soilds from water In general there are four types of sedimentation Type I known as discrete setling describes the sedimentation of low concentration of particles that settle as individual entities ID: 803922
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Slide1
Sedimentation
Slide2Sedimentation is a physical treatment process that utilize a gravity separate suspended
soilds
from water.
In general, there are four types of sedimentation:
Slide3Type I : known as discrete
setling
describes the sedimentation of low concentration of particles that settle as individual entities.
Un this type of settling the particles settle unhindered at a constant velocity through water.
Slide4Type 2
Known as
flocculant
settling, describes sedimentation of larger concentration of solids that agglomerate as they settle.
The particles begins to settle as discrete particles but their concentration is sufficiently high to ensure particle collision.
Slide5Type 3
Known as hindered settling describes the sedimentation of a suspension with solids concentration sufficiently high to cause the particles to settle as a mass
e.g. the upper portion of the sludge blanket behave like type 3
Slide6Type 4
Known as compression settling , describes the sedimentation of suspension with
soilds
concentration so high that the particles are in contact with an another and further sedimentation can occur only by compression of the mass
Slide7Slide8Slide9Slide10Slide11Slide12Slide13Given below are the principles of good sedimentation tank design.
14.0 PRINCIPLES OF HORIZONTAL FLOW
SEDIMENTATION TANKS
(a) In a continuous flow sedimentation tank, four zones must be present.
i
) an inlet zone to disperse influent flow and suspended matter uniformly over the cross section of the basin,
ii) a settling zone in which settling takes place,
iii) an outlet zone in which clarified water is collected uniformly over the cross-section of the tank and directed to the outlet conduit, and
iv) a sludge zone at the bottom in which the settled solids accumulate and from which they are withdrawn for disposal.
Slide14(b) The criteria of settling in a horizontal flow tank are :
i
) settling rate “S” depends on particle size, shape and mass density,
ii) efficiency of a tank depends on the surface loading (or overflow rate) “S
o
”, which is given by “S
o
” = Q/A where Q is the rate of flow and A is the surface area,
iii) clarification effect depends on frequency distribution for the settling velocities of the suspended particles and the value “S
o
” which can be influenced by the design of the tank, size, shape and mass density of the particles,
iv) efficiency is independent of depth “H” of the tank and of detention time “T
o
”, and
v) particles settle faster with depth due to part of the settling particles coalescing to form larger particles which settle at rates higher than the parent particles.
Slide15(c) In an ideal horizontal flow sedimentation tank, settling is supposed to take place without any influence of the horizontal water movement (
hazen
and Camp model – concept of overflow rate). In practice, however, horizontal flow sedimentation tanks operate at efficiencies less than that for ideal horizontal flow because :=
(
i
) there is influence by horizontal water movement and transverse velocity components which scatter the pathways of discreet particles and
(ii) some
distrubance
is always present due to unequal supply of flocculated water causing eddying currents, stagnant water, wind induced currents or unequal abstraction of clarified water over the width of the tanks.
Slide16Settling Velocities for common suspensions
Nature of Solid
Specific Gravity
Settling Velocity
(m/h)
Sand, Silt, Clay
Aluminium and Iron Floc
Calcium Carbonate Precipitates
Primary Waste Organic
Activated Sludge Organics
2.650
1.002
1.200
1.001
1.005
0.25
2.99
1.51
1.51
7.20
Source : Clarifier Design, Water Environment Federation (WEF), 2005
Slide1715.1 SEDIMENTATION
Sedimentation allows the flocs to fall to the bottom in a sedimentation tank. These tanks are normally sized in accordance with the surface loading theory, which means that the particles to be separated must have sufficient time to sink to the bottom while the water passes through the tank. If the settlement velocity of the particles is V m/h, the water flow rate is Q m
3
/h and the surface area of the sedimentation tank is A m2, we obtain the following relationship :
Vm/h =
Q m
3
/h
A m
2
Slide1815.2 Rectangular Sedimentation Tank
The design criteria for rectangular horizontal flow sedimentation tank are as follows:
(a) The overflow rater ranges from 0.85 to 1.5m
3
/m
2
/hr.
However, the rate commonly used is 1.5m
3
/m
2
/hr.
(b) Detention time 2 – 4 hours
(c) The length to width ratio is between 3 : 1 and 5 : 1.
Preferred one being 4 : 1
Slide19(d) The depth is in the range of 3 to 5 meters
(e) Diffuser wall is required at the inlet where the
velocity should be not more than 0.1 m/s
(f) Loading outlet over weir should not exceeds
8m
3
/hr/m (per meter run)
(g) Space to be provided for accumulation of sludge
should be 10 to 15% of the tank volume.
(h) Floor slope is recommended to be 1:50
Slide20Q = 3500m
3
/h
Surface Rate(m/h), V =
Q
m
3
/h
A m
2
15.3 Design of Rectangular Sedimentation Tank
V = 1.5m/hr
Q
8
= 350m
3
/hr
Propose: Provide Ten (10) Rows of sedimentation tank
Slide21Surface Rate (m/h), V =
Qm
3
/h
A m
2
Area, A =
350m
3
/hr
1.5m/hr
Area, A = 233m
2
Retention time, say t = 4 hours
Tank capacity, Volume = 233m3/h x 4h
= 932 m
3
15% Sludge
= 1072 m3
d = 4.6m depth
Proposed Length to Width ratio 4 : 1
Slide224B
2
= 233
B
= 7.63 m
L
= 30.53 m
d = 4.6m
x
x
7.35m
7.63m
7.63
m
7.63m
7.63m
30.53m
1
2
3
7
10
Slide2315.4 “Lovo” Sedimentation Tank
The design criteria is as follows:
(a) Surface loading should not exceed 1.5m
3
/m
2
/hr.
(b) Detention time must not be less than 2 hrs.
(c) Length to width ratio is between 2:1 and 4:1
Slide24(d) The depth recommended is 3 to 5 meters
(e) A certain quantity of sludge accumulation
(10 to 15% of tank capacity) should be
allowed for in computing the capacity of
the tank.
(f) Inlet velocity into the sedimentation tank
should be in the region of 0.1m/sec where as
the outlet weir loading should be about
8m3/hr/m.
Slide25(g) The velocity of flow at mid-channel in the bottom
half (Q/x-sectional Area) should not be greater
than 0.05m/sec. In practice however 0.03m/s is
commonly used in design. For the top half,
0.04 m/s is the design velocity.
(h) The overflow should be positioned at the furthest
end from the inlet and should be of sufficient size
to cope with the over flow rate.
(i) The floor slopes towards the inlet end at a gradient
of 1 in 18 to 1 in 24, intermediate slanting slab that
spans the whole width of the tank rises towards the
collecting channel at the same range of gradients.