1. You are to design four sedimentation basins which operate in parallel. The total flow influent, coming from the flocculation basin is 24 MGD. Each basin is 30 ft. wide, 240 ft. long and has an effective settling depth of 10 ft. The dynamic viscosity of water is 2.73 E-5 lb/sec/ft2 at 50 degrees Fahrenheit. The kinematic viscosity of the water is 1.41 E-5 ft2/sec. The specific gravity of the particles to be settled is 1.60. a. What is the nominal detention time for sedimentation? b. What is the overflow rate in gal/day/ft2. c. What is the settling velocity (ft/sec) of the smallest discrete particle that will be 100% removed? d. According to Stokes law what is the diameter (ft) of the smallest discrete particle that will be 100% removed? e. What is the horizontal water velocity (ft/min) in the sedimentation basin?

1. You are to design four sedimentation basins which operate in parallel. The total flow influent, coming from the flocculation basin is 24 MGD. Each basin is 30 ft. wide, 240 ft. long and has an effective settling depth of 10 ft. The dynamic viscosity of water is 2.73 E-5 lb/sec/ft2 at 50 degrees Fahrenheit. The kinematic viscosity of the water is 1.41 E-5 ft2/sec. The specific gravity of the particles to be settled is 1.60. a. What is the nominal detention time for sedimentation? b. What is the overflow rate in gal/day/ft2. c. What is the settling velocity (ft/sec) of the smallest discrete particle that will be 100% removed? d. According to Stokes law what is the diameter (ft) of the smallest discrete particle that will be 100% removed? e. What is the horizontal water velocity (ft/min) in the sedimentation basin?

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

Asking for a solution please
A settling tank has an overflow rate of 100,000 gal/ft^2 •d. Water carrying sediment of varioussizes enters the tank. The sediment has the following distribution of seIling velocities. What is the gravimetric percentage of sediment particles completely removed? (A) 32%(B) 39%(C) 47%(D) 55%
Answer in three decimal places please
Lecturer: Roozbeh Safaeian Amoly Duration: 90 minutes 1. A soil sample 15 cm in diameter is placed in a tube 3 m long. A constant supply of water is allowed to flow into one end of the soil at A, and the outflow at B is collected by a beaker as shown in the figure. Determine (a) hydraulic gradient, (b) flow rate, (c) average velocity, (d) seepage velocity if e 0.7, and (e) hydraulic conductivity, if the average amount of water collected is 3 cm' for every 20 seconds. 10 kPa ttt 1.4 m 1.5m- 15m- 15m-- 1.5m- B Soil C. Exit Datum 2m 1-5 m 15m 11:00 口 4) 2.06.2021
The completed flow net for the dam shown in Figure 1. The coefficient of permeability for soil is 3.5 × 10 -ªcm/s. Determine the following: 1) Number of flow channels (Nf) and number of potential drops (Na) from the flow net 2) The seepage loss, q (m² /s/ per meter of dam width) 15 m Ah-6.0 m 2.0 m 17.0 m IMPERVIOUS STRATUM (CLAY OR ROCK) Figure 1: Flow net
A slurry flowing at a rate of 8000 m3 /d is fed to a rectangular sedimentation tank to separate the sand particles (SG=2.65) from water (ρ=1000 kg/m3 , µ=1 cP). The critical settling velocity was chosen to be that of a particle with a diameter of 0.02 mm. Calculate the minimum detention time required (in h) and the dimensions of the tank (in m). Assume that the depth is 3.5 m and the L:W is 3:1.
A soil pit has coefficient of permeability of 10-6 m/s. The flow net around the foundation in the soil has 6 flow lines and 12 equipotential lines. Compute the value of seepage per meter for a hydraulic head of 3 m.
The figure below shows two flow lines for seepage across an interface between two soil media of different co-efficient of permeability. If entrance angle a₁ = 30°, the exit angle a2 will be k, = 1.0 x 10-7 m/s al al a2 k, = 4.0 x 10-7 m/s a2
A site consists of a homogenous dense silty sand layerof 8m thickness which is underlain by an imprevious stiff clau stratum. The initial water table was at 3m depth below the ground level. A pumping test was carrier out by pumping water at the rate of 0.7 m^3/min. Onservation wells were dug into the ground at 25m and 50m distances from the center line of the well. At steady state (i.e., when there was no change in water levels in the observation wells), the water levels in the two wells dropped by 500mm and 150mm, respectively. Determine the hydraulic conductivity of the clay sand layer.
Problem No. 3 A sedimentation tank with 600 m surface area is designed to treat 1100 m'/day of water with influent suspended solid of 150 mg/l. Determine the effluent suspended solids, Due to population increase, the quantity of water increased to 2500 m'/day and it is intended to install another sedimentation tank in parallel with the existing one, determine the surface area of the second tank. The mass fraction remains and corresponding settling velocities of water sample is illustrated in the following table: percent 100 70 50 30 15 Vx 10 m/min 3.0 2.0 1.5 1.0 0.5
Question: A rectangular primary sedimentation basin is to be designed for an activated sludge treatment plant serving a municipality. The regulatory agency criteria for primary sedimentation basins used for activated sludge system are as follows: peak overflow rate (S) = 80 m3/d-m2, average overflow rate (S) = 40 m3/d-m2, peak solids loading = 50 kg/d-m2, peak weir loading = 372 m3/m-d. The average flow to the basin is 12 000 m3/d. Calculate the tank surface area in m2. Calculate the peak flow rate in m3/d. Calculate the total suspended solids concentration in the incoming flow to the basin (mg/L) Calculate the total weir length (m)
The permeability of sand in horizontal and vertical directions are 3 × 10- 3 cm/sec and 1 x 10-3 cm/sec and the permeability of clay in horizontal and vertical directions are 9 x 10-7 cm/sec and 3 × 10-9 cm/sec, then the ratio of X seepage Loss per meter length of dam in sand to clay is: