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Ingénierie

water treatement

MamushLetaSuivre

- 1. Chapter 4 PLAIN SEDIMENTATION
- 2. Sedimentation is a solid-liquid separation utilizing gravitational settling to remove suspended solids. most of the suspended particles present in water have specific gravity > 1. In still water, these particles will tend to settle down under gravity. 1. Plain sedimentation ◦ when impurities are separated from water by the action of gravity alone ◦ no chemicals are added to enhance the sedimentation process 2. Coagulant aided sedimentation ◦ when the particles are too small to be removed by gravity and aided with coagulants to increase size and agglomeration.
- 3. Sedimentation Particle-fluid separation processes are difficult to describe by theoretical analysis, mainly because the particles involved are not regular in shape, density, or size. The various regimes in settling of particles are commonly referred to as: Type – I: Discrete particle settling Type – II: Flocculant settling Type – III: Hindered (zone) settling Type – IV: Compression settling
- 4. Type – I – Discrete particle settling Settling of discrete particles in low concentration Negligible flocculation and inter-particle effects Particles settle at constant settling velocity They settle as individual particles and do not flocculate during settling Examples: ◦ Settling of sand, grit Applications: ◦ plain sedimentation for sand removal prior to coagulation
- 5. Type – II – Flocculant settling Settling of flocculent particles in a dilute suspension. As coalescence occurs, particle masses increase and particles settle more rapidly. Particles flocculate during sedimentation. These types of particles occur in alum or iron coagulation.
- 6. Type – III – Hindered (zone) settling ◦ Settling in which particle concentration causes inter- particle effects. ◦ Flocculation and rate of settling is a function of particle concentration. ◦ Particles remain in a fixed position relative to each other, and all settle at a constant velocity ◦ Mass of particles settle as a zone ◦ Zones of different particle concentrations (different layers) may develop as a result of particles with different settling velocities ◦ State of compression is reached at the bottom.
- 7. Type – IV – Compression settling ◦ Settling of particles that are of high concentration of solids (sludge's) ◦ The particles touch each other and settling can occur only by compression of the compacting mass. ◦ Occurs at lower depths of the sedimentation tanks ◦ Rate of compression is dependent on time and the force caused by the weight of solids above the compression layer.
- 8. Settling of particles Figure 6: Settling regimes depend upon closeness of particles to each other Discrete Flocculent Hindered Compression
- 9. Principle of plain sedimentation - Discrete particles When particles settle discretely, the particle settling velocity can be calculated and the basins can be designed to remove a specific particle size. STOKE’s LAW Particle falling in a fluid accelerates until the frictional resistance, or drag on the particle is equal to the gravitational force of the particle. Isaac NEWTON Settling velocity remains constant Terminal velocity
- 10. Principle of plain sedimentation - Discrete particles Terminal settling velocity depends on water and particle properties. Characteristics of the particles ◦ Size and shape ◦ Specific gravity Properties of the water ◦ Specific gravity ◦ Viscosity To calculate the settling velocity ◦ Particle shape is assumed to be spherical ◦ Particles that are not spherical … can be expressed in terms of a sphere of an equal volume.
- 11. Principle of plain sedimentation - Discrete particles The general equation for terminal settling of a single particle is derived by equating the forces upon a particle (Newton’s Law) Forces acting on a free falling particle in a fluid are: FD: Drag Force FB: Buoyancy Force FG: Gravitational Force FD = FG - FB
- 12. Principle of plain sedimentation - Discrete particles i. Drag Force on a particle traveling in a resistant fluid: 𝑭𝑫 = 𝑪𝑫𝒗𝟐𝝆𝑨 𝟐 CD: Drag coefficient v: settling velocity : density of fluid A: projected area of particle in the direction of flow ii. Gravitational Force: 𝑭𝑮 = 𝝆𝒑𝒈∀ p: density of particle g: gravitational acceleration ∀: volume of particle
- 13. Discrete particles iii. Buoyancy Force: 𝑭𝑩 = 𝝆𝒈∀ : density of fluid g: gravitational acceleration ∀: volume of particle From Newton’s Law 𝑭𝑫 = 𝑭𝑮 − 𝑭𝑩 𝐶𝐷𝑣𝑡 2𝜌𝐴 2 = 𝜌𝑝𝑔∀ − 𝜌𝑔∀= ∀𝑔(𝜌𝑝 − 𝜌) Terminal settling velocity of a particle of any shape 𝑣𝑡 = 2∀𝑔(𝜌𝑝 − 𝜌) 𝐶𝐷𝜌𝐴
- 14. Discrete particles Terminal settling velocity of a particle of a solid spherical particle (d: diameter of a sphere): ∀= 4 3 𝜋𝑟3 𝐴 = 𝜋𝑟2 Drag coefficient depends on the nature of the flow around the particle. Nature of the flow can be described by the Reynolds number (Re) 𝑣𝑡 = 4𝑔𝑑(𝜌𝑝 − 𝜌) 3𝐶𝐷𝜌 Stoke’s equation 𝑅𝑒 = 𝜌𝑣𝑡𝑑 𝜇 𝐶𝐷 = 𝑘 1 𝑅𝑒
- 15. Discrete particles i. For Re less than 2, Laminar flow Cd is related to Re by the linear expression as follows: 𝐶𝐷 = 24 𝑅𝑒 For laminar flow conditions ii. 2 < Re< 500 - 1000, Transition zone 𝐶𝑑 = 24 𝑅𝑒 + 3 𝑅𝑒 + 0.34 The value of vt is solved by iteration. ◦ first, assume the flow is laminar and calculate Cd, ◦ compute vt and Re and, ◦ with computed Re, compute Cd until the values of vt converges. 𝑣𝑡 = 𝑔(𝜌𝑝 − 𝜌)𝑑2 18𝜇
- 16. Discrete particles iii. 500 - 1000 < Re< 200,000, Turbulent flow zone 𝐶𝑑 = 0.44 Terminal velocity becomes 𝑣𝑡 = 1.74 𝑔(𝜌𝑝 − 𝜌)𝑑 𝜌
- 17. Drag Coefficient on a Sphere laminar Re t V d turbulent turbulent boundary 0.1 1 10 100 1000 Drag Coefficient Reynolds Number Stokes Law 24 Re d C 18 2 p t g d V Figure 7: Variation of drag coefficient Cd with Reynolds number Re for single particle sedimentation 𝑣𝑡 = 4𝑔𝑑(𝜌𝑝 − 𝜌) 3𝐶𝐷𝜌
- 18. Discrete particles Example 1 Find the terminal settling velocity of a spherical particle with diameter of 0.5mm and a specific gravity (sg) of 2.65 settling through water at 20°c ( = 1.002*10-3 Ns/m2, w = 1000kg/m3). Ans: vt = 0.091m/sec
- 19. Design Aspects of Sedimentation Tanks Particle settling is dependent on the nature of the particle and geometry of the sedimentation process. In practice, settling of the particles is governed by the resultant of horizontal velocity of water and the vertical downward velocity of the particle. Particles move horizontally with the fluid (all particles have the same horizontal velocity) Particles move vertically with terminal settling velocity (different for particles with different size, shape and density) The path of the settling particle is as shown in Figure below.
- 20. Design Aspects of Sedimentation Tanks Figure: Horizontal and vertical velocity of settling of particles Particle 2 Particle 1 Particle 3
- 21. Design Aspects of Sedimentation Tanks The critical particle in the settling zone of an ideal rectangular sedimentation tank, for design purposes, will be: ◦ particle that enters at the top of the settling zone and settles with a velocity just sufficient to reach the sludge zone at the outlet end of the tank. In an ideal sedimentation tank with horizontal or radial flow pattern, particles with settling velocity less than vs (vt) can still be removed partially.
- 22. Design Aspects of Sedimentation Tanks The design aspects of sedimentary tanks are: i. Velocity of flow ii. Capacity of tank iii. Inlet and outlet arrangements iv. Settling and sludge zones v. Shapes of tanks vi. Miscellaneous considerations
- 23. Design Aspects of Sedimentation Tanks 1. Velocity of flow: ◦ should be sufficient enough to cause the hydraulic settling of suspended impurities ◦ should remain uniform throughout the tank ◦ is generally not allowed to exceed 0.15 to 0.3m/min 2. Capacity of tank: ◦ Capacity of tank is calculated by i. Detention period ii. Overflow rate
- 24. Design Aspects of Sedimentation Tanks i. Detention period ◦ The theoretical time taken by a particle of water to pass between entry and exit of a settling tank ◦ The capacity of tank is calculated by: V = C = Q * T where C - Capacity of tank Q - Discharge or rate of flow T - Detention period in hours ◦ The detention period depends on the quality of suspended impurities present in water. ◦ For plain sedimentation tanks, the detention period is found to vary from 3 to 4 hours.
- 25. Design Aspects of Sedimentation Tanks ii. Overflow Rate It is assumed that the settlement of a particle at the bottom of the tank: ◦ does not depend on the depth of tank ◦ depends upon the surface area of the tank Settling time: = 𝒕𝒔 = 𝑯 𝑽𝒔 Detention time: = 𝒕𝒅 = 𝑳 𝑽 𝑉 = 𝑄 𝑊𝐻 horizontal velocity of water particle
- 26. Design Aspects of Sedimentation Tanks ii. Overflow Rate To get the desired settling with most efficient tank size, td = ts , which occurs when Vo = Vs = Vt. Where, L → Length of tank W → Width of tank Ap → Plan area of tank Q → Discharge or rate of flow Vs → Velocity of descend of a particle to the bottom of tank Vo → overflow rate / surface loading rate /critical velocity V → horizontal velocity of particle p o A Q LW Q HW Q L H L HV V
- 27. Design Aspects of Sedimentation Tanks 3. Inlet and Outlet Arrangements Inlet zone Purposes: ◦ to distribute the water ◦ to control the water's velocity as it enters the basin The incoming flow in a sedimentation basin must be evenly distributed across the width of the basin to prevent short-circuiting (caused by wind effects, …) ◦ Short-circuiting is a problematic circumstance in which water bypasses the normal flow path through the basin and reaches the outlet in less than the normal detention time.
- 28. Design Aspects of Sedimentation Tanks Figure 8: Horizontal and vertical velocity of settling of particles
- 29. Design Aspects of Sedimentation Tanks 3. Inlet and Outlet Arrangements Outlet Zone The outlet zone controls the water flowing out of the sedimentation basin ◦ designed to prevent short-circuiting of water in the basin. ◦ to ensure that only well-settled water leaves the basin and enters the filter. ◦ used to control the water level in the basin. Outlet arrangement consists of (i) weir, notches or orifices (ii) effluent trough or launder (iii) outlet pipe
- 30. Design Aspects of Sedimentation Tanks Outlet Zone ◦ Weir loading rates are limited to prevent high approach velocities near the outlet. ◦ Weirs frequently consist of V-notches approximately 50mm in depth, placed 150 – 300mm on centers, with a baffle in front of the weir: to prevent floating material from escaping the sedimentation basin and clogging the filters.
- 31. Design Aspects of Sedimentation Tanks 4. Settling and Sludge Zones Settling Zone ◦ Zone where particle settling occurs ◦ this zone will make up the largest volume of the sedimentation basin. ◦ for optimal performance, the settling zone requires a slow, even flow of water. (insignificant turbulence, laminar flow) ◦ The settling zone may be simply a large expanse of open water. ◦ But in some cases, tube settlers and lamella plates are included in the settling zone.
- 32. Design Aspects of Sedimentation Tanks Tube settlers and lamella plates: (55° to 60° ) ◦ increase the settling efficiency and speed in sedimentation basins. ◦ functions as a miniature sedimentation basin, greatly increasing the settling area. ◦ are very useful in plants where site area is limited, in packaged plants, or to increase the capacity of shallow basins.
- 33. Design Aspects of Sedimentation Tanks 4. Settling and Sludge Zones Sludge Zone ◦ Found across the bottom of the sedimentation basin where the sludge collects temporarily. ◦ Velocity in this zone should be very slow to prevent re- suspension of sludge. ◦ A drain at the bottom of the basin allows the sludge to be easily removed from the tank. ◦ The tank bottom should slope toward the drains to further facilitate sludge removal. ◦ Sludge removal: using automated equipment manually
- 34. Design Aspects of Sedimentation Tanks 5. Shapes of Tanks i. Rectangular tanks with horizontal flow ii. Circular tanks with radial or spiral flow The detention time for a circular tank t = d2 (0.011d + 0.785H) Q
- 35. Design Aspects of Sedimentation Tanks Parameters for satisfactory performance of sedimentation tank. 1. Detention period ….. 3 to 4 hours for plain settling 2 to 2.5 hours for floc settling 1 to 1.5 hours for vertical flow type 2. Overflow rate ……… 15 - 30 m3/m2/day for plain settling 30 - 40m3/m2/day for horizontal flow 40 - 50m3/m2/day for vertical flow 3. Velocity of flow…….. 0.5 to 1.0 cm/sec 4. Weir loading………... 300m3/m/day
- 36. Design Aspects of Sedimentation Tanks Parameters for satisfactory performance of sedimentation tank. 5. L:W …………………. 3:1 to 5:1 Width of tank…….. (10 to 12m) to 30 to 50m 6. Depth of tank…… 2.5 to 5m (with a preferred value of 3m) 7. Diameter of circular tank…. up to 60m 8. Turbidity of water after sedimentation ….. 15 to 20 NTU. 9. Inlet and Outlet zones………. 0.75 to 1.0m 10. Free board…………………… 0.5m 11. Sludge Zone…………………. 0.5m
- 37. Overview of design calculations Determine the surface area, dimensions, and volume of the sedimentation tank as well as the weir length. The calculations are as follows: 1. Divide flow into at least two tanks. 2. Calculate the required surface area. 3. Calculate the required volume. 4. Calculate the tank depth. 5. Calculate the tank width and length. 6. Check flow velocity. 7. If velocity is too high, repeat calculations with more tanks. 8. Calculate the weir length.
- 38. Design Aspects of Sedimentation Tanks Example 2: A water treatment plant has four clarifiers treating 0.175 m3/s of water. Each clarifier is 4.9m wide, 24.4m long and 4.6m deep. Determine: (a) the detention time, (b) overflow rate, (c) horizontal velocity, and (d) weir loading rate assuming the weir length is 2.5 times the basin width. Example 3: Find the settling velocity (vs) for sand particles with a diameter of 0.08mm. ρp= 2650 kg/m3, µ = 1.002*10‐3Ns/m2 at 20°C. Using the calculated settling velocity of the given sand as overflow rate, design plain sedimentation tanks to be used to remove sand from river water that is used to produce 20,000m3/d drinking water. Use two tanks.