Question A circular primary clarifier processes an average flow of 5005 m³/d of municipal waste water. The overflow rate is 35 m3/m²/d. The diameter of clarifier shall be B 13.5 m 12.5 m 11.5 m 10.5 m

The inital rate of infiltration of a watershed is estimated as 2.1 in/hr, the final capacity is 0.2 in/hr, and the time constant k, is 0.4 hr-1. Use Horton's Equation to find: A. The infiltration capacity is at t= 2.1 hr and t =6 hr; and B. The total volume of infiltration over the 6-hr period.

The minimum temperature of the water is 5 °C, the free chlorine residual in the effluent from the basin is to be 2 mg/L, the first-order decay coefficient for chlorine is assumed to be 0.2 h-¹, and the flow rate is 1.5 x 104 m³/d. The pH of the water varies between 7.2 and 8.0. Make the calculations for a plug-flow basin. Cta values for achieving 99.9% reduction of Giardia lamblia Temperature (°C) Disinfectant pH ≤1 5 10 15 20 25 Free chlorineb 6 165 116 87 58 44 29 (2 mg/L) 7 236 165 124 83 62 41 8 346 243 182 122 91 61 9 500 353 265 177 132 88 Ozone 6-9 2.9 1.9 1.4 0.95 0.72 0.48 Chlorine 6-9 63 26 23 19 15 11 dioxide Chloramine 6-9 3800 2200 1850 1500 1100 750 (preformed) aC is in mg/L and t is in minutes Ct values depend on the concentration of free chlorine Calculate the dosage of chlorine kg/day) and the detention time minutes) required for 99.9% reduction of G. lamblia. 121.5 486 118 91 40 45 151.5

d. Situation III: Reservoir A is at elevation 90 m above datum, furnishes water to a 600 mm pipe which leads to a point at elevation 30 m, the pipe being 610 m long. Here it branches into three pipes, 200 mm, 300 mm, and 150 mm diameter. The 200 mm pipe runs 300 m and discharges to reservoir B at elevation 75 m, the 300 mm runs 450 m to reservoir C at elevation 52 m, and the 150 mm pipe runs 910 m and discharges to reservoir D at elevation 30 m. f= 0.012 18. The rate of flow towards reservoir B most nearly gives. a. 0.055 m3/s b. 0.088 m³/s 0.044 m3/s d. 0.099 m³/s С. 19.The rate of flow towards reservoir C most nearly gives. a. 0.033 m³/s b. 0.011 m3/s c. 0.050 m³/s d. 0.060 m3/s 20. The rate of flow towards reservoir D most nearly gives. a. 0.077 m³/s b. 0.055 m3/s 0.034 m3/s d. 0.025 m3/s С.

A primary settling tank is to handle maximum hourly wastewater flow of 0.6 m3/s at an overflow rate of 62 m/day. Determine the surface area of the tank and calculate the hydraulic detention time if the tank depth is 3.2 m

NaOCI pumping rate, Qss = () L/s? (*No unit) Qin = 8000 GPM Cin = 0.0 mg/L Slip Stream Qss = ? L/s Css = 200 mg/L Main service line Qout = 8000 GPM Cout = 4.0 mg/L %3D

Can you help me solve this question please? Thank you Salt lake has no outlet i.e., the inlet flow is completely balanced by evaporation. Lake has a volume of 2.5 x 1011 m3 and the concentration of salt in the lake is 52 g/L. Inlet stream to the lake has a concentration of 0.18 g/L and is flowing at a rate of 3.7 x 109 m3/yr. Lake initially had a concentration of 0.18 g/L and the outflow abruptly stopped, how long ago did that occur?

Save Answe What is the infiltration capacity at 3 hours of a soil that have an initial rate of infiltration equal to 1.30 in./hr and a final capacity of 0.25 in./hr? Use Horton's equation and assume that the time constant k = 0.45

A conventional Wastewater Treatment Plant receives an average daily wastewater flow of 38,000 m2/d. Two circular primary clarifiers, operating in parallel, will treat the flow. Assume that a peripheral effluent weir is used for each clarifier. Consider a detention time of 2 hours and water depth of 4 meters for each clarifier. Determine: a. The diameter (m) of each primary clarifier. b. The weir loading rate (m3/d . m) for each clarifier at average daily flow. c. The expected (not calculated) BODs and Suspended Solids removal efficiencies (%) at an average daily flow rate.

b) Determine a Horton equation to fit the following times and infiltration capacities by identifying fo, fc and k. Time (hr) f (in/hr) 1 3.17 2.60 6.5 1.25 0.60 2.