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.

A consolidated-undrained tri-axial test was conducted on a normally conslidated clay sample and the results are follows:  Chamber confining pressure= 119kpa Deviator Stress at failure=90 kpa Pore water pressure= 58kpa   These results were used to determine the drained friction angle of the soil. Compute the deviator stress (kpa) at failure when the drained test was conducted with the chamber confining pressure changed to 156 kpa.   Use stored value. Answer to 5 decimal places.

A sand sample is subjected to direct shear testing at it's (in - situ) water content. Two tests are performed. For one of the tests, the sample shears at a stress of 400 kPa when the normal stress is 600 kPa. From these data,Determine the value of the apparent cohesion. Determine the corresponding angle of internal friction.

Solve correctly otherwise skip it

The coefficient of permeability of fine sand is 0.12 cm/sec at a void ratio of 0.37. Estimate the increase in the permeability using the (a) kozeny-carman formula (b) casagrande formula of the same sand when its void ratio has increased by 0.45.

Shear Stress  1. Please provide proper discussion and illustration. Clear and complete solution please thank you.

The coefficient of permeability of fine sand is 0.012 cm/sec at a voids ratio of 0.57. Estimate the increased permeability using the Kozeny-Carman formula of this same sand when its voids ratio has increased to 0.72.

6 A consolidated-undrained test was conducted on a normally consolidated clay sample. The results are as follows: Undrained angle of friction = 36.90°, Drained angle of friction = 67.62°, Deviator stress at failure = 573 lb/ft^2. Determine the pore water stress at failure in lb/ft^2. Round off to three decimal places.

5. Triaxial tests were conducted on undisturbed samples of clay under CU conditions. Data from the test are summarized in the Table 2. Graph the Mohr's circles and draw in the failure envelope. Determine the strength parameters c' and ("? Table 2. Data from CU Tests Cell pressure (3 (kPa) 359 719 719 Test A B C Pore pressure at Failure u (kPa) 339 585 451 Deviator Stress at Failure. (1-(3 (kPa) 539 731 1015

Part #2 The following are the results of laboratory consolidation test conducted on clayey soil sample. Determine, graphically, the compression and recompression indices, Cc, Cr of this soil. Using Casagrande's method, determine graphically the preconsolidation pressure. Effective Stress (kPa) Void Ratio (%) 27 1.24 1.21 1.15 1.08 0.99 1.00 1.01 1.02 54 107 214 429 214 107 54