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ew
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Organic
pollution
i
Curve C
oxygen
profile.
cr
sag
clJrve
=
J
>a
x
(}
:o
&
=
n
.*
C3
Minrmurn
D.O.
\
Curve
A
desxygenaticfi
-\.
-,/
curve B
---ra/
r*"#rrtiJ-
/'/'
t--
-?
\--
Tir*e
or
distance
Figure
4
Generalized
effect of
organic
pollution in
the stream
or
river
(single
point
source
DO
Sag
curve)
Multi-point
sources
DO
sag
curve
Distance
Figure
5
Variation
in DO by
several
point
discharges
18530
ESE Section
l,
Chapter
I W'ater Pollution
l-5
7/21/2019 2008 Enviro & Sanitation Notes + Tutorial Answers
3/177
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c)
bo
X
q)
a
ID
Do.
DO-io
0
Saturation
1
Initial
deficit
(Do)
Deficit
@)
{
Critical
point
I
Figure
6
Typical DO sag
curve
for calculation
Initial
DO
deficit
of
the
mixture of
organic
source and
river:
Do"
-
Do,
l,kot:
(.-oo'
- -k.t)
+
D"
e-*"]
(1.1)
'
'kr-kd'
where:DO,
is
saturated
value
of DO
(mg/L)
I(6
:
deoxygenation
constant
(day-t)
Kr:
reaeration
rate
constant
(duy-t)
t
:
the
time
required
for
the waste
to
reach a
given
location
downstream
(day)
The
time
(t")
and distance
downstream
(x.)
at which the oxygen
deficit
is
maximum:
t.=- lni;[l-
r
rr
D"(k,-ko)
-tr-
-*
1
0X"
tc
k,
-ko
Distance
-----t
Time
------+
KoLo
l)
(r.2)
d
Diurnal
variation in DO
Primary
sources
of oxygen in
surface
water
are
photosynthesis
of
aquatic
plants,
algae
and
diffusion of
atmospheric
oxygen
across
the air
water
interface.
The
dissolved oxygen content
of
natural water varies
with
temperature,
photosynthesis
activities
and respiration
of
plants
and animals.
DO
concentration
in a
constant
state
of flux on a daily
basis
(consumption)
48530 ESE Section
I,
Chapter
I
Water
Pollution
7/21/2019 2008 Enviro & Sanitation Notes + Tutorial Answers
5/177
1,
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7/21/2019 2008 Enviro & Sanitation Notes + Tutorial Answers
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B.
Sources ofnitrogen
and
phosphorus
Major
sources
of
nitrogen
and
phosphorous
are
mainly from:
(i)
agricultural
runoff,
(ii)
municipal wastewater discharges,
(iii)
runoff
from
animal feedlots,
ffid
(iv)
chemical
fertilisers and
nitrogen
deposition from the atmosphere.
The household detergents
used
for
washing clothes contain
large
amount
of
phosphorous,
which
when released
into
water
act
as
stimulant to
algal
growth.
The
major sources that
contribute
to
the N
and P
in
surface waters
are
tabulated
in
Table 4.
Table 4 Sowces
of
nitrogen
G.D
and
phosphorus (P)
Total
phosphorus
is a measure
of the
phosphorus
in mg
of
P per
litre,
which
includes
the
P
bound
to
particulate
matter
and
colloidal
and
soluble
ortho-phosphates.
Total nitrogen
is
the
sum
of organically bound nitrogen,
ammonia"
nitrite
and
nitrate
nitrogen.
Effluent
from
sewage
treatment
plants
increases the nutrient level
significantly in
receiving
water. The
standards
for
discharging
into water
bodies/streams
are:
10 mg/L
as total
nitrogen
and
2.0
mglL
as
ammonia-nitrogen,
and
0.3
mglL
as
total
phosphorus.
Some recent studies
suggest
that
phosphorus
concentrations
in
excess
of
0.015 mg/L
and
nitrogen
concentrations
above
0.3
mg/L
are
sufficient to
cause blooms
of
algae.
C. Effect
of
nutrients
pollution
Nutrient enrichment
can lead
to
blooms of
algae,
which eventually
die
and
decompose. Their
decomposition
removes
oxygen from the
water,
potentially
leading to
levels
of
DO
that are
insuffrcient
to
sustain normal
life forms.
Algae
and decaying organic
matter add
colow,
turbidity, odours
and
objectionable
tastes
to water
that
are difficult
to
remove
and
that
may
greatly
reduce
its
acceptability
as a domestic
water
source.
The
process
of nutrient
enrichment, called
eutrophication, is
an
especially important one
in
iakes.
There
are
many
factors
that control the
rate
of
production
of
algae,
including the availability
of
sunlight
to
power
the
photosynthetic
reactions,
and
the
concentration
of
nutrients
required
for
growth.
While the
list
will
include
all
the nutrients
mentioned in
the introduction,
the
problem
is
greatly
simplified
by
focussing on the
two
that most often
limit
algal
growth:
phosphorous
and
nitrogen, so
that eutrophication
of
surface waters
including rivers,
lakes
and
ponds
can
be
controlled.
Sewage
Industries
Land
Groundwater
Urban
runoff
Rain
31.0
1.8
10.6
42.0
5.5
8.5
s8.0
1.0
24.6
2.5
10.0
r.2
48530
ESE Section 1, Chapter
I
lf'ater Pollution l-8
7/21/2019 2008 Enviro & Sanitation Notes + Tutorial Answers
8/177
Tuhntal
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40/177
The
oxidation
of
ammonia is
a
slow
process
and usually
starts only after 6 to
10
days, in
most of
the
cases.
But
if enough
nitrifying
bacteria
are
present,
NBOD
can interfere
with
the results
of
BOD.
Figure
2
illustrates
CBOD and NBOD
Where a
sufficient
number of nitrifying
organisms are
present,
nitrification can
occur as shown by the dotted
curve.
Nitrogenous
biochemical
oxygen
demand, NBOD
Fig.2Illustration
of
NBOD
and
CBOD
G.
Typical
BOD
values
of differentwastewater
J
o)
E
c
(d
E
o
o
c
o
O)
x
o
Unpolluted
natural
water
Polluted natural water
Raw
sewage
Biologically
treated
sewage
Septic
tank
effluent
Storm
run-off
Garbage
tip
leachate
Oil
refinery,
food
industry
10
mg/L
:150
-200mglL
6o
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onsttn/
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Thus,
when
the
flow varies,
the
depth of flow
varies
changing
the
cross sectional area
of the
chamber
and keeping
the
horizontal
velocity
constant. This
is the main
principle
of
operation
of
horizontal
flow
or
constant
velocity
grit
chamber.
Although
the
grit
chamber
is designed
as
paraboiic,
its
construction
will
be trapezoidal
shape.
Desisn:
The
design
of
the
grit
chambers
is
based
on
the settling
velocity
of
particles
of
critical
size.
Because
of
this
the design follows the
Class
I tlpe of
settling and Stoke's
law
(Section
2,
Chapter
1).
ln
general,
e
Length
of the
channel
in
gnt
chamber
is
governed
by
the depth
required
by the
settling
velocity
and
the
cross sectional
area by
the
rate
of
flow and
the number
of
channels.
.
Velocity
of flow
is controlled
by
special
influent distribution
gates
and use
of special
weir
sections
at
the
effluent
end.
Disadvantages
.
excessive
wear
of
grit-handling
equipment
o
necess0
for
separate
grit
washing equipment
(ii)
Aerated
grit
chambers
.
Overcome
the disadvantages
of
constant velocity
grit
chambers
(e.g.
minimum
wear and
tear
and
no washing
of
grit
is
necessary).
r
A
type
of
a spiral
flow
grit
chamber
o
Designed
to impart a transverse
rolling
motion to the
flow.
.
Air
is
injected
at
a contolled
rate
near the base of
one
longitudinal
wall
of
the
chamber.
ign criteria
for
horizontal
flow
grit
chambers
45-90
0.25 - 0.4
0.9r
-
t.26
0.60
-
0.90
30-40
Detention time,
s
Horizontal
velocityo
m/s
Settling
velocity
for removal of:
0.21mm
material,
m/min
0.15
mm material,
m/min
Headloss
in
a
control
section,
noh
of depth
of channel
48350 ESE Section 3 Chapter
I
Conventional
Domestic
W'astewater Treatmenl
3-5
7/21/2019 2008 Enviro & Sanitation Notes + Tutorial Answers
98/177
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o
Helical
flow
is
permitted
by
the rounded comers
of the chamber cross-section.
o
Grit
collection
and
removal is facilitated by sloping the tank
floor
-
to
allow
grit
to settle.
OUTLgT
CHANNEL
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5.
Tertiary
treatment
5.1
Introduction
The
conventional
sequence
of
primary
treatment
and
biological
secondary treatment
normally
removes
85
-
95%
of
BOD
and
SS.
Although
it
is sometimes
possible
to
achieve effluent
BOD/SS
concentrations
less than
15120
mglL from a
well
designed
and carefully-operated
secondary
treatment
plant,
it
is
usually
necessary
to
provide
tertiary
treatment
if
a
consistently
high
quality effluent
is
required. It should be
noted, however,
that the
aim of tertiary
treatment
is not
to
produce
effluent of
reuse
quality.
The
main objective
of tertiary
treatment
is effluent
polishing
which includes removal
of
fine
suspended
solids.
Because these suspended
solids
are mostly
organic,
their removal
results
in
a
reduction
in
the effluent BOD.
A
second
objective
of tertiary
treatment
is
disinfection,
to reduce
the
concentrations
of
pathogenic and
indicator
bacteria and
other
pathogens
which
could
be a
health hazard to
downstream
users.
Tertiary
treatment
mostly involves
physical
or
physico-chemical
process.
The main treatment
systems
used
for
tertiary
treatment
are:
r
Granular
bed
filtration
o
Disinfection
o
Maturation
ponds
5.2 Granular
bed
filtration
Granular
bed
filtration
is
a
physical
separation
of suspended
solids
from
secondary
effluent.
These filters
range
from slow
sand
filters to rapid
sand and dual media
filters.
The
filters are
made
up
of
a
filter
medium
(e.g.,
sand) and
the operation
of
filtration
involves
the
liquid
passing from
top to
bottom.
Separation of
solids takes
place
within
the surface
layers
of
the
filter and
thus called
in-depth
filtration. Once
the
filter
is
filled
with
particles,
it
needs
to be
cleaned
which is
carried out by backwashing
the filter. Backwashing
is
done
by
using
a
combination
of air
and water
in an
upward
direction
to
normal
flow
under
pressure.
The backwash
wastewater is then
returned
back
to
the
iniet of
the
wastewater
treatment
plant.
After
backwashing,
the filter
is
once
again
clean
to carry
out the
process
of
removing
suspended matter.
48350 ESE Section
3 Chapter
I
Conventional
Domestic
W'astewater Treatment
3-25
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q
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somple
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4
t-Fe composition
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Conponent
Moss,
kg
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Corbon
34.51
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4.58
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30.00
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O- 13
Nitrogen
0.43
Ash
4.47
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3+"s
t
x\
oc
$,ab
ull:i."(
3. Estimote the
energy
of
the
woste
KJ
/
Kg
=
337C
+
t4t9H
-
3)
*
93S
*
23N
ssibe.sl
+
t4Le
1t..
-
ffl
*
e3
(0.1)
+
23
(0.5)
=
72/33.t+.1,294.8
*
9.3
*
11.5
=
3,548.7
Computotions
such as
the obove ore
especiolly
-
importont where
the
tecovety
of eneegy
froffi
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i*
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Bosed on
the
operotion mode, collection
systems
ore
clossified
info
fuo
cotegories:
*
Hauled
c^q+ainee.eisnns,(H):
The
confainers
used
for
the
storoge
of
wostes
ore
houled
to
the
proeessing,
tronsfer,
or
disposol
site.
empfied,
cnd
returned
to
either
fheir
originol
locofion
or some
ofher
locotion-
:*i
Stqtionary
sqltoiner
svstems.(SCQ):
The
A;Toiners
usea-forlhe
storoge
of
wostas
i".oin
ot
the
point oi "n".oiion,
excePtdf,A
they ore movei
to
the
curb
or
ofher
locoqfn
y*
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i
t
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t
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ri
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tr
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h
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or
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:
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7/21/2019 2008 Enviro & Sanitation Notes + Tutorial Answers
158/177
ift$N:ltFe'Ef'
Tronsfer
and
tronsport
operotions become
o
necessity
when
Houl
distonces
to
ovoiloble
processing
centers or
disposol
sites
increose
so thot direct houling
is
no longer economicolly
feosible
)
The
use of small-copocity
collection
vehicles
(generolly
under
15
rn3)
F The
existence
of
low-density
residenfiol
service
)
The
use
of
o
houled
contoiner system
*td
relotively
smoll contoiners
for
the collection\f
7/21/2019 2008 Enviro & Sanitation Notes + Tutorial Answers
159/177
F
i;
is
to
be
on
the
houling
route
A
=
Cosl
of
smoll
vehicles, $/m3'km
g
=
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&
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ot
T5'
$/rn3
Z
=
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of
houling
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;
=
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oreo
ond
rs'
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V
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ffi
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i
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o
transfer
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T=zAX+B+ZC:t
Cost
wifhout
a
tronsfer
station'
Tr=ZA(X+Y)
If
T
7/21/2019 2008 Enviro & Sanitation Notes + Tutorial Answers
160/177
\
1.
Pr.epor.e
o
plot
of cost versus
haul
time
in
minutes ond
determine
break-even fine-
60 E0
100
Time (minues)
n
lfre
h
'
i,t
colterh*
Puutti
pnr'tle/
&
fuq.
t{w