SEDIMENTATION
Sedimentation is one of the most basic processes of water treatment. Plain sedimentation, such as
the use of a pre-sedimentation basin (grit chamber) and sedimentation tank (or basin) following
coagulation—flocculation, is most commonly used in water treatment facilities. The grit
chamber is generally installed upstream of a raw water pumping station to remove larger
particles or objects. It is usually a rectangular horizontal-flow tank with a contracted inlet and the
bottom should have at minimum a 1:100 longitudinal slope for basin draining and cleaning
purposes. A trash screen (about 2-cm opening) is usually installed at the inlet of the grit chamber.
Sedimentation is a solid–liquid separation by gravitational settling. There are four types of
sedimentation: discrete particle settling (type 1); flocculant settling (type 2); hindered settling
(type 3); and compression settling (type 4). Sedimentation theories for the four types are
discussed in Chapter 1.7 and elsewhere (Gregory and Zabel, 1990).
The terminal settling velocity of a single discrete particle is derived from the forces (gravitational
force, buoyant force, and drag force) that act on the particle. The classical discrete particle
settlingtheories have been based on spherical particles. The equation is expressed as follow:
u= [4g(ρp-ρ)d/3Cd.ρ]1/2 ….. (1)
where u= settling velocity of particles, m/s or ft/s
g= gravitational acceleration, m/s2or ft/s2
ρp=density of particles, kg/m3or lb/ft3
ρ = density of water, kg/m3or lb/ft3
d =diameter of particles, m or ft
Cd = coefficient of drag
The values of drag coefficient depend on the density of water (ρ), relative velocity (u), particle
diameter (d), and viscosity of water (µ), which gives the Reynolds numberRas:
R= ρud/µ ….. (2)
The value ofCd decreases as the Reynolds number increases. For Rless than 2 or 1,Cd is
related toRby the linear expression as follows:
Cd = 24/R ….. (3)
At low values ofR, substituting Eq. (2) and (3) into Eq. (1) gives
u = g(ρp-ρ)d2/18µ ….. (4)
This expression is known as the Stokes equation for laminar flow conditions.
In the region of higher Reynolds numbers (2<R<500–1000),Cd becomes (Fairet al. 1968):
Cd= (24/R) + (3/√R) +0.34 ….. (5)
In the region of turbulent flow (500-1000< R< 200,000), theCd remains approximately
constant at 0.44. The velocity of settling particles results in Newton’s equation (ASCE and
AWWA 1990):
u= 1.74 [(ρp-ρ)gd/ρ]1/2 ….. (6)
When the Reynolds number is greater than 200,000, the drag force decreases substantially and
Cd becomes 0.10. No settling occurs at this condition.
Overflow Rate
For sizing the sedimentation basin, the traditional criteria used are based on the overflow rate,
detention time, weir loading rate, and horizontal velocity. The theoretical detention time is
computed from the volume of the basin divided by average daily flow (plug flow theory):
t=24V/Q ……… (6.66)
where:
t= detention time,
h 24 = 24 h per day
V= volume of basin, m3 or million gallon (Mgal)
Q= average daily flow, m3/d or Mgal/d (MGD)
settling analysis. The overflow rate or surface loading rate is calculated by dividing the average
daily flow by the total area of the sedimentation basin as follows:
u = Q/A = Q/lw ……… (6.67)
where:
u= overflow rate, m3/(m2.d) or gpd/ft2
Q= average daily flow, m3/d or gpd
A= total surface area of basin, m2 or ft2
andw=length and width of basin, respectively, m or ft
For alum coagulation u is usually in the range of 40 to 60 m3/(m2 _ d) (or m/d) (980 to 1470
gpd/ft2) for turbidity and color removal. For lime softening, the overflow rate ranges 50 to 110
m/d (1230 to 2700 gpm/ft2). The overflow rate in wastewater treatment is lower, ranging from
10 to 60 m/d (245 to 1470 gpm/ft2). All particles having a settling velocity greater than the
overflow rate will settle and be removed.
It should be noted that rapid particle density changes due to temperature, solid concentration, or
salinity can induce density current which can cause severe short-circuiting in horizontal tanks
(Hudson, 1972).
GRIT CHAMBER (pre sedimentation)
Grit originates from domestic wastes, stormwater runoff, industrial wastes, pumpage
from excavations, and groundwater seepage. It consists of inert inorganic material such as sand,
cinders, rocks, gravel, cigarette filter tips, metal fragments, etc. In addition grit includes bone
chips, eggshells, coffee grounds, seeds, and large food wastes (organic particles). These
substances can promote excessive wear of mechanical equipment and sludge pumps, and even
clog pipes by deposition.
Composition of grit varies widely, with moisture content ranging from 13 to 63 percent,
and volatile content ranging from 1 to 56 percent. The specific gravity of clean grit particles may
Eddy, Inc. 1991). Grit chambers should be provided for all wastewater treatment plants, and are
used on systems required for plants receiving sewage from combined sewers or from sewer
systems receiving a substantial amount of ground garbage or grit. Grit chambers are usually
installed ahead of pumps and comminuting devices.
Grit chambers for plants treating wastewater from combined sewers usually have at least
two hand cleaned units, or a mechanically cleaned unit with bypass. There are three types of grit
settling chamber: hand cleaned, mechanically cleaned, and aerated or vortex-type degritting
units. The chambers can be square, rectangular, or circular. A velocity of 0.3 m/s (1 ft/s) is
commonly used to separate grit from the organic material. Typically, 0.0005 to 0.00236 m3/s (1
to 5 ft3/min) of air per foot of chamber length is required for a proper aerated grit chamber; or
4.6 to 7.7 L/s per meter of length. The transverse velocity at the surface should be 0.6 to 0.8 m/s
or 2 to 2.5 ft/s (WEF 1996a). Grit chambers are commonly constructed as fairly shallow
longitudinal channels to catch high specific gravity grit (1.65). The units are designed to
maintain a velocity close to 0.3 m/s (1.0 ft/s) and to provide sufficient time for the grit particle to
settle to the bottom of the chamber.
Typical design information for horizontal-flow grit chambers
Item Value
Range Typical
Detention time, s 45 -90 60
Horizontal velocity, ft/s 0.8 -1.3 1.0
Settling velocity for removal of:
Typical design information for aerated grit chambers
Item Value
Range Typical Detention time at peak flowrate, min 2 - 5 3
Dimensions: Depth, ft Length, ft Width, ft
Width-depth ratio Length-width ratio
7 - 16 25 – 65
8 – 23 1:1 – 5:1 3:1 – 5:1
1.5 : 1 4 : 1 Air supply, ft3/min.ft of length 2.0 – 5.0
EXAMPLE:The designed hourly average flow of a municipal wastewater plant is 0.438 m3/s
(10 Mgal/d). Design an aerated grit chamber where the detention time of the peak flow rate is 4.0
min (generally 3 to 5 min).
Solution:
Step 1. Determine the peak hourly flowQ
Using a peaking factor of 3.0
Q= 0.438 m3/sx3
= 1.314 m3/s
= 30 Mgal/d
Step 2. Calculate the volume of the grit chamber
Two chambers will be used; thus, for each unit
Volume = 1.314 m3/s x 4 min x 60 s/min : 2
= 157.7 m3
= 5570 ft3
(Assume): Select the width of 3 m (10 ft), and use a depth-to-width ratio of 1.5 : 1
(typically 1.5 : 1 to 2.0 : 1)
Depth =3 m x 1.5 = 4.5 m
=15 ft
Length = volume/(depth x width)=157.7 m3/(4.5 mx3 m)
=11.7 m
=36 ft
Note: Each of the two chambers has a size of 3 m x 4.5 m x 11.7 m or 10 ft x 15 ft x 36 ft.
Step 4. Compute the air supply needed
Use assume: 5 std ft3/min (scfm) or (0.00236 m3/s/ft length.
Air needed = 0.00236 m3/(s . ft) x 36 ft
= 0.085 m3/s or = 5 ft3/min x ft x 36 ft
= 180 ft3/min
Step 5. Estimate the average volume of grit produced
Assume 52.4 mL/m3 (7 ft3/Mgal) of grit produced
Volume of grit = 52.4 mL/m3 x 0.438 m3/s x 86,400 s/d
= 1,980,000 mL/d
= 1.98 m3/d
or = 7 ft3/Mgal x 10 Mgal/d
