Tiêu đề C2 HPGE Reviewer.pdf ✅

C2 HPGE Reviewer ^_^ 1. A liquid limit test conducted on a soil sample in the cup device gave the following result: Number of Blows 10 19 23 27 40 Water content (%) 60.0 45.2 39.8 36.5 25.2 Two determinations for the plastic limit gave water contents of 20.3% and 20.8%. Determine the liquid limit. A. 38% C. 34% B. 29% D. 47% 2. The following are the results of a field density unit weight determination test on a soil with the sand cone method: Calibrated dry density of Ottawa Sand = 1667 kg/m3 Calibrated mass of Ottawa sand to fill the cone = 0.117 kg Mass of jar + cone + sand (before use) = 5.99 kg Mass of jar + cone + sand (after use) = 2.81 kg Mass of moist soil from hole = 3.331 kg Moisture content of moist soil = 11.6% Determine the dry unit weight of compaction in the field. A. 26.28 C. 19.34 B. 23.07 D. 15.94 3. For a soil with D60 = 0.42 mm, D30 = 0.21 mm, D10 = 0.16 mm, D25 = 0.19mm, and D75 = 0.48 mm calculate the coefficient of gradation. A. 2.63 C. 0.63 B. 0.66 D. 1.59 4. For a soil with D10 = 0.12 mm, D30 = 0.31 mm, D60 = 0.88 mm, D75 = 1.47 mm, D25 = 0.26 mm, D20 = 0.21 mm, and D50 = 0.62 mm, determine the soil rating based on suitability number. A. Poor C. Excellent B. Good D. Fair 5. Classify the soil according to USCS soil classification system: LL = 30% PL = 20% Percent passing the No.4 sieve = 100% Percent passing the No.10 sieve = 91% Percent passing the no.40 sieve = 60% Percent passing the No.200 sieve = 20% D60 = 0.41 mm D30 = 0.12 mm D10 = 0.074 mm A. GW C. GP

C2 HPGE Reviewer ^_^ is 19 kN/m3. Determine the present effective stress at the midpoint of the clay layer in kPa. A. 190.28 C. 176.28 B. 229.64 D. 145.32 11. The moisture content, in percent, at which the volume of the soil mass ceases to change is defined as the: A. Liquid limit C. Plastic limit B. Shrinkage limit D. Consistency limit 12. The cohesion strength of a cohesive soil is a compression strength C = kq, where k is equal to ______. A. 0.50 C. 0.33 B. 0.25 D. 1.00 13. A triaxial test is performed on a cohesionless specimen. The soil is consolidated to an all-around chamber pressure of 60 kPa. The axial load was then increased, and failure occurred when the plunger stress reached 120 kPa. Obtain the angle of internal friction of the specimen, in degrees. A. 22.5 C. 19.5 B. 28 D. 30 14. A consolidated drained triaxial test conducted on a consolidated clay specimen has the following results: Chamber confining pressure = 120 kPa Total axial stress at failure = 240 kPa Obtain the angle of internal friction of the specimen, in degrees. A. 19.5 C. 32.5 B. 30 D. 36 15. A dam section is shown in the figure. The hydraulic conductivity of the permeable layer in the vertical and horizontal directions are kV = 1.728 m/day and kH = 3.456 m/day, respectively. Calculate the seepage loss (anisotropic soil) of the dam in m^3/day/m.
C2 HPGE Reviewer ^_^ A. 4.66 C. 5.03 B. 4.87 D. 5.48 16. For the flow net diagram shown below, compute its rate of seepage given k = 10^-3 cm/sec. A. 1.5 m^3/m/day C. 1.9 m^3/m/day B. 1.7 m^3/m/day D. 2.1 m^3/m/day 17. A circular footing is 2.50 meters in diameter. The bottom of the footing is 2.97 m. below the ground surface. Moist unit weight of soil is 18.23 kN/m3, Saturated unit weight is 20.98 kN/m3. Cohesion of soil is 94 kPa. Use Nc = 25.96, Nq = 12.97, Ny = 8.26. If the ground water table is located at a depth of 1.09 meters from the ground surface, determine the allowable bearing capacity, in kPa, that the footing can carry. FS = 3.0. A. 1058.69 C. 1257.20 B. 1385.90 D. 1357.19 18. A footing is embedded to a site of sandy clay at a depth of 1.6 m below the natural grade line (NGL). The soil has the following soil properties: cohesion is 10 kPa, angle of internal friction is 350, specific gravity