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- The corrections for sampler liner decreases the uncorrected N value? (The correction factor is smaller than 1.0) Explain why.a layer of soil in a tube that is 100mmx 100mm in cross section. Water is supplied to maintain a constant head dierence ot a ocross the sample. The height of each soil sample is 100mm. Knowing that the thiree soll sample were having the sanme length the distane of point B to Ais 300mm. Calculate the eguivalent kin cm/sec from point A to B if k1 k2. and k3 is equal to 1x10 cm/se. 3x10 cm/sec and-4.9x10cm/ser espeeKOOHAN ERSITES MSKÜ-LMS 3\ A soil profile is given below. 3m thick dry clay is underlain by 4m thick sand. At the bottom 6m thick saturated clay layer is present which is underlain by impervious and massive bedrock. planmad Related data are provided in the figure. (No capillary action) and (A, B and C points are located in the middle of the layers Duzerinden tienmis Match the related data: oruyu tie surface 3m Dry clay, va:16KN/m Sand, yeni19kN/m? 4m Yan 22kN/m Saturated clay, Yary 20kN/m 6m Impervious bedrock Effective vertical stress at point C in kPa If a surcharge (100KPA additional uniform load) is applied to the surface, what is thệ excess pore water pressure at point Cimmediate construction (in kPa)? 140 95 Effective vertical stress at point B (in kPa) If a surcharge (100kPa additional uniform load) is applied to the surface what is the excess pore waten pressure in the sand after the construction (in kPa)? Total vertical stress at point C in kPa Pore water pressure at point C…
- Q6/ A-Give one example for each case: I Basic volcanic rock with fine grains size with dark color. 2 Acidic volcanic rock with glassy texture light color 3 Basic plutonic rock with coarse grains size and dark color 4 Plutonic ultra-basic rock and dark color 5 Mechanical Sedimentary loose rock () with diameter > 2 mm2. SPT test was performed at a shallow site composed of uniform granular soil with a unit weight = 20 kN/m³ (shown below are N60). a) Convert to (N1)60. b) Estimate the range of friction angles at depths between 20 and 40 ft. Use various correlations. Compare the differences. SPT N-values (bpf) 10 20 30 40 50 10 Silty Sand (SM): Piedmont Residuum 30 40 50 60 Depth (feet)1. Importance of penetration test. 2. Effect of temperature, load and time on penetration values. State other conditions.
- Example A direct shear test when conducted on a remolded sample of sand, gave the following observations at the time of failure; Normal force = 288 N; shear force 173 N. The cross sectional area of the sample= 36cm². Determine the angle of frictional. Solved in 2 ways, namely graphically and analytically (31 degrees) BVane shear tests were conducted in the clay layer. The vane dimensions were 63.5 mm (D) x 127 mm (H). For the test at A, the torque required to cause failure was 0.051 Nm. For the clay, given: liquid limit = 46 and plastic limit = 21. (a) Estimate the undrained cohesion of the clay for use in the design by using Bjerrum's correction. A = 1.7 – 0.54 log[PI(%)] (b) Estimate the overconsolidation ratio of the clay. Use Eqations below. Cu(field) B- σο B = 22[PI(%)]-048 OCR %3| Dry sand y = 16.5 kN/m³ ·1.5 m Groundwater table Sand 1.5 m Ysat = 19 kN/m³ N60 5 :1.5 m • 8 Clay = 16.8 kN/m³ 1.5 m Ysat * A • 8 1.5 m • 9 1.5 m 10 SandDefine the Layer Thickness Correction Factor, C, (after Tschebotarioff 1953, 1971) ?
- • Soil specimen diameter, D = 18 cm Elevation of water in upper-most piezometer, h = 181cmk Elevation of water in lowest piezometer h2 =116.6cm Distance between the measuring pointsL = 33.4 cmRepeat Problem 3.6 using Eq. (3.30).Q: I an oedometer test on a specimen of saturated clay (Gs = 2.72), the applied pressure was increased from 107 1o 214 kPa and the following compression readings recorded: TaBLE| Tmen 0 025 05 1 225 4 &5 9 16 Guugelmm) 78 742 732 721 6% 678 &6 643 637 Teme(mi) 25 % 4 s om0 X0 a0 Guge(nm) 629 626 621 618 616 615 610 602 After 1440 min, the thickness of the specimen was 15.30 mm and the water content was 23.2%. Determine the values of the coefficient of consolidation and the compression atios from (a) the root time plot and (b) the log time plot. Determine also the values of the coefTicient of volume compressibility and the coefficient of permeability.