28. An EA STP treats sewage with a BOD of 250 mg/L, from a residential park with a population equivalent of 10 000. The STP has two aeration tanks and two clarifiers. Determine the size of the aeration tanks and the clarifiers. Assume appropriate values for F/M ratio and MLSS. Check the HRT and the volumetric loading for the aeration tanks. Use the following criteria to design the clarifiers: Surface overflow rate = 12.5 m³/m².day at average flow Depth of clarifier = 4.0 m HRT = minimum of 2.0 hours at peak flow

28. An EA STP treats sewage with a BOD of 250 mg/L, from a residential park with a population equivalent of 10 000. The STP has two aeration tanks and two clarifiers. Determine the size of the aeration tanks and the clarifiers. Assume appropriate values for F/M ratio and MLSS. Check the HRT and the volumetric loading for the aeration tanks. Use the following criteria to design the clarifiers: Surface overflow rate = 12.5 m³/m².day at average flow Depth of clarifier = 4.0 m HRT = minimum of 2.0 hours at peak flow

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

For an activated sludge basin with a flow rate of 500 L/s if the influent BOD5 = 100 mg/L, the MLVSS = 3000 mg/L and the volume of the aeration basin = 766100 gallons Find the F/M ratio If the WAS X= 10000 mg/L, find the WAS flowrate (m3/d)
You’re working on a preliminary design for a water treatment plant expansion for Fell City. The required capacity is 12 MGD (million gallons per day). The TSS of the sedimentation basin effluent is 16 mg/L of TSS. Assume the effluent TSS is 0 mg/L. (a) Based on a filtration rate of 2 gpm/ft2, how big (area) must the filters be? (b) If 3% of the treated water is used for backwashing, what would the backwash TSS be? (Set up a mass balance analysis.) (c) How many tons of sludge (dry solids) would be generated in 30 days? Answers: 4170 ft2, 533 mg/L, 24 ton
Design an activated sludge system for the wastewater flowing at the average rate of (10650)GPM having (10650/500)mg-BOD/L. Also determine the amount of air (m3/min), power (kW) and major nutrients (kg/day) required by the process for 80% BOD removal. Assume any missing data. Subject: environmental engineering 2
Please calculate the ThOD, COD, and ultimate BOD of a wastewater containing (a) 500 mg/L acetate (CH3COOH), which is fully biodegradable; or (b) 500 mg/L oil (C40H80), which is not biodegradable.
A waste treatment lagoon having 3 cells, each 115,000 m2 in area, a minimum operating depth of 0.6 m, and a maximum operating depth of 1.5 m, receives 1,900 m3/d of wastewater having an average BOD5 of 122 mg/L. What is the BOD5 loading and detention time? The following data applies: the slope of the lagoon walls is disregarded in the calculations. a. 6.7 kg/ha-d, 54.5 daysb. 20.2 kg/ha-d, 163.4 daysc. 18.5 kg/ha-d, 177.6 daysd. 18.5 kg/ha-d, 54.5 dayse. None of these
Determine the characteristics of a unit composed of 2 desilting channels treating a peak wastewater flow of 1500 L7s. A surface load of 40 m/h is assumed. The effective head or depth "P" is set at 1.5 m. Calculate: 1. Area of each channel 2. 2. Effective volume of each desanding channel 3. HRT 4. Cross-sectional area of each desanding channel 5. 5. Width of each channel.
Question 1: You have been assigned to design primary clarifiers for a wastewater treatment plant. The average flow rate of the wastewater is 256000 m3/day with a BOD5 of 120 mg/L and suspended solids concentration of 300 mg/L. The goal is to remove 35% BOD5 and 60% suspended solids in primary treatment. Determine the following: 1) The diameter of the primary clarifier for a surface overflow rate of 50 m3/m2-day.2) The detention time in the primary clarifier and the mass of solids removed in kg/day.Assume a depth of 4m.
A tannery of processing plant with a wastewater flow of 0.011 cu.m/s and a BOD5 of 590 mg/L discharges into the river. The river has a 10 year, 7-day low flow of 1.7 cu.m./s. Upstream of the tannery, the BOD5 of the river is 0.6 mg/L. The BOD rate constants (k) are 0.115 day-1 for the tannery and 3.7 day-1 for the river. Calculate the ultimate BOD of the tannery wastewater, in mg/L. a. 1,972 mg/L b. 2,155 mg/Lc. 1,350 mg/L d. 1,264 mg/Le. None of these
Plz, solve what you have been asked in this problem by giving detail information. Environmental Engineering-2 Determine the Aeration Basin Dimensions for a town of 30,000 population. Mixed Liquor Suspended Solids is 3000 mg/L. The BOD Loading rate is 0.48 kg/ (?3 –day), Sludge Volume Index is 100 mL/g; Return sludge is 40%; the concentration of BOD is 0.091 Kg/(Capita –day). Primary sedimentation tank remove 40% of BOD.
11. Assuming an organic loading on waste stabilization pond equal to 250 kg BOD/hal and detention time equal to 15 days, compute the pond area and the liquid depth the pond if the wastewater flow is 1 MLD having influent BOD5 equal to 200 mg/L.
A 8.5 ml of sample of wastewater is diluted to 300 ml with distilled water in standard biochemical oxygen demand bottle dissolved oxygen were initial 9.2 mg/l 3 days 8.7 mg/l and after 5 days 6.4 mg/l at 20 c determine the biochemical oxygen demand for three and five days of the wastewater then compute the ultimate BOD assume k=0.12/d
A 15-mL sample of sewage is mixed with enough dilution water to fill a 300 mL BOD bottle. The bottle has an initial DO of 8.5 mg/L. At the end of 5 days, meausured DO is 2.8 mg/L. Calculate BOD5 of the sewage.