STATIONS REST HIGHWAY REUSE AT WATER
by
Ritz Michael A.
Assistant Graduate
Virginia Highway Transportation Council Research
&
Virginia Jointly Organization by Sponsored the COoperative (A
Virginia) University Highways the of and of Department
Virginia Charlottesville,
1974 November
75 R1 VHTRC
TABLE CONTENTS OF
Page No.
SUMMARY ,•
......
INTRODUCTION
1 ......
Pollution Water Control
1 ......
Rest Wastewater Area Treatment
5 ......
Supply Water and Rest Area
Use
7 ......
Highway of
Water Reuse at
Rest Areas 9
......
PURPOSE OBJECTIVES AND
13 ......
LITERATURE
REVIEW
14 ......
General
14 ......
Industria'l
Reuse
15 ......
Municipal Reuse
16 ......
THEORY OF RECYCLE
21 ......
EXTENDED AERATION BIOLOGICAL WASTEWATER TREATMENT 24
Kinetics Biological Growth of Treatment Systems 26
Salinity Biological
and
Treatment 30
......
RESEARCH PROCEDURE
31 ......
Pilot Plant
31 ......
Synthetic Waste
33 ......
Operating Procedure
34 ......
PRESENTATION OF RESULTS
39 ......
DISCUSSION OF RESULTS
46 ......
Characteristics...o Rest Area Wastewater
46 ......
Synthetic Wastewater
47 ......
Pilot Operation Plant
48 ...... iii
(Continued) CONTENTS OF TABLE
5 ONS 0 CONCLUS I
ONS COMMENDATI 50 RE
REFERENCES 53
BIBLIOGRAPHY 61
APPE NDI X 1 A-
...... iv
393
FIGURES LIST OF
Figure 1 4
Figure 2 5
Figure 3 8
Figure 4 Ii
Figure 5 12
Figure 6 15
Figure 7 18
Figure
8
23 ......
Figure 9 25
Figure
10 25
......
Figure ii 32
Figure 12 35
Figure 13 38
Figure 14 45
TABLES LIS OF T
Table 1
39
......
Table
2 40
......
Table
3 41
......
4 Table 42
......
Table 5
43
......
Table 6
44 ......
747 Table vii
SUMMARY
biological
operated laboratory system wastewater treatment to A
was
recycle investigate effluent effects of the the wastewater treatment
on
quality. being investigated effluent This is the and concept water system
highway
Virginia in Commonwealth the it of is where rest for at areas use
biologically utilize filtered desirable effluent treated and to for flush-
difficulty problems toilets supply of meeting because ing in Land water
water
pollution Although the standards. applied recycle of concept has been stream
problems, similar facilities with there
recycle this of systems to are no
operation,
in in United the at rest States. nature any area
of Various effluent percentages treated from aer.ation extended
an
plant
pilot synthetic reused transport pilot to the plant to waste were a
synthetic The which similar treatment. for in waste, characteristics
was
comparable-in bodily quality and highway wastes that produced to to
at rest
laboratory with biological chemicals made and media° culture areas, was
analyzed determine quality effluent the The to of produced the and water was
efficiency each recycle treatment at rate.
recycling
increase in caused organic the Because load the
an to treat-
biological suspended solids system, increased greatly ment in the extended
quality unit.
aeration The of effluent
high produced recycle at
rates
was
dependent,
primarily ability
the of the biological retain system these to on
solids,
because
food-to-mass lower ratio
required produce satis- to a was
a
quality
effluent factory for dissolved The salt concentration in- reuse.
with creased the recycle hindered and have biological rate activity. may
design field Since the includes filtration sand of effluent before
filter and backwash recycle,
retention
biomass of the reuse
is
assured,
plant satisfactory performance Further
and quality
and water
expected.
are
..is research
recommended
determine to whether intentional sludge
wastage
provide
would better control and operation than
would effluent wastage. ix
WATER REUSE HIGHWAY AT REST STATIONS
by
Ritz Michael A.
Assistant Graduate
INTRODUCTION
highway .developed The in system United the provides
States adequate
high
high speed, for volume,• roads mileage long and travel° outgrowth An
highway
is the of the
system which
provides rest the place traveler area,
a
respite interests in the• of his safety of and comfort.
provided facilities
The have at rest advanced with the develop- areas
highway
the of
system few ment
A
years rest than ago
a
area was
no
more
picnic
with table
containers trash the shoulder
at of the
"Today, a
road°
providing
complete facilities,
including states
parking ample are
spaces
buildings
toilet with flush-type fixtures, •, lavatories,
hand dryers
and
drinking picnic benches tables water; -and shelters cooking grills
and
publictelephones fireplaces
; lighted/ landscaped thql•eces- grounds and
for
systems supply, supply, water disposal."" sary power and
Motorists
complete facilities
expect now at rest
because and of the
areas,
highway of departments response
these expectations, to
have
°rest
areas
greatly increased in popularity.
pollution Serious problems
result from intense
the
may of
rest use
be'cause
normally they
located in areas their remote and are
waste- areas
discharge
into waters small
streams° like Rest
other facilities areas,
discharging receiving
wastes to increasingly waters, must stringent meet
quality standards. water
Pollution Water Control
Technological General &{eview
Organisms
in found
all bodies natural of
have ability
water the
to
organic oxidize material
useful
to material, cell dioxide, carbon
and
water
inorganic if nutrients
proper simplification
present. A are of the
aerobic
oxidation organics of is:
CnHaObN
0 +
+ + 2 c
(organics) (oxygen (carbon dioxide) (water) (ammonia)
biodegrad-
stabilize bacteria by required the to of The amount oxygen
(BOD).
demand biochemical
defined the organic is
oxygen matter as able
domestic strength of
load determine the widely used is to parameter
or
This
accepted generally
description test the of proce- industrial A wastes. and
and Examination of Waste- i•2{ound Water the Methods For Standard in dure
depen- time
temperature and is both reaction biochemical Since the
water°
20•C
reported results and period is used incubation
at day
five are dent,
a
ulti-
portion (BOD5) total
of the only
represents
BOD or 5-day
BOD
a
a as was{e
•alue
ulti-
the of usually
70-80% is domestic (3{or the BOD BOD. mate 5
BOD. mate
millegrams
7-14.6 from in and poorly soluble water, is ranges
Oxygen
increas-
solubility with
decreases (mg/l) fresh in water. Because liter
per
rag/1 6°2 •d, solubilities than of less saturation •?mperature, salinity ing
discharge conditions,
Given the waste possible. may com- proper a
are
receiving kill and (DO) in
dissolved stream the deplete pletely
oxygen a
organics
Afterwards, survival. depends for aquatic which life oxygen upon
objectionable
odors.
produces which anaerobically, begin decompose to may
quality of significance the dissolved of to the of oxygen
Because
tow•ard directed pollution been has control the of receiving most waters,
receiving
sag," depletion, in "DO Stream waters° controlling the
DO
or
determined
discharge
organic which calculating maximum
by standards a are
designated
below dissolved the to stream will go oxygen some not
cause
using mathematical model
discharges calculated Allowable minimum.
a are
capacity reaeration of depletion in the of describes the terms DO which
T•els
1925. variations
organic of the the load. and Most the are stream
Phelps. by presented and Streeter model
been have standards,
systems regulatory treatment waste stream meet
To
organic
Primary
discharges. of the treat- the load developed reduce BOD to or
is usually
method used and first it the because titled treatment ment,
was
physical referring general is plant, applied
in first, to t•eatment term.
a a
floating screening sedimentation
and operations used and such to remove as
developed soluble the Secondary solids° reduce settleable to treatment
was
secondary main The which" organic depletes material stream processes
oxygen°
stabilization trickling
filters activated sludge laqoons, systems, aer- are
Theory, filters. anaez-obic anaerobic lagoDns, and contact ated lagoons,
c•9,di•o•
extensively operating elsewhere application, and covered and are
with here dealt be will not
secondary that has much been there Recently not treatment may concern
receiving Certain inor- damage sufficient prevent permanent •waters. to to be
require they domestic industrial ganics because and in BOD exert wastes a
inorganics which main
oxidized form° stable The be exert to to a
a oxygen
organic nitrogen. bacterial ammonia These
and and cata-
oxygen BOD use a are
tO Although nitrification nitrites nitrates. oxidized takes and be lyst to
biological
is aerobic in
degree certain there place most ..to processes, a
2 --,
opinion
nitrogen nitrification increased complete
that removal more
or may
degradation excessive eutrophica- prevent lake and stream to be
necessary
nitrification, nitrogen Complete conversion nitrates, of all forms tiono to
nitrogen eliminate however, the demand; the still would would be
oxygen
organisms aquatic
nutrient available it unless completely to removed. as a were
eutrophication, phenomenon which of contributed has. The greatly the to
emphasis
further increased in treatment, wastewater all lakes to on
occurs
biological production varying high The by organic extents. caused inor- and
ganic nutrient concentrations capacity the exceeds of the lake mineral- to
products° This ize the leads organic accumulation of which to matter an
bottom the of the settles lake gradually fills and the to lake thus
up,
converting t•TS• body the dry of period long land to water of This Over
a
aging highly
natural in accelerated at Although lakes. rate
occurs a
some
aging quite is controversial, lake researchers feel that most correlation
a
concen
•3,
certain
phenomenon the •' exists between the ti and
utrients
•
o n
especially nitrogen phosphorus
present, and The conclusion
o
nitrogen phosphorus is that of and be from removed must secondary efflu- many
biological excessive production prevent in to ents lakes and streams.
Tertiary
advanced operations treatment and
or encompasses
processes
(•5)
contaminants primary in used
removed not to secondary and remove treatment.
•,sp•us
nitrogen removal of and The from is included waste in this streams
general addition, category. treatment In advanced includes treatment
fine col•) solids, removal of suspended organics, heavy trace metals, radio-
active substances, salts, toxic materials, heat. and Since advanced
relatively is
treatment much technology of concept, the is still in a new
developmental operations the The stages. receiving and attention
processes
advanced Figure in for presented treatment I. are
which exist
do
nearly Processes contaminant from can remove
every
domestic
industrial wa•yaters and
and produce effluent which
meets
an
drinking standards° capital water operating present, and At for costs
advanced
treatment system tremendously high°
order an In illustrate are to
point, typical municipal this four
wastewater treatment
compared systems
are
Figure
2. in day, large, million
gallon
municipal For 80
per treatment
a
primary
plant,
alone treatment would $4,500 about cost day primary
and
per
secondary
and $i0,000
treatment
day.
order In approach per
to
good
very
a
quality
free of
phosphorus both water nitrogen, and
would costs approach
$24,000 day,
2½ nearly times the per of or secondary cost
treatment.
Generally
the
plant treatment smaller, gets as
the
difference cost
per
million
gallons
of
treated increases.
wastewater also should It
be
stressed
that of the advanced unit
operations many
and
highly complex processes
are
difficult
•und
Experienced control. to
and well trained
required, operators
are
which additional adds expense° 3
inorganics Soluble
(heavy removal
Trace
Fine
Ultimate Heat radio- metals,
organics suspended Ammonia
disposal
removal salts) activity, Nitrogen removal removal solids
Activated
Coagulation
Biological
Biological
II !1
•e•
carbon
Electrodialysi
and
denitrification •
nitrification exchanger
adsorption. flocculation L
Ion Ammonia
Filtration
exchange stripping
..J L.
Algae eakpoint
heat icrostrainin. Distillation
II il ponds
chl°rinati°n exchanger
_I L_
Reverse
Ion
osmosis exchange
L_ J
Polished Phosphorous
l•her•ical II II effluent
precipitati°nJl
I! [I 11 precipitati°n
Ion
Freezing
exchange
J
L. .J
Established
r- technology -I
r
Liquid-liquid
Biological
extraction
uptake
Development
L___
J L technology J L
alternatives. treatment Figure Advanced wastewater I.
(From reference 19.) 4
220
Ammonia Chemical
Filtra-I
Primary
Activated
Activated
Alternate
system
180
Sludge Treat
Strip Treat
tion Carlxm
/
Case
IV
to
Yes No
No No No No
500
II Yes Yes No No No No
III Yes Yes Yes No Yes No
i 140 IV Yes g Yes Yes Yes Yes Yes
I--- 400
Approximate Removal, %
N 60
Suspended
Case II Case Solids BOD Phosphorus Nitrogen
•_
35 5" 60 20" 100
90 90 II -20" 50"
2O
95 III 95 50" 90
IV 98 98 90" 90
20
100 40 60
80
With phosphorus nitrogen sludge processing. and returned from no
gal./day Flow, million
Comparison Figure 2. of economics and size costs of for four
systems
municipal treating (From for wastewaters. reference 21o)
Wastewater Rest Area Treatment
Despite their
increased
in
highway recent usage dis- years, rest
areas
charge low flow wastewater the Virginia, very rates° In of state volumetric
7,500-75,000 from flow gallons rates day. range The problem is
that the
per
discharged normally
into wastes receiving small
are
very thus streams and
significant pollution problems.
Although municipal cause disposal
sewage
facilities
whenever used practical,
these always are available not due are
locations the of remote
to
Various rest pr•.•,nt½• some
states areas.
are
24)
making.,
different
of ii
waste for systems use rest treatment. area
°Chemical
holding
vault tanks 4 states
°Biological
package
plants 20 states
"Package
plants with
supplements
3 tates s
°Septic tanks-leach
fields 26 states
Lagoons
states 21
Recirculation-incineration
1 state 5
4
states irrigation Spray
3 states drainageway "Natural
4 states °Pit toilets
°Physical, chemical, and
i state ustion co•b processes
evaporation "Solar
p•eferred disposal the has been tank-drainage field system septic The
simplicity
of
the in due
disposal to remote for rest of method areas
areas
ground
infiltrate septic the effluents water tank operation° Because
can
••
is other methods poros•.ty low• clogging
where and table, are may occur
sites. became it
future for •.ecommended state -In being
necessary one
aeration
plants° package
septic tanks from to of 28 27 rest convert areas to
wi•7•sanitary
facil,i- twenty-three 1973, l• February rest of
areas As
Viz•ginia. muni- operation
Six used in Commonwealth of the in ties
were
aeration biolo- facilities used extended for Twelve cipal waste treatmento
•emaining lagoons, serviced plants, package three the used gical and
two were
septic fields°. tank-leach by
Commonweal£h,
•ate
in F•dezal effluent all and and the as • states,
In
stringent° increasingly pollution
have become standards Some
water stream
treatment•
are inadequate will due others and requ•re not to rest areas open
in(•er standards the and 1977 1983 further and to treatment meet stream
normally
stringent standards. standards than Stream effluent are more
disq•{ged when effluents into standards small and effluent streams, are
exclusively apply for almost rest areas.
pollution pollution problem, combat the
three control concepts To are
Virginia°
irrigation• consideration in which has Spray been under
success-
are•0•n
applied
fully other attempted be states, to rest rest at may
a
wh•.•ch irrigation, lagoons. The in which eli- concept
sp•ay uses area
discharge directly the that effluent
stream, treated to minates is
a perco-
the enriching through soil, treating the ground
while further the lates waste
filtration
through bacterial action° requirements Usually and the .land are
drawback., this of systemo a
possibility is sanitary facility Another the either chemi- toconvert to
mineral
toilets oil-incineration Chemical cal which toilets system. or
a
discharge in flushing° used been
deodo•ant have chemical states some
upon a
buildups until is discharging
such reused that is mandatory. Water
occur
generally municipal is High transported This plants°
waste to treatment
cap-
(•rating expenditure possible and. problems ital this make less system attrac-
anticipated. first than tive 6
oil-incineration ships, designed
mineral the Originally for use on
is oil. with mineral The
colored replaces basically waste water system a
is oil while incinerated the oil mineral and the separated of gravity out
being in
is used The Texas rest reused. system recycled at and new area
a
operating
Although
facilities installed. had been
treatment where no
no
effective-
(•)is system's determine the early occurred, to have too problems
specific available,
Although details
not the rest. at are area. ness
oil-recycle mineral decided that the of the recently (• system Maryland has
Advantages
of such unacceptable for system rest would be may areas° a
greatly dizectly the and reduced discharge stream, to water be usage. no
existing
the of makes the system systems, because treatment
use no However,
impractical significant make the expenditure for is and system capital
may
include which applications already form of treatment. waste rest to some areas
Virginia consideration in
recycle is under third concept and The
a re-
•4•dded directly equipped
with already which rest to system
can areas use
app{•mately has determined been that 90-95% secondary It treatment.
The
flushing is toilets° for proposal at rest the of water usage areas
investigated is aeration sufficient that effluent should extended being be of
flushing additional little highway quality, with for toilets treatment, at
this Advantages greatly would be system reduced to water rest
areas. usage,
discharged capital of volume reduced The wastewater and to streams. cost
applied minimal is the which when already system should be to rest areas
this secondary proposal is foundation employ the treatment. Because for
this will.be it in research discussed covered report, in detail the later. more
S.upply ..and Water Use Rest Area
increasing supply is problem in the of parts world. Water most
an
droug•6•onditions•,
1955,
in early United the caused States tremendous As as
supply problems° Industrial increased of has dras- water water use
6•9•0 since 1968, tically World 75% the billion of
War-II. gallons In of
industrially
cooling for used Estimates that water
was purposes. are
al•)will cooling requirements the 1980 industry by of equal water the
runoff billion 1,200 of gallons fresh day. water per
addition industrial
municipal these
increasing to needs In uses,
are
population increases migration of result
the and people of from rural as a
19• population cities.
the The United of the to doubled from States areas
9)
is increase expected by and
1968 the by to the 2000. to amount
same year
increasingly becoming difficult is maintain supplies adequate to It water
undergo{• high demand example, in has For substantial growth Denver areas°
!
counties Colorado of population. while have 50% lost Figure indi- 3
will demand that tur•41) water supply the present cates around water surpass
in
the if supplies
additional the century of Denver found. not area
are
typifies illustration This supply-demand the situation
like for many areas
Denver. 7
700
Su• Projected
•
1110
2000 2(X)4 2008 1988 1980 1992 1968 1972 1984 1996 1976
supply requirement and Denver's Comparison of raw-water Fi.gure 3
41.) reference projections° (From
•he
cities nation's
of those similar problems
to water are
Rest area
popularity
increased
due
to Increased scale. water smaller
usage
but
a on
highly
is it Although problem° siqnificant
supply traffic
makes water
and a
possible, they
supplies municipal
whenever
of water make desirable to use
re•t
placed be where must larger in available rarely states be areas will
rely
municipal
•• must without
water rest souxce in remote areas a areas°
drastically with hour-
fluctuate
wells° rest drilled
Because areas
on
require- month-of-the-year storage day-of-the-week water and of-the-day, usage,
reported Washington satisfy°
predict of
The
and state hard to ments
are
times of using 4-5 the from water amount of the are•3•ere rest that
many
minimum
daily Was
for flow The rest in January°
August in area one as
daily flow gallons) maximum
while
(375 the cubic day feet reported 50
per
as
Unless
1,370 gallons)° (10,275
cubic day
feet the rest for per was
area
same
possible of carefully
supplies is
planned, it at out water to water run
are
period.
of during peak in the
demand state
One rest rest
area a area
a
requiring in 1973,
occasions Virginia four of separate water out approx- ran on
9,00•4•llons
2¢ by of in hauled truck of be imately
water at to
expense an
addition-
(•)
Virginia
in Another gallon. found add to necessary area per
capacity
shortages° few prevent A water to rest al storage are
areas
inadequate presently supply. closed due water to an 8
Highway of Water Reuse Rest Areas At
mentioned, previously it proposed secondary has that been effluent
As
highway
flushing toilets recycled
for and reused The at be rest areas.
can
problems alleviated should supply if this of be is rest water areas program
sharply
eliminate should successful. be reduced the Water
to usage
so as
running possibility provide significant short of of and water to cost a
addition, In
the savings. of greatly could eliminate reduce water
reuse
or
hydraulic organic receiving organics and the load The and the streams. on
in nutrients would be the concentrated effluent reduced flow mak- rate, more
advanced economical required much ing if in treatment the future°
As more
mentioned, previously the recycle readily is proposed system adaptable to
existing
and
nearly water systems wastewater at in the rest state. every area
proposed demonstration The project recycle is wastewater scheduled
during
begin time
calendar 1974 the Fairfield to at
some year rest
area
on
Rockbridge in 81, located just Interstate County Lexington, north Virginia. of
This site selected because: was
experienced
days It several shortage of during peak water water
use.
relatively .is
facility
It its and wastewater a treatment new
operating presently is design below capacity° system
relatively is Virginia It close the Highway to
Research Council
University Virginia, the and of which will conduct field the
research°
it services Because only
side interstate,
of the one
connec-
tions
underneath the road surface will be not necessary°
°The
treatment
waste is system us.ed extended aeration
biolo- an
gical
typical
treatment system
of those in other
is It
areas°
readily adapted the recycle to system°
The
treatment waste
incorporates
system presently
the
of
use
a
polishing
15-day
pond that be
converted
may to emergency
an
holding pond discharges° undesired to prevent
The
wastewater treatment
system Fairfield the at
rest
shown
area,
schematically Figure
in
4, is
biological standard, package
plant, a
extended
wastes
aeration
arrangement° Presently the
flushed from the toilets
and are
the
by
urinals
from potable water supply
to
where they
sewer, a
common
com-
with bine
from
sinks the wastewater by flow and gravity
the to treatmen•
primary
settling plant° •olids of No suspended
is
used. The
extended
aera-
consists
unit tion quasi-completely-mixed
of
aeration designed a tank for
aeration of hours 20-24 time°
the aeration In basin organic the is waste
the
concentrated by dioxide carbon material and bacterial cell converted to
basin into aeration the overflows population. effluent The biological
a
separated
from the
solids sludge bacterial the of clarifier, where most
are
occasion- only entirely with recycled is sludge cell the Presently, liquid.
polishing This pond
pond•
into flows effluent the and wastage sludge a al
discharge small chlorination and stabilization to before further provides a
creek.
the
from effluent the would proposed return system water
The reuse
flush-
for effluent
pressurized the tank and storage basin aeration to use
a
simplified chlorination. solids and removal A suspended after toilets ing
Figure
tank The 5o schematic in storage is shown the of pro- diagram
reuse
make- capacity needed,, If equilibrium flow balance. for
and
vides reserve a
the
point
quality
improve of the this water. added be to at
water may up
appendix°
design included
diagram is field schematic the of detailed as an A
questions
which answered
be
there system, with many can
are As reuse any
explor- field essential operation° before step and actual in A only necessary
evaluation
design and demonstration scale is bench to and ation
access a
from in this presented the operational variables. The report results are
recycle evaluation and bench scale system° of reuse a i0-
•I]
0 • .•
0
O• •0
4 11-
0
0
.-.1
0
Z •
O• 0
0
0
0 12
PURPOSE AND OBJECTIVES
this investigate of research The the effects to purpose of
recycl-
was
highway ing stations biological
the at water rest
treatment system and on
quality stability and the of the produced° Recycling inherently water
in substances builds the recycled
which,
although trivial water up
at
nor-
concentrations,
significant become high mal
recycle ratios. Through at
a
simple calculation
material balance it be shown with that
90% recycle
can
r•• nondepletable
materials the should equilibrium concentrations of
ten
their initial times concentrations° possible is It that
substances
normally which
biological have
effect
activity
become inhibi- no on
may
an
efficiency bacterial tion
become to toxic organisms the to or even
at
higher concentrations these
buildup
of substances The •due recycling
significant to may
cause
precipitation
of substances when their
concentrations their exceed
solu-
s••,i•y
bility product. The product is concept well-known will and
repeated
here.
be it suffice not
Let mention
to
that
as
concen-
trations increase,
of substance saturation is reached,
additional a and
will
precipitation increases
stability The to cause
of
occur°
aqueous an
•9•he solution generally
refers ability
of the dissolve water preci- to
or
pitate
calcium
carbonate.
This definition will be
extended here
to
include substances all might which
precipitated. be
Precipitates
not
may
pipe restricted only
lines
with high resultant cause
drops, but
pressure
stains
clog and beds sand precipitation However, may cause could result
quality in better of water. a
quality
The of is produced important water
because, most besides
the
engineering significance,
it certain aesthetic must. meet requirements°
produce It objectionable must odors° no
contain objectionable It must colors•
no real apparent. or
It foam. must not
"It
biologically be
must stable with
low babterial count. a
pilot
laboratory
plant A
in operated investigate, order was
to the
following objectives
Determine
the 1. effects,
recyling of
biological
water on a
system. treatment
recycling Determine 2o the
effect
of the chemical stability
on
of the produced. water
quality Determine 3. changes resulting from different recycle
.ratios.
Determine previously
4o undiscovered
problem
in the field
areas
design operation. and 13
recycled distinguish
the
which would dye suitable Find
5.
a
aesthetically
supply and potable the appear from water
pleasing.
accepted generally
with organic limiting removal Determine 6o
maintained under concentrations bacterial cell aera- mixed
tion.
REVIEW LITERATURE
General
highway
employed
recycle at systems
effluent there Presently
no are
effec- been have
recycle How•• systems
United the in States. rest
areas
Although facilities. water programs employed other reuse tively at
ha•l•reated
the
wastewater, highway employed rest at areas, none been have
flushing toilets. it for it, reused recycled and
which multiple
reclamation, terms and recycle, are use
reuse, Water
speaking, these
strictly not interchangeably, but, terms
are used often
are
time for
each
but implies than
.Multiple a once, more use synonymous. use
avail-
is because done This of processes type are
different
reuse
purpose.
quality
implies Recycle water progressively require water° lower which
able
example of application. industrial
the An
for and
same over
over usage
normally Reclamation, which
Figure in
6. be pre-
concepts
these
seen can
impound-
through improvement quality implies
recycle either cedes
reuse,
or
polishing chemical ponds, reclamation processing.
Examples of are ment or
filtration. and treatment,
disposal
categories general of wastewater several There means are
Municipal
effluents have used been systems. considered
which
reuse
are
sprinkling, irrigation, recharge indus- agriculture groundwater lawn for
(•ling, toilet recreational domestic supply, flush- lakes, and trial water
ing. 14-
Water
methods use
latake nits
15 Intake unit
4 6 4
Waste-I omit
i•ycle
Figure Differentiation 6o
multiple of water and recycle• use
(From reference 52o
Industrial Reuse
major •{47at.er three The categories
by industry
usage
process are
cooling
steam, and water, water. cooling The requirement water
for
about
industry
is all
67% industrial of
the in
and the chemical
usag%
and
industries petroleum
between
80-90%.
quality The and of
water
process
generallymust coo±zng
water be
high, extremely
sometimes higher
than even
dz.inking
that of
increased water Due
to demand
and reduced
supply of
high quality
industrial
water,
increased. have
programs reuse Although
industrial
supplies
water
generally obtained
from
are potable supplies,
wells,
rivers, effl.•,ts5•,av•7b, .plant• and municipal
or cooling e• reused for
and
without
water reclamation°
biolo•5 process
In
case•, some
gical
60, chemical 9
61) required treatment ].s
or
upgrade to
effluents
for
reuse.
Chemically
mug•,i•,16•fluen
treated secondary
has
been
t
used supply
as
a
multiple
for industry. by
Effluent
uses
from
Amarillo,
Texas,
an
activate• sludge
treatment plant
has de••able
satisfactory proven
and
a
industrial
of cooling
and source water process
Municipal Reuse
long
existed for has Unintentional of wastewaters as
commu- as reuse
receiv- discharged the rivers. The to along wastewater settled have nities
community
downstream by community the
is reused by as ing a
stream
one
suffi- highly .diluted
and be the Of supply. must wastewater
course water
oxidation° complete available for be dissolved time and must cient oxygen
receiving
population the
growth increases the loads streams urban
on areas, In
discharged which, High
quality flow rates wastewater and water are worsens.
planning quality
control and make water water small streams resource to
necessary
and prevent extensive w0ater have to states programs conserve reuse Many
the since of the California
pollution. had has turn
program reuse water
a
(66)
irrigation municipal using for effluent mainly wastewater
purposes° century,
in(•.•tain
state, the shortage supply the of of of the water areas Because
quite which
extensive. has is California had •6•ry in Denver, program
industrial mgd employs
i0 system° active water
program, reuse
reuse a
••olved
quality requirements 9f dictate solids industrial removal water The
nitrification plant addition in The secondary normal
treatment° to and
mg•7•th using expanded reclaimed being 100 the eventual the of is to purpose
operations potable unit supply° advanced
More treatment water as
a
treatment quality upgrade the effluent the added present system will be to to
drinking for purposes°
Soil
u• of•
in recharge
percolation groundwater and areas are
Florida
deep° groundwater tables A and is soil where are porous
•9•
forest, nearby
where
secondary effluent reportedly sprays rest a
area
through soilo percolates the treated waste the
Village rim
River, south- the of the Colorado Grand Canyon At on
be•94•ecycled various inciudlng flush- for toilet has wastewater
purposes,
springs geological slope, the there few 1924o since Due to ing,
are
Of
Ironically,
is south the south the
wall the wall
the canyon. more on
visitors.
frequented by accessible therefore, and, the well Because more
yielded scarcity drilling exists this in has
of water, water
no a area°
generated treating domestic is by with reclaimed The water waste conven-
by sludge activated anthracite followed filtration chlori- coal tional and
quality Public has good nation. been because the acceptance has of water
je.ctionableo unob been
fg•5Potable•.•
Municipal effluent the used treatment waste
as was
source
water during Chanute, in
drought, in 1950'so the The Kansas, severe a
population Chanute, exclusively 12,000, obtained its city supply of water
River, riv•ex in but Neosho 1956 the the four- ceased flow from due to to a
drought. conservation other tried After all main- had been to
programs year
arrangements discharge mgd, of tain demand the 1o4-2.0 the made water to were
holding effluent the pond treatment the which served into water sewage
as
influent. resulting plant schematic is the of recycle treatment A system
Figure municipal in 7. The consisted plant shown of wastewater treatment 16-
secondary secondary and trickli.ng filter treatment, treatment, normal
prl.maxy
settling, primary facil•ty included clarificati•on• The t.•reatme•t water
rapid settling, filtra- sand secondary softening, recarbonatior,, chemical
chloxinationo and tion,
The
times. plant about through the passed t•eatment
seven water same
agitated
u•_pleas°ant. foamed when and tasted colored It treated water
was
shipped drinking
in in Although
sold slight and odor.. water had and was
a
through distri- •ilable the recycled drought, the du2i•g the water jars was
effects
health result- of adve.•-se known reports There bution system° were no
of the the water° ing from use
Windhoek, Af2•ica employed South-west has -advanced •ecently,
Mo•e
(78, 79)
supply
scarcity surface of the due
augment, to water treatment, to
resources. a
reclai.m•)•
ci.ty began
mgd 1968, one-third the of 1o4 of wastewater, In or
ci.ty's supply° includes The reclamation plant total treatment the wat.ex
floculation-flotation, f•actionation, disinfection, lime foam treatment,
activated filtration, settling, final carbon chlorina- sand and treatment,
easily Organi- which effluent, the standards of The World Health tiono meets
potable drinking supply, which
zation, is used no•.mal includes water. as a
5,000
Coio•-ado, Peak, gallon Pikes day package plant is At test per
a
tO
w•• employed shop from tourist
produces and of treat wastewater
a a
quality flushing sufficien_t secondary for such needs toilets. The as
pollution is of the the minimize reduce load and the to need
purpose •euse
t•_ucking Springs° 14,11.0 summit, foot the from Colorado to water for up
port•ble Dor•-Oliver, package developed by pla.•t, of The consists
conven-
activated ultrafi.!trationo sludge by followed, activated ti.onal The sludge-
ultrafil.tzation the
named pzoduced which .IOPOR system,
process, water
a
mg/1 rag/!
only
contained •i 1 suspended solids coliform BOD and count
a
5,
during 30-day
•ecycling !00
ml befo•e began. of i The ultra- test
per e run
uuqit, filtration so:caning whi.ch follows activated the of. sludge biomass,
using cartridge fi.lte•s of film
thin consi..•ts media° the fiitex
a as
Bacteria viruses and psig 20-50 •emoved unde•
The
are system pressure°
requires apparently little follow-up operator act•.•vated since the sludge
porti•on• effectively
wide operate solids• c.f Additional can ove•
a •ange
nit2ogen units such
phosphorus and removal without process be added as can
mcdification of the present process°
Purir•.ation and Water
Softening
Plant
mgd) (Average 1.25 Use
Station Pump
Application Chlorine Preflltration
Treatment
Plant
Intake Water
7.7-8.4)
(pH:
m•1 10/14/56-12/19/56:0.0
12/19/56-1/10/57:10-15 mK/I
1/1•/57-3/1•/57:6-7
Application Alum
10/14/56-11/31/56:8.6
ppm
12/1/56-3/14/57:12.9 ppm
Presedimentation
26 hr
Application Chemical
4.3 Num: ppm
109.6 Lime:
ppm
56.5 Ash: Soda ppm
Application Chlorine
Sewage Plant
Treatment 10.4) (pH: S•creen
1o/14/56-12/19/56:5-6 m•/•
12/20/56-3/I;/57:0.0
m•/l
Bar
Basin Contact
Solids
Pum=ping hr Sewage Station Recarbo•nation
C•tml•'
Grit
8.4-9.4 pH of to
Primary Cad
ier Sedimentation
Final
2•
12•- hr hr
Trickling Filters
Rapid Sand
Filtration
gel/acre/day gpm/sq Liquid Loadini: 6.2 mil
ft 2
Ch•rine
Ib/acre R/day Loadin¢ 800 8OD
Application Postfiltration
Cladfier Final
2•
hr
Storage Well Clear
4¼
hr
Application Posffiltration Chlodne
7.4-7.9) (pH:
Pumps High Service 10/14/56-12/20/56:0.0
Plant Water 12/21/56-12/28/56:25
mK/I
Dam
rag/1 12/29/56-3/15/57:10 System Distribution Water
Outfall Sewer
1
Temporary
Dam
Figure diagram recycling Chanute, 7. Flow of system water at Kansas.
76.) reference (From 18-
in
municipal locations California
main the Two
wastewater reuse
as
Diego recreational municipal lakes. for the County, San In waste- source
tre••nt
discharged recreational after Santee's is lakes to
to water
serve
Following population people. conventional 13,000 activated of sludge
improved is effluent in polishing the 30-day pond. treatment, About half a
discharged is mgd filtered effiuent series sand and o9 the of of four to a
separated The from recreational the last chlorinated is lakes. lake water
swimming Although additional brings the effi- the for treatment purposes.
organic significant of 98%, nutrient removal ciency concentrations to up
Nitrogen recreational concentrations in the lakes. in exist influ- the lake
mg/l
phosphorus while mg/lo concentrations 2.3 about °6 ent average
run
Although concentrations these
high large, they apparently not
may seem
are
significant enough algal only blooms. occasional these do to Not cause
nuisance,
fish but kills least have blooms at two occurred due prove
to a
depletion excessive biological because activity exorbitant of in
the oxygen
"nutr••
Significant
algal growth
trap" lakeo that results to
causes
a occur
buildups nitrogen phosphorus in and in lakes. this much of In case,
nutrients influent for in unaccounted outflow, the the accelerated and are
eutrophication has resulted.
California, Tahoe, South Lake contrast, supplied at reservoir
In
a
effl•• principally
by reclaimed
population wastewater supports of
a
has algae rainbow problem° and difference trout The is that the no
reclamation is plant
five full-scale of advanced wastewater
treatment one
United producing in the plants effluent States which nearly the meets an
drinking standards. plant The BOD5, water 99.4% phosphorus, 99.1%
removes
solids, suspended of 100% color, odor, coliform and bacteria, viruses. and
concentrations Nitrogen mg/lo reduced 02 The to employed
are
at processes
high to.•produce Tahoe this quality Lake of water are;
Primary settling
"Conventional activated sludge
"Lime chemical treatment coagulation and
"Air stripping of ammonia
bed "Mixed filtration
"Activated carbon adsorption
Chlorination
Reclamation for coagulant recovery
"Activated carbon regeneration
Sludge incineration
tremendously The high
of the
cost advanced
wastewater
treatment
neces-
toproduce
effluent
comparable sary that an of to Lake
Tahoe
been has covered
previous in section. 0a 19-
(•sed
for recycle loop of the has been done wastewaters Much work on
1950's z•esearch industry. Since
the late the by domestic space
space use
regeneration long-
for working
for systems to wastes been prepare have
on ers
Although have used been flights. of the systems
space on
a none space term
distil-
Filtration,
nonbiological developed• have been systems craft, many
combinations been used have these of chemical and to
treatment, lation,
drinking
of domestic various Most of water. wastewaters 85-100%
as recover
•6•low single
comparable
of that units to operate tested rates the a can
alternative viable the that researchers feel (Some to household° a
home° each recycle for be system would This regional concept treatment
a
transportation
which
greatly the r•duce cost, to waste wu•i•d amot• one- can
Atomic by developed the cost.) recently Energy system the treatment •a[f A
reacto•8•ich
Plutonium
238 Commission includes nuclear small to uses a
potable domestic water° wastes to convert
•8•mestic
the be recycle has wastewater to system to proven answer A
high
the Point station Alaska. weather Due problem to Barrow, at at
a
primitive collections gallor), only (6¢ systems wastewater of water cost per
installed
practical recycle The Alaska. of in system the remote areas
were
unit, aeration secondary gpd 1,500 batch includes problem
this relieve to a
which toilets is effluent, recycled chlorination. the The settling, and to
r_•ezing, c.l.ear exchanger and •d•rlesso f through prevent heat to appears
a
project, designed Service, National by built the Weather the and of
The cost
$90,000. was
i98•ich•
multiple-use in has been for homes tested concept
water
A use
• flushing.
toilet for household About reused stored and from was uses
which in
home, gpd, the toilets consumed 180-200 for used of 45% water was a
remaining lavatories° employed The for household all other and amount
was
drinking, [shwashing. including cooking, Initially laundry, and d the uses,
considerably foaming foamy switch
but detergents elimi- low to water
was a
nated
problem. unobjectionable
in The that but in color water grey was was
odor°
municipal attitudes Public
the of toward well wastewater not
reuse are
public hinges documented. that
the acceptance of It acuteness appears
on
intimacy
need, the degree subject° of education of and the the
water use, on
•6•fornia
public in surveyed evaluate toward acceptance to towns Two were
people interviewed of the 10% of opposed An water average reuse.
were
irrigation, for flushing lawn opposed toilet with 12% and water to reuse
Surprisingly, recycled only disliked people 28% of the the idea of water.
swimming. reclaimed using recreational for (54%) half the of water Over
people reclaimed opposed
potable supply. water as a
OF THEORY RECYCLE
recycle yields enqineers by improve of has been used concept The to
production
chemical for theory The
mathematics in
and be
many years.
can
(91)
sophisticated quite applied multicomponent when multiphase to and reactions.
in
production chemical
In unreacted materials many cases separated
raw are
and
products recycled the from the
The to is result reactor. that raw
materials are conserved the and is feed enriched. reactor kinetics The
of
reaction
generally depend the the
concentration reactant the
on cost
so
savings include increased yields and smaller requirements. vessel reactor
limitation i••tably is recycle of inert that materials A will accumulate
high
concentrations unless purged from to the Therefore, system.
a
consisting
supplies, recycle material of
system recycle and reactor, raw a
include lines, also line• blow-down The blow-down line must contain a
may
desired product, this product
withdrawn be the separately. may or
Essentially
the apply
concepts operations
the required and same same
are
effluent is
recycled° when treatment bleed-off The waste be from efflu-
can
sludge
biological if losses wastage is ent employed. treatment The or mathe-
simplify
matics
when deal great effluent wastewate.r is a
only the
stream
being
organic recycled
and limiting is the
waste material.
simpli-
A
raw
diagram recycle fied flow is Figure in shown The differential 8o equation,
derived which
be for the
accumulation
of can inert reactant materi-
any
or
equal is al,
when set steady to is reached state equation The zero simpli-
material
fies balance outside to
the loop. recycle Using
a reactant S
as
example an
!inflow) acc•nula.tion (wastage) (amount reacted)
[Smakeup
d_•s
added] IS wasted] (2) [S S + reacted]
dt
ds
steady
at state 0 dt
Smakeup added-= S wasted + S reacted S + (3)
•wh°• balances for and syste•3, water Mass recycle wastewater
have been reported
complicated
simpl•fications be unless
made.. cain example, if
For
are
organic
material, represents
the in S makeup the amount should be water
so
ignored it that small be
when potable
is may used water the supply. as
inert substances The in
will
depend wastewater which unit
upon
proces-
used the treat to Since major water° the
pollutant ses are in domestic
organic is biological carbon, waste
treatment of form is generally
some
em-
ployed. inert The
substances which build
in recycle employing
system up
a•
non-biodegradable bio-treatment both organics inorganic and are solids°
conver-
biological aerobic In treatment, majority waste the
organic of
accomplished is sion heterotrophic by bacteria° biochemical The reaction,
which
in previous presented
section equation was i, shows a that the prod- as 21-
addition,
ammonia°
In and dioxide,
water, carbon reaction
the
of ucts are
material. The bac-
inorganics cell
organics and as cells bacterial
some
use
and
material,
(•er dry 20% 80% about be estimated
to been
has cell terial
appreci-
while
Therefore, inorganic. is organic 10% of and is
which 90%
considerably metabolism,
cell for used inorganic salts quantities
of
are able
normally domestic
inorganics. wastes required
than Because
is carbon
more
growth in
microbial inorganic most salts, appreciable of amounts contain
carbon by limited the
domestic which waste treat biological are
processes
the than is much greater concentration present concentration. salt The
solids
fixed
practical for cells, the are by purposes removed
so amount
during buildup
this
waste- of (The effects biological processes. to inert
detail.-)
in discussed
will be recycle effluent more water 22
Waste
Addition
Boundary• Material Balance
Makeup
Recycled
Effluent
Treatment
Losses Process
Evaporation
Contaminant
Losses
Removal
Figure
simplified 8. A recycle diagram. water flow
(From reference Ii0.) 23
TREATMENT WASTEWATER BIOLOGICAL AERATION EXTENDED
biolo-
sludge activated the modification of
is aeration
Extended
a
iso-
in
flow relatively rates low
primarily for used is
that
gical
process
operator little with
quality
effluent high
produce
locations
to lated a
aerobic biolo-
is sludge activated conventional process an
The attention°
through
maintained
is
biomass actSx•ed
which
in
gical
treatment process an
•• is
substrate
The wastewater recycle. or
cellular partial
aeration and
the which liquor in
mixed
populatio the form biological to
n with
the mixed
material°
stabilize the waste air supplied
to
the from the
cells oxygen
use
suspend
the
to also diffused,
mechanical serves either aeration,
or
The
and
the waste, time between oxygen,
the contact increase
thus and biomass,
cells
settled clar•fied,
the and is
the
reactor from effluent The
cells.
wasted recycled cells
the
of recycled. are Part is sludge secondary
or
substrata
and
cells (food-to-
the between balance the control order to in
ratio) mass
population
of high maintain
employed is to recycling cells of a
The
in cells the
of
the keeps Cell wastage •ge average
reactor° the
in cells
micro- the. substrata
to maintains
growth phase, and proper
the proper
stablli.zation
the ra•ioo low, is sludge too the If organisms age average
will
cells the of is great, sludge most the If will be low. efficiency age
of
make
cells which in respiration the phase use may endogenous the in be
metabolism. biomass for their own
sludge activated modifications the aeration process to extended
The
aeration
the extended Figures
i0o comparing and 9 In by
best
be
seen can
cells since equal
flow (Q) effluent the rate and
no flow rate are influent
sludge employed, the
is
cells
recycle of
.total O).. •When (Q_.
wasted.
are
ii•inite
respi-
cells
endogenous primarily in the remain
the and becomes
ag.e
will
cells the
that kept is low ratio food The phase. so to ration
mass
both oxidize time detention 24-hour to
food° biomass A the of make as
use
the instead of aeration extended in is used conven- substrates and cells
the
units aeration
extended wasted, is sludge little Since hours. 8 3 tional to
sludge activated conventional
processes° than easier operate considered to
are
requirements and
aeration higher and the of system power Disadvantages
are
•a units •aeration extended requirements. result As volume reactor
larger
housing
such relatively flow
small normally rates suited for best as
are
generally
units mixed Completely highway and rest
are developments
areas°
organic
hydraulic fluctuating loads. and dampen used to 24-
Completely
Mixed
Reactor
Settling
S
1 • I'nfluent
Qo
(Q0-Qw)
Detention
time
X
8-hours 3 to
S
X
Qr Q
w Cell wastage
X
r
Figure Conventional sludge. activated 9.
Completely
Mixed
Reactor
Settling
X
S
1 1
S
1
Effluent Influent
X
1 Qo
o
X
S
Detention time
24-hours 18 to
X
Q
Figure i0. aeration modification Extended 25
Biological Systems Treatment Kinetics of Growth
extensively
•etics been have sludge activated re- Th•9•,ro•,.h of
sub-
and cell involve developments the Generally a
ported.
following deri-
The
kinetic parameters. growth
of in
balance terms
strate
the
illustrate
intended •i0
Figures to and 9 reference with to are vations
conventional
between differences and biological treatment mathematics of
aeration. extended and sludge activated
Terms Definition of
volumetric flow rate influent Qo
volumetric flow rate wastage Qw-
volumetric flow recycle rate Qr-
influent concentration substrate So-
concentration
substrate liquor effluent
and mixed reactor S
1
concentration substrate clarifier effluent Se
concentration biomass influent Xo
concentration biomass effluent liquor and mixed reactor Xl
concentration biomass clarifier effluent Xe
concentration biomass recycle
X
r
volume reactor V
hydraulic time detention @ reactor
bacteri- following
fundamental the of make material balances The use
relationships ological
dx (4)
•X
dt
ds dx
¥
(5) dt
dt growth
d__•x
(6) KX
dtrespiratio
e
n 26-
where
specific growth rate •-
coefficient, yield of
produced cells substrate Y utilized mass per mass
respiration
endogenous
rate K
e
conventional
for activated balance cell yields; sludge A
Ib
I
•
fr°m•
•
increase change
in net
fro•;
•ncrease
L
time• influent J unit iomass growth per
i
rdecrease
due due decrease
Lto ciarifier wastage to losses d••-!
•t%rowt
QoXo
(Qo •Xr + •)x V V
(7)
e respiration h t e
equations substituting from dividing 4 6 and and by
V;
Q©
X
Qw Qo Q •x x .x •
o
w
r e
-KXl •Xl
•
(8)
v
V V
e et
concentration
entering The of cells in influent the is quite generally
small
O)
and neglected. be (X
may
°
Qw
Qo Qw
X
x
dx
r e .(• )X
K
(9)
1 V
V e net.
settling
secondary satisfactory, the If is the number of cells in lost
the
insignificant° should
effluent be
(X O}
steady At
the change state net
e
in is cells and zero,
(10)
product The active
VX biomass represents while QwXr the
product is the
1
biomasso ratio The wasted
.of
active the
wasted to
defined mass
mass is
as
detention cell
@ sludge time
average or age,
c
VX
I
•
(ii) QwXr c
•Substituting
in equation i0o
1
(12)
C 27-
yields;
substrate
the for material balance similar A
•ecreasel l •ecrease l [decrease l
[increase in]
change
from
|-l |-I
|-I from
|=| from
from substrate Lwastagel•
•influent•
Lgr°wth •
•ffluent• time• unit er
ds
ds
(13) QwSr (Qo Qw)Se QoSo
• V
at
growth net
recycle
concentration the Because in stream.
is substrate the
where S
0nly,
r assumption
that is made
operation
physical clarification is an
a
concentration
appreciably substrate
the change settling does not
the
dividing by Simplifying
Sr Sl V: and (S
e
QoSl so Qo
I
ds (14)
growth net
equation for ds Substituting 5
dt growth
QoSl QoSo
ds dx (15)
dtgrowth V V et
for(( • equation 4; from substituting
rowth
•Xl
Qo
as
(16) -•(s
s
1 Y o
et
8. be should there steady time, hydraulic detention is state the At no v
Qo
and ds substrate in change net
0
dt
yields; equation. rearranging 16 Simplifying and
S So-
(17) X
I
equation 12; Substituting from for U
So-S (18)
S S
ratio, period defined time
is food-to-mass
finite of the
1 Over as o a
X 1
@ke
(19)
+ • yb
c
physicai
equation ratio sludge food-to-mass the and relates This to age
biological characteristics materi- of the and the system of parameters waste
design operation acti- conventional the in of the and used been has alo It
sludge vated process°
m@•ia•0•91ances•uu.
restricted aeration Kinetics extended have and to
•.
intentionally Since sludge is in reported. wasted, been also no
(• 0) similar aeration presented balance that for cell extended to
a
yields; sludge activated conventional
(20)
%dtne V
e t
negligible, (21) is steady then dx k state, at
If N
X
0;
e e
dr
net
equation growth is equal that the of the of This endo- to rate states rate
respiration biological in aeration that the cell and extended process genous
acclimation death° from growth extends to
assumption
Neglecting aeration, valid in
be extended X not may
a
e
negligible,
is there be If mathe- least not to at two however°
X appears
method•
been-1..Dr•ented
handling which it. consists method has for matical One
Xl/Xeo
(%o
variable, b', substituting ratio another steady for the At of
equation becomes 21 state,
X
(22) i 1
e
k •0 p- -Xl
@ e
efficiency° variable settling measureable solely
based becomes b' then a on
application alternative is definition this
sludge the of An of to
age, an
cells° @ which defined
is active Modify- divided by the cells wasted as
c
equation aeration; for ii extended ing
VX
l
e
(23)
Qo
X c
e
equation substituting .Rearranging @ 20 and condi- steady the at state
equation
relationship identical .in results tion conventional for 12 to
a
ludgeo activated s
QoXe
1
ke- •- @c VXl
identical Theo- equations 19. 18 and produces to balance substrate A
represent cells wasted the aeration extended the in a process retically
8
that however, remembered, be biomass.
inactive must cell It relatively
c
is efficiency
settling alone, and function of is aeration
no extended
for a
Control the changed which be
operational to parameter process. may longer an
exists feasible, technically there is solids Assuming 100% return that
biological is cells
oxidation of the total whether to much controversy
as
oxi-
be cells the of 25% cannot reported that possible° to been has up It
attempted is recycle sludge when build total continue will to Cells up dizedo
intenti••,o[0•,i••tional reach the
system allows to cell wastage until
study in three-year of results equilibrium. contrast, In
a
a•[•on total
the operated
pilot support
tend plant to extended which was
an
sludge
centrifuge 100% return used to theory. oxidation A ensure
was
equi-
stable solids reached buildup suspended of the that result the with a
conclusions the from The fluctuating finite levels° between librium state,
possible, sludge that
is and oxidation cells of total the that research were
is aeration extended in treatment unnecessary° wastage
aeration, capabilities oxidation extended of the total Regardless of
effici••,i•0•,re•y ••ndent
that documented treatment well been has it
solids° retain
ability the of system to
the
upon
denitri- shock hydraulic mainlyoby and loads disturbed retention is Solids
application
where extended sludge. secondary In in the fication
aera- one
bacteria which strain
industrial of
waste, used treat was to tion a
an
was
dU•l• air bubbles, trapped poorly settled by the produced wastewater very
dropped 30%. below efficiency removal of the and
Biological Salinity Treatment and
biolo- consideration when into which taken be must factors the of One
high
is salt of the effect recycle in employed system is gical
treatment a
buildup biological
salt The. metabolism cells° of the concentrations the
on
build activity
biological tend
inert and salts to to up because
are occurs
salinity high
effect
while had study, high
levels. abnormally In no
one to
••ity profound
in change had
efficiency, the
of rate treatment a
on
change gradual aeration
The
extended system. effect adverse
an on
mg/l chlorides
20,000 contained which to fresh water
to up water from sea
biological effi-
mg/l little effect had dissolved salts total 38,000 and on
efficiency. in reductions drastic salinity caused dosages Shock ciencyo
aeration method
extended evaluate treatment research done to The as a was
from fresh which ships In water° water to must large separ- a sea for pass
st•[3•imilar
concentrations 30,000
obtained salt to results at up were ate
quite but adequate, acclimation removal substrata After mg/lo
was
detention
salinity, nearly time high four of by loaded shock span when a
required complete for times recovery. was
RESEARCH PROCEDURE
general this procedure for
research follows: The as was
applications, search recycle of literature Io A
aeration extended and waste treatment
usage,
highway practices at rest areas°
Design construction laboratory the and of wastewater
including system, the aeration treatment extended
biological unit. treatment
biodegradable Creation synthetic of 3o wastewater a
composition chemical in similar the to wastewater
highway rest at areas•
Operation pilot, synthetic the plant of with the 4°
comparable performance field wastewater to to ensu•e
operation°
Variation recycle ratio of the determine effects to
the and produced° the system water on
Pilot Plant The
properly facilities, order the field represent to the laboratory In
plant
include unit had the readily to be and adaptabl• to processes same
recycle proposed through addit±cns system modifications° and the Extended
aeration Virginia
in used systems consist .rest at aeration of now areas
settling,
secondary occasional only with polishing cell wastage, lagoon,
a
chlorination Figure (see 4}° possible recycle and One elimi- would system
of lago©n, the recycle the secondary through effluent rapid nate usage
a
flushing filter, fo• and sand store water•
pilot
biological unit The in this treatment plexi- used
wo•>k
was
a
Figure unit, aeration extended glass eliminate Ii. sludge pumping, To the
settling chamber separated from aeration the adjustable unit by weirs was
aeration
14" chamber 9"
with The 9"
volume of gallon° .7 was An x
x a
inclined plane served the to secondary sludge concentrate the recycle near
porto
aeration supplied Air %%nit the for by diffused four that was aerators
provided bacteria for the turbulence and mix the oxygen to contents°
addition, diffusers provided
the through settling the current chamber that a
biomass Weirs the recycle° caused in settling to the chamber directed the
discharge,
from effluent the which current provided "tortuous away path
a
settling efficiency increased effect" the and unit° of the weirs The
be-
aeration the .chamber independently
and settler
adjustable tween
to were
flexibility provide controlling in sludge the minimizing recycle
and aerator
settling°
sludge effects line included A wastage settling in the on was
because chamber field the units normally have capabilities° such
0
0 32
consisted
apparatus unit, research biological the addition the to
In
tubing,
basin,
discharge
Tygon
effluent containers, 2 pumps, an storage 2, of
containers
influent
storage and effluent filter° The
sand
laborat©ry and
a
polyethylene drainage°
spigots for with containers
5-gallon calibrated
were
activity bacterial
minimize refrigerator in
stored containers to The a
were
recycled influent and
transport recycled effluent° and To influent
the in
variable speed•peristaltic
•var•taltic} with variable D_•mDs a effluent,
To.further increase ml/min, ml/min, used° 4,500 15 pumping of to we:re rate
instaiiedo cycle one-hour swl•cnes flexibility t•me of the were pumps, the
fraction of
only operate the allowed switches to every time pumps a The
proved be procedure This to flow instantaneous mid-range rates°
at hour
equipment, simulated
closely on-off flow pumping the
and rate the easier
on
continuous. rarely is operation, flow the where waste field
cylinder,. inside diameter 2-inch
consists of filter sand laboratory The a
Approximately
of inches 9 atmosphere the top. the high, at to 3-feet open
cylinder
in the inches of sand Near 9 another support used gravel to
were
drainage
and effluent
for cylindea located
port the of bottom was the
a
normally used comparable
that water backwashingo at, sand The to filter was
plants° treatment
tubing
with conjunction with Tygon the in tubing used a pumps was
The
tubing proved 1/16-inch This thicknesSo wall diameter inside and I/8-inch
gallon
maintaining desired
flow .3 the A rates size for best the be
to
which
secondary effluent the cylinder collect used liters) to pro-
(lol was
cylin- diameter
inside pumping
5-inch recycle The the supply for vided
a
discharge the high top° with
port effluent inches 7 near der an was
•_yn_._th_et.ic_Waste
pilot req•ired plant laboratory the fo.r of the wastewater amount Since
practical•
collection daily fr©m
and storage
rest make great to area
a too
was
addi-
developed°
influent comparable synthetic
In
rest to waste
was
area a
obtain
required it
synthetic because to
waste the tion, necessary
was was
Wastes
quality
varying bodily the
that similar concentrated
to waste so
a
influent effluent analyzed° and rest flushing Both be could
water the of
previ-
Using analyzed• results
samples collected and
wastewater were area
values of data, collected supplement the obtained ously to z•anges were
syntheti, obtained({•)
desired for the values field a•nd waste waste were c
obtained characteristics
with desired the wastewater chosen° A was
consisted synthetic three of The studies° cate- kinetics wastewater
inorganic inorganic organics, nutrients, salts° ingredients and gories
of
organic organics frac- desired produced the the and biodegradable COD
The
supplied desired inorganic nitroge•o nutrients the Kjeldahl The the of tion
remaining ammonia, phosph©ruso chlorides, calcium, The alkalinity, and pH,
inorganic concentration bring the salt inorganic compounds added to were
desired the ,level° to wastewater the in up 33-
Ope__r•ting Procedure
Figure
in pilot
12. shown plant assembled laboratory
The as was
8-10OC,
adding
by the created stored which at influent, proper The was was
procedure for The liters materials of 20 tap water° of to waste dosage
dividing synthetic materi- consisted dosing the of the storing of and waste
organics com•c.unds
calcium the and The stock three into als were areas°
normally prepared supply 20-day and dry° together stored and A mixed was
g/day homegeneous
mixture mixed the of dosage i0 of the that as was as
so
with combined phosphorus the compounds ammonia possible° and The were
solution
nutrient
concentrated bicarbonate and sodium mixed in aqueous
so
a
constituents° provided dosage the ml/20 of the of 1 25 water that proper
similar combined remaining
in concentrated salts four The aqueous were a
There 25 provided dosage when used° mlo solution the salt that
were
proper
synthetic materials: separating
primarily
the for waste two
reasons were
solution, inorganics combined in we• concentrated the of (i) all If
one
organics
in likely
(2) if precipitation stored the and would an were occur,
activity which extensive would bacterial would, solution, occur, aqueous
characteristics. influent variable in result
calibrated operate and at set to influent average The
pump an was
ml/mino provide detention in time
the 15o5 12.9 to between rate flow a
through the air Compressed metered hours° 20-24 of chamber aeration was
air
The using controlled
manual valve .and rotametero diffusers was four a a
checking turbulence for present that enough visually to by was ensure
chamber.•without hinderance conditions in great the mixed to completely
a
periodic addition, dissolved settling settling chamber° in the In oxy- the
adequate° air
determinations flow that the made rate to was ensure were gen
adjusted obtain- assist in also chambers the to weirs between two The
were
quiescence
and between turbulence balance ing the proper
•ischarge
the overflowed the settler from second• effluent to The
pumping by recycled effluent the effluent desired of basin. The amount
was
gravity refrig- discharged into by filter, which the sand laboratory the to
drained manually effluent day the Each tank. effluent storage erated was
synthetic makeup tank and and influent waste storage water the into were
periodically solids dissolved sampled and for effluent The addedo was
condition• steady solids determine when suspended liquour state mixed to
reached. been had
o
0 35-
calibration
of
and plant p•lot construction the of design and
After
biode-
the
check recycle
without
to
started
plant the
up
was the
pumps,
extended
the of performance the synthetic aera- and gradability waste the of
synthetic
waste recycle, the was effluent without Initially unit°
tion
provide
bac-
seeded
which unit, to aeration
extended through was the
pumped
suspended
liquor
Mixed drain.
discharged
to
effluent the a
and teria, was
suspended steady
until
state monitored
was solids
effluent were and solids
nitrogen
Kjeldahl and
were BOD_, of COD, point,
removals
ta•at reached. At
fie•d
operation.
plant the from with those compared and obtained
recycle
collected at operation data. after began zero Recycling
was
increased operated
to
later and recycle
effluent 50% first
at
plant
The
was
recycle
effluent
t/he pump recycle attempts,
initial
recycle° In 90% and
70%
the
filter
through sand to the ratio
recycle
the
proper
to set pump
was
maintaining the
in difficulties proper operational
to Due
storage. effluent
to recycle
set modified. 'I•e
pump was procedure ratio, this recycle
was
ratio
the
and filter sand through the effluent the of
100% nearly recycle
effluent storage° wasting the
from
manually accomplished by adjustment was
periodically
backwashing to required remove filter sand laboratory
The
discharge of
the into pumped
solids° suspended Tap water was trapped
the
the overflowed
backwash the and bed, expanded the
sand which filter,
the
'the
•et•r•ned
backwash filter
which in procedure was
drain.
A filter to
a
flow backwash
rate Since the
attempted.
unit aeration
extended
was
the to
bac- the increases, hydraulic load
enough
significant
to
severe cause
was
time, detention
reduced the deteriorated due efficiency to settling terial
abandoned°
procedure the and was
by
created
influent wastewater recycle the
was 70% and 50% both
For
with the and tap water effluent filtered of appropriate volumes mixing
recycle because 90% inadequate proved at procedure This synthetic
waste.
organic
solids the all increased, concentration not
solids
dissolved
the
as
suspended
pumping
the incapable of proved the and dissolve, pumps would
sol•ds.
directly
added to materials
synthetic
waste the recycle, were 90%
At
the reached
treat-
the
that waste unit biological to treatment
ensure
the
•xtende•d
unit aeration
the was added Initially to the waste
system.
ment
organic
loading,
shock prevent day°
To dose
instantaneous in a
once
an
hours. several period
dosage the modified extend
over procedure to the was
stirred,
kept well
whlch liter water, of
in tap mixed was
waste The one
was
gravity°
unit by
aeration
extended dripped
the into mixture the and was
recycle during
90% made unit aeration extended
the Alterations were to
suspended high
the handle ability the system of to the improve operation
to
modifications became The high recycle concentration rate° the
at solids
provide the required
rates
to
aeration higher neces-
because were
necessary
turbulence population, and biological
was large
the more for oxygen sary 36-
requirements
air additional suspended° These cells keep the required
to
modification Essentially, efficiency• the settling the •ed
h•nde• g•eatly
clarifier• upflow
settlez change
the to the to system improve an
was made to
settling from chamber separated the wei•rs that
The Figure
13o in
shown
as
discharged
aeration chamber ad•justed the that
chamber aeration so the were
provide
adjusted be then could to The aerato,•s sludge
•eturno through the
efficiency°
settling sacz•ificing
the mixing without adequate the
with
in
acc©•dance quantitative done analyses laboratory were All
the except Examinati©n and Wastewater, of Water the for Methods Standard
McI•enzi, presented by e• 37-
t 38-
PRESENTATION RESULTS OF
influent analyzed effluent from the of and and collected Samples were
Fairfield aeration the extended treatment wastewater at rest process the
effiency•
characteristics influent determine the
the and treatment to area
summarized in obtained analyses these from The Table Io results The
are
Virginia previous with
compared composite sample results rest were area
characteristic obtained. values the for of and wastewater results ranges were
synthetic influent
the of for values and values of rest The ranges area
in dosages chemicals Table The and 2o shown used to wastewater pro- are
synthetic in presented Table 3. the wastewater duce are
Table I
ANALYSES REST WASTEWATER OF AREA
mg/1
in
expressed analyses
and except of (All results pH, compos- are are
inflow unit aeration samples the the from extended overflow and ite to to
Rockbridge Virginia.) Fairfield secondary settler County, rest at the area,
Symboi Inf luen fl Ef Par ter t t ame uen
8.2 pH
Biochemical Demand .Oxygen BOD 175 8
5
Chemical 440 Demand Oxygen Total 73 COD
T
Chemical 180 Demand Oxygen. Soluble COD
S
Nitrogen Kjeldahl Total 93 TKN
Solids Total 650 542 TS
Volatile Solids Total 360 174 TVS
Fixed Solids Total 290 368 TFS
Solids Suspended 140 Total 24 TSS
Volatile Solids Suspended 56 23 VSS
Solids Suspended Fixed 84 1 FSS
Solids Dissolved Total 518 510 TDS
Volatile Solids Dissolved 304 151 VDS
(continued) 1 Table
367 206 Solids Dissolved Fixed FDS
9 P) 8 (as Phosphorus P
(as 3) 5 83° Alko Alkalinity CaCO
Calcium 60 Ca
58 Cl Chlorides
2 Table
WASTEWATER AREA CHARACTERISTIC RANGES FOR REST ANALYSES
mg/1.) in expressed analyses except (All pH
Synthetic Field
•
Was tewate tewate Parameter Was r r
(selected of (range
analyses) value
320-440 340 Chemical Demand COD Oxygen
130-175 340 Biochemical Demand Oxygen BOD
5
77 77-83 pH
Solids 892 620-688 Total TS
Solids 290-426 Fixed Total TFS
Solids Volatile 234-360 400 TVS Total
Solids 480-530 Dissolved 892 Total TDS
Solids 279-342 Dissolved 492 Fixed FDS
Solids Dissolved Volatile 188-213 400 VDS
Solids Suspended 140-158 Total TSS
Solids Suspended 11-84 Fixed FSS
Solids Suspended Volatile 56-147 VSS
Alkalinity 58-83.5 Alko 70 40
Kjeldah! Nitrogen Total 5 80-92o TKN i00
Chlorides Cl 50-58 60
Calcium 56-60 Ca 60
1.8-9 Phosphorus P
Table 3
RECIPE FOR SYNTHETIC WASTEWATER
Synthetic
Wastewater
Ingredient (mg/L Formula Dosage
SUCROSE 160
PEPTONE 160
GLUTAMATE MONOSODIUM 15
UREA 32.5
EXTRACT YEAST 32°5
CALCIUM HYDROXIDE Ca(OH) 5O
CALCIUM LFATE S[• CaSO 50
4
BICARBONATE SODIUM NaHCO 3
NH4Ci CHLORIDE AMMONIUM i00
NH4NO AMMONIUM
NITRATE 37.5 3
KH2PO
POTASSIUM PHOSPHATE MONOBASIC 4
K2HPO
PHOSPHATE POTASSIUM DIBASIC 20 4
Na2HP04
7H PHOSPHATE SODIUM DIBASIC 0 25
2
POTASSIUM NITRATE i00 KNO
3
NITRITE SODIUM 50 NaNO 2
Na2SO
SULFITE SODIUM 25
3
SULFATE IUM MAGNES MgSO 25
4 41
synthetic
treating
the
began plant pilot treatment laboratory the
When
determine when
monitored
to solids
suspended
liquor mixed
were wastewater,
similar
procedure monitoring
14) (Figure A
reached
been had
state steady
•he
employed recycle To
rate. each compare
at presented
was
the
to one
operated
plant
pilot operation,
the field was operation with
plant pilot
compari-
the of results the
recycle and employing effluent without initially
4.
Table in summarized
are son
by
pilot
produced the quality
effluent
the of
includes
summary 5
Table a
increas-
it became mentioned• previously
recycle As rates. several plant at
solids,
suspended
retaining
problem
had pilot plant
the that a apparent ingly
recycle higher rates° •uired at aeration at
higher rates the especially
settling
conventional
usina obtai•ned
results a after recycle, wer•il, 90%
At
(see clarification
upflow
•clude modified
plant pilot to the unit,
was
treatment processes
these two from results comparison of The 13). Figure
6° Table in summarized is
4 Table
AREA REST AND PLANT PILOT COMPARISON OF
SYSTEMS TREATMENT WASTEWATER
while
synthetic
wastewater
used treat pilot plant to a (Laboratory was
plant°)
package field
with the treated
wastewater was rest area
Fairfield Area Rest
Effluent Influent
mg/l removal mg/l. %
Symbol Parameter
76.4
73
310 COD Demand Chemical Oxygen
95o5
8
175 BOD Demand Biochemical Oxygen
5
96° 4
3
92 Nitrogen TKN Kj eldahl Total
Pilot Plant Laboratory
Effluent Influent
mg/l removal
mg/1 % Symbol Parameter
89.0
37 340 1 COD Demand Chemical Oxygen
4 92o
26 340 Demand BOD Biochemical Oxygen
5
46o 0
54 100 Nitrogen Kjeldahl TKN Total 42
•5 Table
QUALITY LABORATORY PILOT PLANT EFFLUENT AT
RATES RECYCLE VARIOUS
mg/l,) results in (All expressed except pH
Symbol Parameter. 0 50 70 90* 90
7 1 7ol 5,4 7,1 7,4
212 Chemical Oxygen .Demand 37 II0 335 COD 155
Biochemical Demand Oxygen •26 BOD 14
5
Liquor Solids
Suspended Mixed 1040 1975 2350 MLSS 2725 7100 ".
Mixed Liquor
Volat•ile .Solids Suspended 885 1580 MLVSS 1974 1980 5900
2126 Dissolved Solids Total 658 1220 TDS 5920 6520
Dissolved Solids Fixed Total 460 1638 TFDS 820 2684 3860
Nitrogen Kjeldahl Total 54 39 TKN 75 240 128
Alkalinity .Alk, 95 218 172 I0
obtained pilot conversion
after *Results include plant of Upflow to an
clarifier 43
6 Table
EMPLOYING THE EFFICIENCIES TREATMENT COMPARISON OF A
CLARIFIER UPFLOW AND THE CONVENTIONAL SETTLER
synthetic
unit aeration and
using 4.8 gallon extended obtained (Results a
wastewater
Quality Recycle 90% Effluent at
Upflow Conventional
Clarifier Symbol Settler Parameter
155 335 COD Demand Chemical Oxygen
14 Biochemical Demand BOD Oxygen
7100 2725 Solids Suspended MLSS Liquor Mixed
5900 Solids 1980 Suspended Volatile Liquor MLVSS Mixed
83.0 Solids 71.6 Suspended Volatile %VSS Percent
5920 6520 Solids TDS Dissolved Total
3860 Solids 2684 Dissolved TFDS Fixed Total
Nitrogen 128 240 Kjeldahl TKN Total
68 48 Removed COD Percent
96 Removed BOD Percent
22 I0 Removed TKN Percent 44
1
l/•m pepuedsns .zonb!1 pexl.IAI sp!los 4.5
RESULTS OF DISCUSSION
Characteristics Wastewater Area Rest
significant contain volume
the does not Although wastewater rest
area
which
industrial
dishwashing, wastewaters and drainage, laundry,
storm of
that it municipal rest strength wastewaters, of appears the affect greatly
municipal
of comparable that wastewaters.
to has BOD
wastewater
a area
5
analogous is
pointed
not wastewater that rest out be also should area
It
and
include
restaurants since do not
turnpike rest wastewaters, areas
to
have
reported have been Turnpike that
stations. wastewaters gasoline a
quanti-
significant contain
and than wastewater higher rest BOD much
area
5
void of appeared visually
g•gse•l•ile
wastewater the rest of .ties
area
times
three nearly of The wastewater • rest COD was area
grease.
high
the content° of result apparently the
the paper BOD
great
as
as 5,
prevalence
high, probably the relatively due
to nitrogen Kjeldahl
The was
Fairfield
the
measured comparison parameters at of the of
urine.
of A many
indi- 7)
(see Table several obtained from
rest with values areas rest
area
wa••a,t•0•haracteristics
greatly from
do
not vary that rest cate area
location° location to
by satisfactory quite indicate obtained treatment values effluent The
high and of removals
BOD_ by the aeration shown
extended the process
as
nitrifica-
indicates that conversion nitrogen also nitrogen. The Kjeldahl
nitrogen is converted Kjeldahl majority to of prominent the and tion
is
presently is Fairfield the fact that rest The nitrates nitrites and
area
operating results, capacity by design supported the all is significantly below
solids suspended especially low the carryover° very 46
Table 7
INFLUENT CHARACTERISTICS AREA REST
mg/l. analyses in (All expressed except pH
Commonwealth Virginia of Washington State of
Fairfield Montgomery Co. Average of
Symbol P te Rest Areas .21 Area •• .• A.•,e• Four ame ** Rest a• r
pH 8.2 8.6 8°3
Nitrogen Kjeldahl 93. Total 84. TKN 140.
Solids Suspended Total 140o 192o TSS 175o
405 Chemical Oxygen Demand 440. 580. COD
Biochemical 1.75o Oxygen Demand 177o
165o BOD 5
P)
Phosphorus (as 8o P io 5 9
Virginia by Highway study, prepared the *From Council Research (reference 120) a
Washington study prepared for the **From Highway Commission State by the
a
University Washington in of (reference January 1972 119)
Synthe.ti Wastewater c
Previous. obtained
results from combined with rest results areas were
this study,
in
of and for values each measured parameter range deter- a
was
these, mined° synthetic
values for the From
chosen wastewater As
were
can
from 2, Table synthetic be
all of the not values wastewater seen selected
were
determined field in the
of analyses°
There
basically range
two
were
reasons
this (I) procedure° for have would difficult, been It extremely using lab-
chemicals,
obtain which to oratory contained wastewater all values in the
a
given felt that time the It required effort and range. achieve was
this to
impractical goal since
adequate synthetic designed could be were waste .an
time° in (2• much less of Several the values synthetic of the wastewater
higher
much field than the
results synthetic that the were wastewater
so
difficult
least be would at in field° to the treat as as
sYnthetic
decided that the It should similar
wastewater be was the
to
in alkalinity, field Kjeldahl pH, wastewater nitrogen, total chlorides,
phosphorus calcium, concentrations.
and synthetic
The designed wastewater
was
similar
have that field of COD to to wastewater, since but of the
a most
compounds
used
produce biodegradable the to COD .which is organics, were not
in the
wastewater, rest the
of the synthetic BOD case much area
greater
was
5
BOD5o field
.synthetic than The wastewater
designed wastewater be. to was
pumping soluble totally solids. the suspended this for need prevent to In
settling biological suspended solids in the chamber the and reactor manner,
biological estimate Since
effects the good the cell of present.
mass
a were
biological buildups activity appreciable pri- fixed solids
of
the of were on
similar
synthetic fixed solids in the the importance, total to
were mary
organics which determine BOD< the the and field COD in that waste° Because
significan{ly
solids, higher provide volatile solids the the total also wez•e
synthetic the wastewater. in
Operation Plant Pilot
similarity synthetic the of the and order wastewater to In compare
pilot operation, aeration field plant laboratory unit the extended the to
initially without operated recycle°
4, The results• shown in Table as was
biodegradabilities similar of indicated that the the two wastewaters were
higher
nearly removal the The of the since percentages BOD
were
same°
5
nitrogen Kjeldahl in conversion laboratory expected the removal and COD
were
non-biodegradable significant, of because absence the and COD, due to
a
Kjeldahl nitrogen synthetic provided in by the the the of nearly 50% was
Kjeldahl nitrogen in organic field compounds° contained The the wastewater
significant ammonia concentration°
more a
comparison might it speculated this it be that better have been From
can
field the synthetic of similar° and be the wastewater BOD for wastewater
to
5
significant non-biodegradable addition,
in- should have been COD In more a
synthetic which obtain closely
resembed cluded the wastewater to a
more
nitrogen if Furthermore, organic ammonia the field and frac- wastewatero
nitrogen Kjeldahl similar,
Kjeldahl of for each the tions the waste were more
without nitrogen have unit been for the removals would closer recycle, and
nitrogen during buildups Kjeldahl in predicted recycle have field would the
operation closelyo more
secondary effluent dissolved recycled reused, and When and salts was
organics concentration increased influent• in in increased untreated the which
organic affecting salinity without hydraul•ic load and the The loado the
initially organic increase load food-to-mass ratio the caused increase to
for
bacteria
by
the surrounded growth of substrate that were excess an so
metabolism. biomass longer The
its make needed and of cell to no use own
respiration shifted material endc•enous from phase the and
accel- to
more a
significant growth phase°
The in growth biomass result erated the was
a
until by MLSS)
•represented biomass the utiliza- for available proper
was
population though substrate the increase of this tion. present° Even occur-
quality increased with effluent recycle long worsened
the red, the as as
pilot conventional with indicated plant settler used the by the was as
fixed volatile both increased dissolved solids° and This reduction and COD
removal apparently increased the of unintentional in result cell wastage was 48
clarifier change upflow greatly suspended the solids The reduced to
liquor mixed solids° suspended increased the which effluent The carryover,
discounting inevitable increase in quality resulted, salts, the which was
higher without produced recycle° aeration comparable Much that to rates
provide
required the aeration. turbulence the and extended to to oxygen
were
nitrogen Kjeldahl Although
good
usually the removal not system° was
as as
high concentration amine in it desired, the remembered that be should the
synthetic uncharacteristic ,is of
much better and wastewater rest
area con-
buildups Although field expected. version in the would the be salt
may
biological activity, inhibition which results caused support to have
pre-
investigation biological indicate effective that be treatment vious at
can
salinities high
ability it that the
results, recycle of the these system From appears
quality
ability primarily hinges
acceptable effluent the of produce to
an on
high required. solids retain suspended concentrations the system .the to of
Hydraulic biological only have detrimental effect
the would upsets not
on a
likely operation filter inhibit but would sand the due system treatment to
Equalization settling
efficiency solids high excellent and carryover° seem,
Since the proposed of keys filter the backwash system° be to to success
returning by field biomass washed in the recycled the the be will out to
retention satisfactory is guaranteed chamber, aeration adequate, cell. and
is expected performance
operation System,
biological the with control the and of
As any reuse
importance. training critical is of Increased and system operator treatment
monitoring
addition, be frequent mechan- parameter the In
may necessary° more
aeratozJs ciz•gulation
which generally timers and connected ical to pumps
are
electricity
provide continuously of left should be prevent wastage to to
on
on-off surges
operation. 'turbulence from needed and prevent the oxygen an
possible with which
subject
study biolo- dealt of the not, A was was a
operation field methods° The gical simi- operated control be could system
pilot buildups which in laboratory plant the by larly controlled to were.
effluent° fraction wasting considered, of the should however, be that It
a
high, efficiency non-biodegradable settling is material suspended will if
high without sludge alternative build levels wastageo An to to very up
operating employed is procedure to-recycle efflu- than 90% the of greater the
the suspended secondary irom soi•ids, effect The of settler° and waste ent
p•ocedure aeration be the wo•ld control such extended to convert, pzocess
a
may
conventional possible s3_.udge
act.•vated be It to process° more
even a
if accomplished the totally of effluent 100% for is control return to reuse
action sludge speculated through only The •esults such of wastage° be can
investigated° be should and upon 49-
CONCLUSIONS
synthetic possible is
it the of
produce Based wastewater, to i. use
a on
flushing quality sufficient
toilet which by is for of water purposes
a
recycling from by the effluent of the 90% treated wastewater rest area
aeration extended process°
primarily aeration is for the of extended degree treatment The 2o process
ability retain solids. the of the dependent system to on
provisions design in field have been the made the return to. 3. Because
unit, biomass aeration the food-to-mass extended washed to out proper
possible satisfactory quality flushing effluent for and ratios are
expected. is toilets
aeration, Biological
such effective- extended operate 4o processes, as can
mg/1,
concentrations solids dissolved which 6000
produced ly at over are
effluent. of recycle and by reuse
population biological increase employed, is
recycle of When 5 to up a
required without recycle produce that be times eight to necessary
may
higher required aeration
effluent. Much
satisfactory rates to are
a
biomass. increased the support
municipal is comparable of that of rest wastewater The to BOD_ 6o
area
wastewa•er,
municipal is much that but the than of normal greater COD
high probably the due to wastewater, content° paper
RECOMMENDATIONS
equalization should be of effort for flow the made extended to Every
Hydraulic field in is employed° unit recycle aeration the when upsets
settling efficiency quality adversely that effect effluent reduced cause
operation. filter hinder sand and
required operating determine is economical research Further the to most
field recycle method for the procedure and control best. system° An
investigation handling intentional sludge sludge of is and wastage recom-
mended.
chlorination addition dye of determined° should effects be and The 3o
operation, is recycle when employed, monitored should be Field for test 4.
operation •,•i•g neri• tim• early and deter- reasonable start to a up
operating conditions° optimum° mine 50-
than
employed higher should determined 5.
be if
It 90% recycle be rates
can
recycle in the system.
BoD organic nitrogen COD, and The
6o concentrations in synthetic the 5,
modified wastewater should be
be similar
to in those to rest more
area
wastewater.
operation, field entire the 7. effluent filtered should In be before dis-
recycle
charge biomass the to recover or 51
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of
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o,
Proceedings (EE), 88, 75, Vol. 1972. p°
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65, Vol. 70-3, Progress, 1969. June, pp.
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Highway Virginia Council, Research Charlottesville, Virginia, in
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the Water "Plant Finn, Ho, Ro on
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the and
W. Yang, Ao Y
P. on Gaudy, Jr
F A.
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