A primary clarifier is to be designed to treat a municipal wastewater. The influentto the clarifier has a flow rate of 7570 m³/d and a total suspended solids concentration of 320mg/L. A laboratory settling test was performed with the following results:Suspended Solids Concentration (mg/L) at Given DepthsSampling Depth (m)Time (min)0.611.222462.442722431.833.051023026228220157195230253301151602112212304590134163179195604810213115417090295886115141(a) Determine the design overflow rate and detention time assuming 65% of the suspendedsolids 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 thenearest 0.01 m) for the clarifier.

The given data is: Flow rate=7570 m3/day Total suspended solid concentration=320 mg/l Now as 65% of…

A primary clarifier is to be designed to treat a municipal wastewater. The influen 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) 1.83 262 Time (min) 3.05 282 253 230 0.61 1.22 246 2.44 272 10 230 20 157 195 230 243 30 115 160 211 221 45 90 48 134 163 179 154 195 60 102 131 86 170 90 29 58 115 141 (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.

A primary clarifier is to be designed to treat a municipal wastewater. The influen 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) 1.83 262 Time (min) 3.05 282 253 230 0.61 1.22 246 2.44 272 10 230 20 157 195 230 243 30 115 160 211 221 45 90 48 134 163 179 154 195 60 102 131 86 170 90 29 58 115 141 (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.

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

A two litre graduated cylinder was used to determine the Sludge Volume Index (SVI) of an activated sludge sample. The settled volume was 800 ml and the MLSS concentration was 2800 mg/lt. The SVI of sludge is
A city is planning to install a new settling tank as an upgrade to their existing water treatment plant. Design a settling tank to remove 65% of the influent suspended solids from their design flow of 0.5 m /s. A batch-settling test using a 2.0 m column and coagulated water from their existing plant yielded the following data: Percent removal as a function of time and depth Sampling time, min Depth, m 5 10 20 40 60 90 120 0.5 41 50 60 67 72 73 76 1.0 19 33 45 58 62 70 74 2.0 15 31 38 54 59 63 71
The permeameter in a perrneability test setup involves a soil sample 200 mm diameter and a length of 30 mm. The height of water is kept constant at 400 mm. In a duration of 4 min, water was collected in the graduated flask having a volume of 420 cu. cm. Determine the following. Flow Rate Hydraulic gradient Hydraulic conductivity
1. 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. Include a plot of % Weight passing versus media size in your analysis. Determine alum concentration in mg/L. Sieve Number (mm size opening) 14 (1.41) 16 (1.19) 18 (1.00) 20 (0.84) 25 (0.71) 30 (0.59) 35 (0.50) 40 (0.42) 45 (0.35) 50 (0.297) % Weight Passing 100 100 94 83 57 30 1
A sand sample of 35m cm^2 cross sectional area and 20cm long was tested in a constant head permeameter. Under a head of 60 cm, the discharge was 120 ml in 6min. The dry weight of sand used for the test was 1120 g, and Gs= 2.68 A. Determine the hydraulic conductivity in cm/sec. B.Determine the discharge velocity in cm/sec. C. Determine the seepage velocity in cm/sec.
2. (a) Design a gravity thickener to concentrate the mixture of sludge obtained from primary and secondary settling units in an activated sludge wastewater treatment plant. Make appropriate assumptions in your calculations. Sludge waste flow rate in the primary settling unit= 140 m³/d; and concentration = 2.5% Sludge waste flow rate in the secondary settling unit= 350 m/d; and concentration = 0.6% Qi ci Solids Loading Rate (SLR) = 40 kg ds / m².d, and SLR : A ci Qi Tc Expression for thickening zone depth= 0.75Cu A Ci: Incoming mixed sludge concentration Qi: Incoming mixed sludge flow rate A: Cross section area of the thickening tank Cu: Target underflow concentration (=5%) Tc: Time in compression zone (=2 days)
A raw sewage sample was brought in for total suspended solids and volatile solids analysis. A portion of the sample was poured into a tared evaporating dish and weighed. The sample was then heated at 105°C for 4 hours, weighed, heated at 550°C overnight, and weighed again. The data are as follows: • Tare wt. 42.9073g• Wt of sample 104.4680g• 105 °C wt. 45.4140g• 550 °C wt. 43.3236g What is the TSS in g/L? What percent of the solids are volatile?
A mixed liquor sample form an activated sludge plant was settled in a one-litre measuring cylinder for 30 minutes after which time, a volume of 350 m/ of sludge was recorded. When 50 m/ of the mixed liquor were filtered through a GFC paper for the determination of MLSS the gain in weight of the paper was 0.1375 g. Determine the SVI.
By keeping the water level constant at 42 cm according to the sample subcode, a permeability test with a permeability cell of 8 cm diameter was carried out in a laboratory environment with a temperature of 20 0C. As the pure water collected during the 1 minute measurement after the steady flow observed in the experiment is as given in the form; Evaluate the permeability of the floor by finding the permeability coefficient in cm / sec.
In a constant head permeability test, if the discharge coming out of the sample is 0.35 cm³/s find the coefficient of permeability if the length and area of cross section of the sample is 30 cm and 250 cm² respectively. The head loss per unit length of the sample can be assumed as 0.25.
2.61. The following MPN test results were obtained for three water samples. Determine the MPN/100 mL using (a) the Poisson distribu- tion [Eq. (2.90)], (b) the MPN tables given in Appendix G, and (c) the Thomas equation [Eq. (2.91)]. NUMBER OF POSITIVE TUBES SAMPLE SIZE, mL Sample A Sample B Sample C 0.1 0.01 4 0.001 0.0001 2150
A sand sample of 35 sq. cm cross sectional area and 20 cm long was tested in a constant head permeameter. Under a head of 60 cm, the discharge was 120 ml in 6 min. The dry weight of sand used for the test was 1120 g, and Gs = 2.68 1. Determine the hydraulic conductivity in cm/sec. 2. Determine the discharge velocity in cm/sec 3. Determine the seepage velocity in cm/sec