DESIGN OF WASTEWATER TREATMENT PLANT ClarifierSedimentation Tank Design

DESIGN OF WASTEWATER TREATMENT PLANT

Clarifier/Sedimentation Tank Design

Design criteria The following design criteria are generally assumed to design a Primary Settling Tank / Sedimentation A) GENERAL No. of Tanks 2 or more (usually) Types of tanks Circular or rectangular Removal of Sludge and Scum Mechanical (usually) Tank bottom slope 60 -150 mm/m Speed of sludge scraper 0. 02 – 0. 05 rpm

B) DIMENSIONS Rectangular Tank Circular Tank C) TECHNICAL Range Typical Length (m) 15 -100 30 Width (m) 3 -30 10 Depth 2. 5 -5 4 Diameter (m) 3 -60 30 Depth (m) 3 -5 4 Bottom slope, (mm/mm) 0. 02 – 0. 05 0. 03 Range Typical Detention Time, t (hr) 1. 0 – 4. 0 2. 0 Flow Through velocity (m/min) 0. 6 – 3. 6 0. 9 SLR (m 3/m 2/hr) at average flow 1. 2 – 2. 5 1. 6 Peak Hourly Flow 2. 0 – 5. 0 4. 2 WLR (m 3/m/d) 125 - 500 250

Primarily used in WWT to separate solids from liquids in effluent streams. Types light Clarifiers Criteria for sizing clarifier (settling tank) Tank depth at the side wall Detention time Overflow rate (surface loading rate) Scour velocity

Criteria For Sizing Clarifier (Settling Tank) -Overflow Rate (Surface Settling Rate)Definition: The average daily flow rate divided by the surface area of the tank. Clarifiers overflow rate @ surface settling rate (m 3/m 2 d) Average daily flowrate (m 3/day) Total surface area of the tank (m 2)

Criteria For Sizing Clarifier (Settling Tank) -Depth Of Tank- Depth of tank The water depth at the side wall measuring from the tank bottom to the top of the overflow weir. Exclude the additional depth resulting from slightly sloping bottom that is provided in both circular and rectangular clarifiers. Effluent weir Influent H Occupied with sludge Effluent weir loading (typical= 250 m 3/m. d) is equal to quantity of WW flowing divided by the total weir length, Lw Average daily flowrate (m 3/day) Total weir length (m)

Criteria For Sizing Clarifier (Settling Tank) -Detention Time- Detention time length of time a particle or a unit volume of WW remains in a reactor Detention time (day) 3 = Tank volume (m ) Average daily flowrate (m 3/day)

CRITERIA FOR SIZING CLARIFIER (SETTLING TANK) -SCOUR VELOCITY Scour Velocity horizontal velocity through the tank to avoid resuspension of settled particles Where: VH = horizontal velocity that will just produce scour (m/s) k = cohesion constant that depends on type of material being scoured (unitless) s=specific gravity of particles g=acceleration due to gravity (9. 81 m/s 2) d=diameter of particles f=Darcy-Weisbach friction factor (unitless)

Example:

Stabilization pond design

In series

Design Parameters

Facultative Pond

Design Criteria � Surface Organic Loading Rate � Depth � Detention Time � Geometry (L/B ratio)

Surface Organic Loading Rate � Related with algae activity and balance between oxygen production and consumption.

Depth

Depth

Depth � Based on volume, V and the required area, A , the depth (H) of pond = V/A. � H = 1. 5 to 2. 0 m

Detention time � In primary detention time, t usually vary from 15 to 45 days.

L/B Ratio

If K = 0. 35 d-1 θ=1. 085 If K = 0. 30 d-1 θ=1. 05

Example

Solution

ANAEROBIC POND DESIGN

Volumetric Loading Rate

Volumetric Loading Rate

Detention Time

Depth

L/B Ratio

AEROBIC POND DESIGN � Design Criteria � Detention time, t = 5 to 10 days � Depth, H = 2. 5 to 4. 0 m � Oxygen Requirement � Power Requirement

Oxygen Requirement

Power Requirement

Activated sludge design