use GS=2.65.For a sand deposit where field testing indicates that the in-situ, e=0.50, D10=0.55mm and Cu=8. Determine the D60 particle size using the Kozeny-Carman equation.Estimate coefficient of permeability for a sand deposit where field testing indicates that the in-situ e=0.50 and D10=0.55 mm and Cu = 8. Using the information from (1) determine the D60 particle size using the Kozeny-Carman equation.
- Refer to Figure Q3. Estimate the primary consolidation settlement in the clay layer. Given: Δ? = 85 ??/?2 ?1 = 2 ? ?2 = 4 ? ?3 = 6 ?. Soil characteristics are as follows (use appropriate relations):• Sand: ? = 0.65; ?? = 2.66• Clay: ?? = 54;? = 0.98; ?? = 2.74; ?'c = 150 ??/?2; ?? = 1/6 ?cQuestion 16 The results of a constant head permeability test for a fine sand are as follows Diameter of the sample = 33 cm Length of sample 55 cm Constant head difference =74 cm Time of collection 580 secs Weight of water collected = 382 grams Find the seepage velocity in cm/min. if the void ratio is 0 38. Round off to four decimal places. SUS WE RA sand sample having specific gravity of 2.7 has a saturated unit weight of 20 KN/m². Determine it void ratio.
- 12.4 The following are the results of four drained direct shear tests on undisturbed nor- mally consolidated clay samples having a diameter of 50 mm. and height of 25 mm. Normal Shear force at Test no. force (N) fallure (N) 1 67 23.3 133 46.6 3 213 44.6 4 369 132.3 Draw a graph for shear stress at failure against the normal stress and determine the drained angle of friction from the graph. © Ceng age Leaming 2014A sand cone in place unit test was conducted on the field during the construction of the embanklment in CALAX. The following data were obtained in the field: Moisture content of soil from the test hole+ 12.8% ; Weight of sand to fill the funnel(cone) = 320g; Weight of weight soil from the test hole= 750g; Unit weight of sand= 15.4 kN/m3 and Weight of sand used to fill the test hole and thefunnel of sand-cone device=870 g. Compute for the relative compaction (in percent) in the field if the maximum dry unit weight of the soil is 21.30 kN/m3. a. 94 b. 90 c. 88 d. 92A sand cone in place unit test was conducted on the field during the construction of the embanklment in CALAX. The following data were obtained in the field: Moisture content of soil from the test hole+ 12.8% ; Weight of sand to fill the funnel(cone) = 320g; Weight of weight soil from the test hole= 750g; Unit weight of sand= 15.4 kN/m3 and Weight of sand used to fill the test hole and thefunnel of sand-cone device=870 g. Compute for the relative compaction (in percent) in the field if the maximum dry unit weight of the soil is 21.30 kN/m3.
- A sand cone in place unit test was conducted on the field during the construction of the embanklment in CALAX. The following data were obtained in the field: Moisture content of soil from the test hole+ 12.8% ; Weight of sand to fill the funnel(cone) = 320g; Weight of weight soil from the test hole= 750g; Unit weight of sand= 15.4 kN/m3 and Weight of sand used to fill the test hole and thefunnel of sand-cone device=870 g. Compute for the dry unit weight of the compacted soil in kN/m3. a.17.80 b.18.74 c.20.08 d.21.14A sand cone in place unit test was conducted on the field during the construction of the embanklment in CALAX. The following data were obtained in the field: Moisture content of soil from the test hole+ 12.8% ; Weight of sand to fill the funnel(cone) = 320g; Weight of weight soil from the test hole= 750g; Unit weight of sand= 15.4 kN/m3 and Weight of sand used to fill the test hole and thefunnel of sand-cone device=870 g. Compute for the relative compaction (in percent) in the field if the maximum dry unit weight of the soil is 21.30 kN/m3. a.94 b.88 c.92 d.90 With FBD if necessaryIt is known that a particular deposit of clay has the following shear strength parameters: c' = 15 kPa, o' = 23°; Cu = 10 kPa, cu = 13° A sample of this clay is consolidated in a triaxial cell to an all-round pressure (03) of 250 kPa. The sample is then sheared by increasing 0₁, keeping 3 constant and the drainage valve closed. What is: i) ₁ at failure? ii) Pore water pressure inside the sample at failure? iii) Final values of 0₁' and 03'? iv) Value at failure of Skempton's pore pressure coefficient A?