1.4 A test for the relative density of soil in place was performed by digging a small hole in the soil. The volume of the hole was 400 ml and the moist weight of the excavated soil was 9 N. after oven drying, the weight was 7.8 N. Of the dried soil, 4N was poured into a vessel in a very loose state, and its volume was found to be 270 ml. The same weight of soil when vibrated and compacted had a volume of 200 ml. Determine the relative density.
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- In falling head permeability test the initial head was 350 mm and the final head was 50 mm. The cross-sectional area of the burette was 200 mm2. The sample was 50 mm in diameter and 100 mm long. If the test took 8 hours and 45 minutes, what was the coefficient of permeability of the soil in m/s? a.7.15 x 10-7 m/s b.6.29 x 10-7 m/s c.7.89 x 10-7 m/s d.8.78 x 10-7 m/s e.5.69 x 10-7 m/sPROBLEM No. 5 A test of density of soil in place was performed by digging a small hole in the soil, weighing the extracted soil, and measuring the volume of the hole. The soil (moist) weighed 895 g; the volume of the hole was 426 cm³. After drying, the sample weighed 779 g. Of the dried soil, 400 g was poured into a subsequently determined to be 276 cm³. That same 400 g was then vibrated and tamped to volume of 212 cm³. If the specific density is 2.71, determine the following: vessel in a very loose state. Its volume was Moist unit weight in g/cm³. Minimum dry unit weight in g/cm³. Maximum dry unit weight in g/cm³. а. b. С. d. Void ratio in natural state. е. Void ratio in loosest state. f. Void ratio in densest state. g. Relative density of the soil.In falling head permeability test the initial head was 350 mm and the final head was 60 mm. The cross-sectional area of the burette was 200 mm2. The sample was 50 mm in diameter and 105 mm long. If the test took 8 hours and 30 minutes, what was the coefficient of permeability of the soil in m/s?
- 3- Following are the results of a laboratory consolidation test on a sample of undisturbed clay obtained from the field. Final height of specimen (in) Pressure, o' (lb/ft') 1 0.9917 1,000 2,000 4,000 0.9843 0.956 0.9142 8,000 0.8685 16,000 0.8228 32.000 The height of the specimen at the beginning of the test was 1.0 inch, and the diameter was 2.5 inches. The moist specimen weighed 0.31 lb and the water content was determined to be 19%. Estimate the compression index and the preconsolidation pressure from the e-log o' curve. (Plot in Excel) Given: Gs = 2.7.An in-place density determination (in-place unit weight) is made for the sand in a borrow pit using a balloon-type density apparatus. The damp sample dug from a test hole is found to weigh 37.90 N. The volume of the test hole is 0.00184m2. A. Compute the wet unit weight. B. This soil is to have a water content of 15%. Compute the dry unit weight of the soil. C. Compute the specific gravity of the soil if it has a void ratio of 0.423Permeability tests were performed on a soil sample, under different void ratio and different temperatures and the following results were obtained. Test No. 1 2 Void ratio (e) 0.65 1.02 Temperature °℃ 25° 40⁰ Estimate the coefficient of permeability at a temperature of 20°C for a voids ratio of 0.80. Given the following physical properties of water: At 20°C, n = 10.09 × 10+ and p„ = 0.998 g/cm³ At 25°C, n = 8.95 × 104 g sec/cm² and p k(cm/s) 0.4x10 1.9x10-¹ At 40° C, n = 6.54 × 10-¹ g sec/cm² and p $0.997 g/cm³ = = 0.992 g/cm³
- A cylindrical mould of 10 cm internal diameter and 11.7 cm height weighs 1894 grams. The mould was filled up with dry soil, first at its loosest state and then at the densest state, and was found to weigh 3273 grams and 3538 grams respectively. if the natural soil existing at the field be submerged below the ground water table and has a water content of 23 %, determine the relative density of the soil. Given, G = 2.65. 12.Permeability tests were performed on a soil sample, under different void ratio and different temperatures and the following results were obtained. Test No. 1 2 Void ratio Temperature °C (e) 0.65 1.02 25° 40⁰ Estimate the coefficient of permeability at a temperature of 20°C for a voids ratio of 0.80. Given the following physical properties of water: At 20°C, n = 10.09 × 10+ and p„ = 0.998 g/cm³ At 25°C, n = 8.95 × 104 g sec/cm² and p k(cm/s) 0.4x10 1.9x10¹ At 40° C, n = 6.54 × 10 g sec/cm² and p 8 0.997 g/cm³ = 0.992 g/cm³Q1/ specimen of the fine-grained soil, 75 mm in diameter and 20 mm thick was tested in an oedometer in a laboratory. At applying pressure (240 kN/m²), the time with dial gauge readings are: Time (min) 0 Settlement (mm) 0 0.25 1 0.22 0.42 Vertical pressure (kPa) 15 Settlement (mm) 0.1 Void ratio 1.88 4 0.6 30 0.11 1.87 9 0.71 16 0.79 And the void ratio and settlement for each load increment is shown in the table below. 60 0.21 1.85 120 1.13 1.72 100 1.04 36 64 0.91 0.86 240 2.17 1.57 480 3.15 1.43 1- Find Coefficient of consolidation in cm²/s using root time and TV90% = 0.848. 2- Find Preconsolidation pressure (oc) and compression index (Cc). Scanned by TapScanner
- 5.7 A modified Proctor compaction test was carried out on a clayey sand in a cylindrical mold that has a volume of 1000 ml. The specific gravity of the soil grains is 2.68. The moisture content and the mass of the six compacted specimens are given here. Moisture content (%) Mass of specimen (g) 5.0 7.0 9.5 11.8 14.1 17.0 1850 1970 2090 2110 2090 2060 a. Plot the compaction test data and determine the optimum moisture content and the maximum dry unit weight. b. Plot the void ratio and the degree of saturation against the moisture content. c. What are the void ratio and degree of saturation at the optimum moisture content? 58 The mavimnm and minimum dru nit waiahte of n ennd..Q # 1. Organic soils are typically characterized by high void ratio, low specific gravity, and high compressibility. Following are the results of a consolidation test on a sample of organic soil. Pressure, o (kN/m2) Change in dial reading, AH (mm) 0.284 12 0.150 24 0.315 48 0.564 100 0.823 200 2.25 400 5.34 Given that the initial height of the specimen = 20.6 mm, mass of dry specimen = 12 g, area of specimen = 31.67 cm2 and G, = 2.49. Plot the e, log o' curve. b. Determine the preconsolidation pressure. a.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.