A city is to install rapid sand filters downstream of the clarifiers. The design loading rate is selected tobe 160 m³/m².d (4 gpm/ft²). The design capacity of the water works is 0.35 m³/s (8 MGD). Themaximum surface per filter is limited to 50 m².1. Design the number and size of filters.2. Calculate the normal filtration rate.

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Answered: A city is to install rapid sand filters…

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Determine the diameter of a single-stage rock media filter to reduce an applied BOD, of 125 mg/L to 25 mg/L. Use a flow rate of 0.14 m'/s, a recirculation ratio of 12.0, and a filter depth of 1.83 m. Assume the NRC equations apply and that the wastewater temperature is 20°C.
8 Determine the solid loading rate on a secondary circular clarifier (diameter = 20 m) if the plant influent load is 2 ML/d. The recycle flow from secondary clarifier to the activated sludge system (aeration basin) is set to 10% of the influent load. It is also known that the aeration basin produces an MLSS (mixed liquor suspended solids) concentration of 3000 mg/L.
A city is to install rapid sand filters downstream of the clarifiers. The design loading rate is selected to be 180 m³/m².d. The design capacity of the waterworks is 0.40 m³/s. The maximum surface per filter is limited to 60 m². Calculate the followings; i ii. iii. Total surface area required The number of filters, n The surface area for each filter, a IV. Normal filtration rate, v i. Determine the total surface areal required A = (Q/A) ii. Determine the number of filters, n iii. Determine the surface area for each filter is a x 8 Use dimensions as 8 iv. Determine the normal filtration rate. v = Q/A = (0.40 m³/s) / ( X m³/m².d. ) X Area m² n use m² = = a =
A single media filter has a 720mm deep bed of sand (diameter = 5 x 10^-4 m, shape factor = 0.8). The porosity of the system is 0.40. The filtration rate is 1.2 (L/s)m^2. The water viscosity is 1.14 x 10^-6 m^2/s. A. What is the Reynold’s number of the filter B. What is the friction factor for the filter? C. What is the total clean head loss across the filter in m?
5. A rapid sand filter system is designed for a city with a population is 800,000 and the average water demand is estimated at 350 1/capita-day. The filter design application rate is 120 m/d- m2. i. Design the filter system (number, length and width if L/W is 1.5 and length cannot exceed 12 meters) Calculate the backwash water volume as a percent of total water treated if the backwash time is 12 minutes and rise rate is 0.5 meters/min and backwashing is done once every two days. ii.
10-1. Design a slow sand filter system for a community which has a projected popula- tion of 3000 and an average per capita usage of 300 L/day. Use the Goodrich formula of Chap. 2 to estimate the peak flow rates, and size the system so it can produce water at the maximum weekly rate with one unit out of service. The design filtration rate is 6 m/day.
(a) A groundwater borehole at USM engineering campus contains 3000 mg/L of TDS. The flow is 0.32 m3 /s. The design TDS concentration of the product water is below 400 mg/L. The net pressure is 40 atm. The membrane manufacturer provides that the membrane has a water flux rate coefficient of 2.2 x 10-6 s/m and a solute mass transfer rate of 1.5 x 10-6 m/s. Calculate the membrane area required for the RO system. (B) A water treatment at Nibong Tebal receiving a raw water contains a concentration of 0.5 µg/m3 atrazine from Kerian River. In order to comply with the drinking water quality guideline, the treatment plant should reduce the concentration of Atrazine to 0.1 µg/L. If the dosing of powdered activated carbon have been applied before the coagulation, calculate the minimal dose of PAC in mg/m3 .
Two circular clarifiers operated in parallel service a single stage bio-tower system (plastic media) that receives municipal wastewater at an average flow (Qaverage) of 2000 m³/d, with BOD5 = 200 mg/L. The internal flow recirculation ratio is 2.4. The maximum overflow rate for the clarifiers is 1.8 m³/m²-hr. The design procedures require that the sizing of the clarifiers be based on "PEAK" flow which is twice the average flow (Qpeak = 2 × Qaverage), and media depth in the biotower is 3.0 m. Determine: (a) The overall BOD5 removal. (b) the surface area and the diameter of each clarifier. (k = 0.06 min¹; n = 0.5),
A circular secondary clarifier will be used to treat an average daily flow (ADF) of 6,000 m3 /d from a high-purity oxygen activated sludge process with a MLSS concentration of 8,500 mg/L. The RAS flow is 2,500 m3 /d. Key design criteria include an overflow rate of 15 m3 /(d.m2 ) and a solids loading rate of 100 kg/(d.m2 ). Determine the minimum diameter (m) of the clarifier to achieve these criteria.
(c) Calculate the size and number of slow sand filter units to serve a population of (432000) with an average water consumption of (960) lpcd. Adopt a filtration rate of 0.45 ft/hr. when the population increases at a geometric rate of 0.04 per year. The design period is (192) years.
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 A B C 13.5 m 12.5 m 11.5 m 10.5 m
A dual medium filter is composed of 0.3 m anthracite (mean size of 2.0 mm) that is placed over a 0.6 m layer of sand (mean size of 0.7 mm) with filtration rate of 9.78 m/h. Assume the grain sphericity is = 0.75 and a porosity for both is 0.40. Estimate the head loss of the filter at 15oC.

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