3. Problem 6.4 (modified), Masters and Ela, Introduction to Environmental Engineering and Science, 3rd Ed.: a. What is the terminal settling velocity of a particle with a specific gravity of 1.47 and a diameter of 0.015 mm in 20 °C water? b. Would particles of the size in part (a) be completely removed in a settling basin with a width of 8.0 m, a depth of 6.0 m, a length of 40 m and a flow rate of 3,500 m³/day? c. What is the smallest diameter particle of specific gravity 1.47 that would be removed in the sedimentation basin described in part (b)?
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- A hydrometer test has the following result: Gs = 2.65, temperature of water = 26 C, and L = 10.4 cm at 45 minutes after the start of sedimentation (see Figure 2.25). What is the diameter D of the smallest-size particles that have settled beyond the zone of measurement at that time (that is, t = 45 min)? Figure 2.25 ASTM 152H type of hydrometer placed inside the sedimentation cylinder (Courtesy of Khaled Sobhan, Florida Atlantic University, Boca Raton, Florida)A core sample has a cross sectional area of 1 cm2 and a length of 5 cm. Water with a viscosity of 1 cp was flowed through the core under the saturation conditions as follows: Calculate absolute permeability of this core sample Calculate effective permeability to water at the water saturation of Sw = 0.9. Calculate the relative permeability to water at Sw = 0.9. Can you infer from this data if water a wetting or a non-wetting fluid in this core? Why?For a falling head permeability test find the value of permeability in (mm/sec) if the initial height of water 1500mm, final height 605mm, time of the test 281 sec, length of the sample 150 mm, diameter of the sample 100mm and diameter of the stand pipe 5mm.
- Plastic Limit Test: Weight of wet soil + container = 22.12 g Weight of dry soil + container = 21.42 g Weight of container = 13.07 g Natural Water Content Test: Weight of wet soil + container = 17.53 g Weight of dry soil + container = 14.84 g Weight of container = 7.84 g a.) Compute the liquid limit. (Tip: Use normal scale) b.) Compute the plastic limit. c.) Compute the natural water content. d.) Compute the plasticity index. e.) Compute the liquidity index. d.) Compute the consistency index.Which of the following is not a mode of field flow fractionation? a. Viscosity b. Sedimentation c. Flow d. Thermal1. Determine the effective size (d10, in mm) and the uniformity coefficient (UC) for the sand filter media characterized by the sieve analysis results presented in the following table. Sieve opening size (mm) 1.41 1.19 1.00 0.84 0.71 0.59 0.50 0.42 0.35 0.30 % Weight Passing 100 100 94 83 63 35 18 11 8 0
- 9:51 AM O O Ve E talll 66 Tutorial-2.pdf Department of Civil Engineering Jamia Millia Islamia New Delhi CE-505: Soil Mechanics Tutorial-2 By Prof. S. M. Abbas A permeable soil layer is underlain by an impervious layer, as shown in Fig. 1. Q. 1. A Grndwatle feme sarlare With k = 5.3x10- m/sec for the permeable the rate of seepage through it in m'/hr/m width if H - 3 = layer, calculate of pge and a - 8". Ompenie layer emeable layer Q. 2. Find the flow rate in m'/sec/m length (at right angles to the cross section shown) through the permeable soil layer shown in Fig. 2 given H- 8 m, Hị- 3 m, h - 4 m, L- 50 m, a - 8", and k - 0.08 cm/sec. Fig. 1 Q. 3. Refer to Fig. 3. For a constant- head permeability test in a sand, the following are given: L-300mn, A-175cm, h=-500mm, Water collected in 3 min - €20 cm, void ratio of sand - 0.58. (a). Determine Fig. 2 Hydraulic conductivity, k (cm/sec), (b). Seepage velocity. lpervi lew e Q. 4. For a falling-head permeability given: test, the following are…AVA araupp g A p u s A pup upp n. 1. Answer the following questions about porosity and permeability: a) Name three (3) parameters which are involved in calculation of porosity. b) Name four geological mechanisms affecting porosity values. c) Describe effect of sorting on porosity. d) Describe how porosity and permeability are associated with one another. e) Permeability is seldom uniform throughout a reservoir. Thus, it is necessary to ascertain an average value of permeability, kavg. Elaborate with suitable diagrams two (2) examples of permeability averaging techniques. f) Two sandstone reservoir formations designated A and B are located 1 km apart. Their properties are given in Table Q1(f). Outline FOUR (4) reasons for which reservoir B is commercially more viable than reservoir A.From the table shows a summary of a liquid limit and plastic limit test. Compute the plasticity index. Liquid Limit Test Test Number 1 4. Number of Blows 34 28 22 19 Weight of Wet Soil + Container 22.19 g 21.28 g|21.28g 26.25 g Veight of Dry Soil + Container 19.09 g 18.55 g 18.84 g 22 g Weight of Container 12.93 g 13.46 g 13.09 g 13.45 g Plastic Limit Test Test Number Weight of Wet Soil + Container 22.46 g 21.63 g Weight of Dry Soil + Container 20.22 g 20.39 g Weight of Container 13.09 g 13.09 g Natural Water Content Test Number 1 Weight of Wet Soil + Container 17.08 g 16.70 g Weight of Dry Soil + Container 14.74 g 14.43 g Weight of Container 7.53 g 7.07 g 2. 2.
- Specimen diameter (cm) Specimen length (cm) Temperature (°C) Head loss (cm) 5.86 8.23 21.50 5.0 Trial Temperature Flow volume (cm³) Time (sec) 1 25 59 20 2 25 58 20 3 25 56 20 4 25 55 20 Table 2 shows the general information and results of constant head permeability test. (2) Determine the coefficient of permeability for each trial.A primary clarifier is to be designed to treat a municipal wastewater. The influent to the clarifier has a flow rate of 7570 m³/d and a total suspended solids concentration of 320 mg/L. A laboratory settling test was performed with the following results: Suspended Solids Concentration (mg/L) at Given Depths Sampling Depth (m) Time (min) 0.61 1.22 246 2.44 272 243 1.83 3.05 10 230 262 282 20 157 195 230 253 30 115 160 211 221 230 45 90 134 163 179 195 60 48 102 131 154 170 90 29 58 86 115 141 (a) Determine the design overflow rate and detention time assuming 65% of the suspended solids are to be removed. Use typical scaling/safety factors as appropriate. (b) Determine the required diameter (to the nearest 0.1 m) and the required depth (to the nearest 0.01 m) for the clarifier.5. A permeameter of 8 cm diameter contains a sample of length 35 cm. Attachments are made it to enable conducting either constant head test or falling head test. The stand pipe used for conducting falling head test has a diameter of 2.5 cm. When constant head test was conducted the loss of head was 100 cm measured on a length of 25 cm. If the rate of flow was 2.7 cc/sec, calculate the coefficient of permeability of soil. If a falling head test is conducted on the same sample in the permeameter find the time taken for head to fall from 150 cm to 100 cm.