_20171231 (2)

ENjoeMger ` F Inc,
Millis
March 18, 1992
Mr. Chris DeRoller
N. C.Division of Environmental Maen
Mooresville Regional Office
919 North Main Street
Mooresville, North Carolina 28115
Dear Chris:
just wanted to say thank you for yourprom,
well abandonment regulations. The information
o both of theowners involved for them use
work.
Also, just to let you know, we are still workh
MArshville and are presently .song the six
sites for lend application with h help of Bob
you informed of our progress.
We alwl, appreci--, our cooperation.
Vey
alp tw art, P.E.
S./nk
1700 East Boulavafd
Charlotte„ NC 28203
contracting
with the Town o
bility of several
bin. I will keep

t;40tr o a
COMINWINITY
State of North Carolina t t k It or tNvIRONVENTAI
Department of Environment, Health and Natural ReAWKWE
Division of Environmental Management
512 forth Salisbury Street - Raleigh, North Carolina 27611
James G. Martin, Governor George T. Everett, Ph.l
William W. Coped, Jr., Secretary Director
July 22# 1992
Mernorandn
To: _ Brenda n-ith, Mooresville Regional Office (with copy of cover letter)
Jack Floyd, Groundwater Central Office (with copy of submittal information
From; dandy Jones, Environmental Engineer
Water Quality Permits and Engineering
t'
Subject: Town of Marshville Proposed Treatment Facilities
Land. Design Engineering Services has submitted a Preliminary Engineering Deport regarding the
proposed facilities. As rq,uested by Donald afrit, please review this report (or have appropriate staff
and provide written comments to rite by August 21, 1991 It is my understanding that a copy of the
submitted information has already been sent to Chris,DeRoller and Mike Parker.
f you have any questionsonthis matter, feel free to contact me at 1 n33- 0 3,
cc: Chris DeRoller (with copy of cover letter
Ibex Gleason (with copy of cover letter)
Dike marker (with copy of coven letter
Bob Cheek (with copy of cover letter
Regional Offices
Asheville Fayetteville Mooresville Raleigh Washington Wilmington Winston-Salem
0 /251-62 919/4 -1 11 704/ 3-1 91 /733-231 19/ 4 -641 1119/395- 00 19/ -7007
Pollution Prevention Pays"
P.O. Box 29535, Raleigh, North Carolina 27 2 -0535 Telephone [phone]
An Equal Opportunity Affirmative Action Employer

IVA
J IJ! L 2 !4 F 1 31 23 57
Lano Des
Engineering Services, Inc.
July 22, 1992
Mr. Donald Safrit, P.E.
Supervisor, Permits & Engineering Unit
Water Quality Section
N. C. Division of Environmental Management
Post Office Box 27687
Raleigh, North Carolina 27687
Re: Town of Marshville
Proposed Treatment Facilities
In addition to a conceptual approval of the plan, a ,
also requested as to whether or not an Environment�
required for the project under the State Environment
a prerequisite to obtaining D.E.M. permits.
1700 East Boulevard
Chadotte, NC 28203
704376.7777
, Bob Rubin and
al plan in the
facilities to
was greatly
iroceeded with
. groundwater
s work and our
d Preliminary
.ts and details
!ation system.
ore proceeding
plan involves
ul in a more
,g the concerns
termination is
Assessment is
Policy Act as

s �v.
1'
ep NA
Mr. Donald Safrit
July 22, 1992
Page Two
n behalf of the Town of Marhsville, we sincerely appreciate your
assistance and cooperation and look forward to your early reviews of
the Report. We welcome any questions or comments. Also, we have
worked with Chris DeR ller and Mike Parker in the Mooresville office
during the preliminary work and have forwarded a copy of the Report
to them for comment
err e
male C. a , P.E.
DCS/nl
Enclosures
cc: Hugh Montgomery
Dr. A. R. Rubin
Fred Smith
Mike Parker
Chris DeRoller

V
Engiinee ng Services, Erin
July 22, 1992
Mr. Donald Safrit, P.E.
Supervisor, Permits & Engin ring Unit
Water Quality Section
N . C . Division of Environmental Management
Post Office Box 27687'
Raleigh, North Carolina 27687
"cairn of iaril l
Proposed "treatment Facilities
Dear Don:
;ir w
• � rr
1700 East Boulevard
Charlotte, NC 28203
704376.7777
.ts and details
ation system.
Dre proceeding
n
plan involves
ult in a more
the concerns
program would
1 agreement
goal based: on
r and the City
188
,-ermination is
Assessment i
Policy Act as

Do nald Safrit
Mr.
July 22, 1992
Page Two
on behalf of the Town of Marhsvill e, we sincerely appreciate your
assistance and cooperation and look forward to your early review of
the Report. We welcome any questions or comments. Also, we have
worked with Chris DeRoller and Mike Parker in the Mooresville office
during the preliminary work and have forwarded a'copy of the Report
to them for comment.
I/
Ve r 0
Dale C. P.E.
DCS/nk
Enclosures
cc: Hugh Montgomery
Dr. A. R. Rubin
Fred Smith
Mike Parker
Chris DeRoller

RE',40trRMS AND
COHN'lusin
10=4 OF TAB VAUgglig
PRELIMINARY ENGINEERING REPORT
WASTEWATER TREATMENT
"ACILITIE
TO SERVE
THE TOWN CAE MARSHVILLE,
NORTH CAROLIJA
JU Y 1992
LaHO Destq"
ENGINEERING SERVICES INC.
1700 EAST BOULEVARD CHARLOTTE, NC 28203
� �titstt r,
M
ffi
M , w
,
7 $,, IG.
ra�� walla a�*

TABLE OF CONTENTS
I.
INTRODUCTION
IL
EXISTING FACILITIES
III.
POPULATION AND FLOW PROJECTIONS
iv.
WASTEWATER DISPOSAL ALTERNATIVES
V.
PROPOSED TREATMENT CONCEPT
L .
DESCRIPTION OF PROPOSED FACILITIES
I I
SUMMARY
REFERENCES
1.
"UNION COUNTY - MARSHVILLE USER CHARGE 'I ] UTRl "sL COST
RECOVERYSYSTEM'f, HEN INGSON, DURHAM AND RICHARDSON , INC
.
"FEASIBILITY STUDY FOR TREATMENT AND DISPOSAL OF WASTEWA2ER
FROM WINGATE—MARSHVILLE AREA OF UNION COUNTY", MCHIM AND
CREED ENGINEERS,' P.A.
3. _
"PRELIMINARY ENGINEERING REPORT FOR. IMPROVEMENTS "O THE
WASTEWATER TREATMENT FACILITIES, TOWN OF C4ARSH ILLE" NORTH
C OLINA", W. K. DICKSON & CO.., INC.
-.
"ADMINISTRATIVE COTE SECTION: 15 NCAC 2H .0200 CASTE NOT
DISCHARGED TO SURFACE WATERS", NORTH CAROLINA DEPARTMENT O
ENVIRONMENT, ENT, HEALTH AND NATURAL RESOURCES, DIVISION OF
ENVIRONMENTAL AGE ENT
APPENDICES
A.
UNION COUNTY CHARGES
B ..
WASTEWATER FLOWS
C.
MONITORING CELL PERMITS AND SAMPLING RESULTS-
D.
PROBABLE LANES CREEK DISCHARGE LIMITS
E.
PRELIMINARY PROCESS BASIS OF DESIGN
F.
TOPIC AERATED LAGOON DESIGN CRITERIA
C.
1988 SOILS REPORT — LAW ENGINEERING
H.
1991 SOILS REPORT TAR. A. R. RUBIN
I
1992 SOILS REPORT — LAN ENGINEERING
J.
DESIGN INFORMATION — BRIT' IRRIGATION CONCEPT
FIGURES
1
VICINITY
2.
EXISTING WASTEWATER DISPOSAL FACILITIES
3.
EXISTING PONDS SITE PLAN
.
FLOC SCHEMATIC — WASTEWATER TREATMENT CCTLCEPT PLAN
5.
SITE PLAN — TREATMENTPLANT IMPROVEMENTS
6.
AREA PLAN APPLICATION SITES
,.
CONCEPTUAL GOLF COURSE PLAN
S
DRIP IRRIGATION CONCEPT PLAN

I. INTRODUCTION
For several years the Town of Marshville has explored various
alternatives for treatment and disposal of the sanitary wastewaters
generated by the Town's residents and businesses. rrior to 1980 the
Town operated a lagoon type waste treatment plant that discharged to
Lick Branch. Figure 1 is a vicinity map showing the town's location
in the region and Figure 2 is an enlarged map of the Town showing the
location of the previously used treatment ponds.
In the late 1970's the Town participated in an EPA mandated "201
Facilities Planning Study" with Union County and several other
municipalities, which resulted in the recommendation to have
wastewaters generated within the Richardson Creek Di-ainage Basin and
'The Town of Marshville treated by the city of Monroe. An EPA funded
construction project to implement the 201 study allowed for the Town
of Marshville to abandon the use of the treatment lagoons (except for
use as holding ponds) and new county owned pumping and transmission
facilities to be built to convey Marshville's wastewaters to the
Monroe system. Thus, in 1981, Marshville became a "customer" of
Union County.
The initial basis for cost of service to marshville from Union County
was a 1979 User Charge/Industrial Cost Recover Study by Henningson,
Durham and Richardson, Inc. of N.C. The study proposed that costs to
Marshville be levied for "fixed" cost items (i.e. debt service,
salaries, office supplies, etc.) and "variable" cost items
(electricity, chemicals, etc.). The fixed costs began in 1981 at a
level of $3525.00 per month and had increased to $6,604.00 by 1991.
The variable monthly cost averaged $3,264.00 in 1981 and had risen to
$5,863.00 through June 1991. Thus, for the ten year period total
average monthly cost increased approximately 8.4 percent per year.
An historical summary of these charges is presented in Appendix A.

II. EXISTING FACILITIES
The Town of Marshville has operated a sanitary -
system since 1923 and operated a lagoon type treat
1966 to 1981. The plant consisted of influent
facultative lagoons, and chlorination before disc
Branch a small tributary to Lane's Creek.
With implementation of the_;201 Facilities Plan the .1
be used for treatment ponds, but are used for h
equalization prior to pumping of wastewaters to t,
Town. A pulup, station was installed between the twc
force main conveys wastewaters across N.C. to a gi:
pump station was installed by Union County off NC 2(1,
201 plan and all wastewaters from the Town flow into
are pumped to the County system. The holding ponds
station location are shown on Figure 2.
The Town maintains over twelve miles of 12", 10" and
lines. Due to extensive infiltration problems the
replacing approximately 4,000 feet of older line.
were abandoned in 1981 with construction of the
station. Although these stations have not been i
time, the Town, with some modifications could recla
stations if properly renovated.
Although a few small industries are served by Marsl
process wastewaters, thus the Town's system
wastewaters that are principally domestic in origii
A site plan of the existing holding ponds is preset
The ponds, built in 1971, are of earthen const
interconnected. A detailed boundary survey of the s
by GPA Associates in June of this year and the sit(
acres. The southern property line generally Poloi
of Lick Branch. An access easement with gravel
connection of the plant site to N.C. 74.
The ponds appear remarkably free of excessive sludge
total approximate volume of the ponds exclusive of
board is 16 million gallons.
r collection
t plant from
eening, dual
In to Lick
Dons ceased to
ling for flow
north side of
)ends and a 611
ity sewer. A
as part of the
is station and
id county pump
, none have
rates only
as Figure 3.
Lion and are
was completed
cludes 19.733
he centerline
-d provides a
ild-up and the
one foot free
r a study was
oaching of the
II ,ppehdiX C) arid
tre taken along
The results of
tited to Ms.
ality section.
)blems with the
the ponds as a
2

III. POPULATION AND FLOW PROJECTIONS
The 1990 Census recorded the population of the Town of Marshville at
2,169 while the 1980 Census figure was 2,015. Within the Town's one
mile perimeter there are an estimated 50 houses which may be annexed
under certain circumstances, although no definite plans have been
made. Marshville has not experienced any significant population
expansion, although it's location on a major east -west route (N.C.
74) and it's proximity to Monroe tend to support the expectation that
moderate growth is likely.
Presented in Appendix B is a summary of historical wastewater flows
since 1981 for the Town according to the flow meter installed as part
of the 201 Facilities Plan and operated by Union county. Although
the average flow over the eleven year period equals 271,416 gallons
per day, the data indicates that flows varied from as little as
93,433 gallons per day to as high as 842,322 based on the monthly
averages. This extreme variation appears to result from two
principle factors- Infiltration/inflow has been severe and during
extended periods of rainfall results in abnormally high flow figures.
Conversely during long dry spells the amount of evaporation from the
two holding ponds tends to indicate abnormally low flows.
A recent study by McKim and Creed, Engineers for Union County dated
May 29, 1992, indicated an average daily flow from the Town of
Marshville into the county System at 238,729 gallons per day and a
peak flow of 504,000 gallons per day.
An investigation by Marshville has revealed another source of
potential variability in the monitoring of the flows. The presence
of large quantities of poultry waste upstream of the County's flow
monitoring station has led to the conclusion that during peak flow
periods during wet weather, wastewaters in the County'main trunk
line to the County pump station back up through the Marshville flow
meter (essentially reversing flow), then as flows begin to recede
this excess flows back through the meter, resulting in higher flow
readings for Marshville.
As mentioned previously the Town has a program of improvements
underway to correct several areas of serious infiltration. This work
will reduce overall average daily flows, since wet weather flows will
be reduced. Based on the data and discussions with Town
representatives, it is believed that average daily flow will be
approximately 250,000 gallons per day upon completion of the
infiltration correction program.
The agreement with Union County theoretically allows the Town to
discharge up to 490,000 gallons per day to the County system,
although treatment plant violations at the Monroe plant have at times
prevented the use of the reserve capacity. The McKim and Creed study
projected an average daily flow for the Town at 500,000 gallons per
day by the year 2010.
i

19 / 9 study by W. K. Dickson and Co., Inc;. for t1
an average daily flow of 466,000 gallons per day b
This study concluded the population of Marshville W
3200 by 2015 and would include the annexation of 14
and 22 business lots, and would include new residen
proposed golf course community.
Due two the nature: of the flaw data available,
proximity of Marshville to areas of growth in Nnic
difficult to accurately predict the 'own ' s growth a
wastewater flows. However, a reasonable approach
waste treatment is to design for a 500,000 gallons
flow and the Town has elected to use this fi.gu
purposes. Part of the improvements program will be I
reliable method of flog measurement,
one final note regarding wastewater flows which supp(
a 0.5 MGD treatment system, is the average daily WatE
since the Town tied onto the Anson County water syst(
period November 1991 to June 1992 was 281,514 g
Assuming a normal l loss to consumptive use and
corresponding wastewater flow would equate to 239,2
own projected
ae year 2015.
d increase to
idential lots
1 growth in a
d the unique
county, it is
corresponding
provision of
:r day average
for panning
provide a more
s the basis of
asae measured
which, for the
Lons per day.
-.em leakage, a
gpd.
4

Iv. WASTEWATER DISPOSAL, ALTERNATIVES
The Town of Marshville topographically lies on a ridge generally
following the railroad tracks and N.C. 74 which pass through the
Town Consequently, wastewater flows are generated in two major
drainage basins the Lane ' s Creed. Basin on the south and the
Richardson Creek Basin on the north. Prior to 1981, flows from the
north side were pumped to the Treatment Plant on the south side.
After 1981, flaws were reversed and pumped from the south side to the
north side to the Union County pump station. This characteristic of
the Town's system resulted in an identification of several disposal
alternatives based upon wastewater origin.
Two principle treatment alternatives to discharge to the County
system were considered including point source discharge and land.
application. Due to the volume of wastewaters and the general soil,
characteristics of the Marshville area, the opportunity for an
economically feasible, conventional subsurface disposal system does
not exist.
In review of the extreme limitations on a potential new surface
discharge it was decided that a land application disposal concept
represented the most logical and environmental acceptable solution to
Marshville's search for an alternative wastewater disposal concepts
Three alternatives were considered utilizing land application as the
treatment technique.
1_. Disposal of wastewaters from, the north side of Town to union
county and the construction of new treatment facilities to serve
the south side of Town at the existingplant site.
. Construction of new treatment facilities on the north side o'
Town to serve the entire Town and no further discharge to Union
County.
Construction of new treatment facilities on the south side of
Town at the existing plant site to serve the entire Town and no
further discharge to Union County..
5

i4 Although Alternate l would allow for the least amdun't
to the collection system since the north side flc
pumped to the south side via renovation of th(
abandoned in 1 1, it nevertheless has ever.
Information provided to `town officials thus far
indicates that the cost of service to Marshville wil-
greater percentage rate than in the past. Separat
into two service areas ( North and South) bared upon
create additional billing complications since: the c
would be different. And finally, and perhaps of mo
Town officials, Alternate 1 does not accomplish the
autonomy for waste treatment and allowable growth..
Consideration of Alternate 2 basically involve(.
adequate, te, and economically accessible land for a treK
and application areas on the north side. Althou
sites were identified .in various locations, a sit.(
sites) was not: found sufficiently close to Town w
soilsand topography for the treatment system and
Another disadvantage of this alternative was the
significant collection system improvements and the 1.
use of the existing treatment ponds.
Alternate 3 appears to represent the best approach
resume treatment and disposal of the wastewaters it
alternative allows for use of the existing 19 acre T.1-
is sufficient land for the needed treatment improve
for continued use of the existing ponds. And, mi
sufficient application sites have been identified in
plant for land treatment. The net section descr.
disposal concept.
E improvements
would not 1e
pump stations
lisadvantages.
Union Mount
ise at an even
n of the Town
-eatment would
for treatment
importance to
al of reaching
search for
ent plant site
a few smaller
or contiguous
satisfactory
_ica.tion area.
ed expense of
f potential
r the 'down to
aerates. This
.t site, which
is and alloys
importantly,
) imity to the
the proposed

The land application concept proposed for Marsh,
combination of dedicated sites and golf course use
sites would utilize both cover crops and a forestr�
three types of application area would provide great&
land application and crop management.
Presented as Figure 4 is a flow schematic illustrat
waste treatment and disposal concept. The propose
described in detail in Section VI. The economic vj,

proposed concept and the key to the Town's realiza
for independence from the County system rests with
proposed in the concept plan.
1. First, the approval by DEM four use of the exist.
weather storage as presently constructed is a c
consideration. Based on the results of the mor
surf ace water testing program, lining of U
proposed. It is estimated that allowing for
the ponds with only minor modifications would i
$250,000.00 in treatment plant cost.
2. Since, as shown on the flow schematic, the,
process allows for emergency diversion of was
flow path leading to the golf course to the wet
ponds, it is proposed that the flow equalizatd
aerated lagoon be built as single train un
capacity of 500,000 gallons per day. This cc
supported by the traditional reliability of
systems and the provision of stand by powe
filtration and irrigation pumping.
4.
of the goal
flexibility
ponds for
wet
-.ical economic
)ring well
and
ponds is
not
tinged use
of
� in excess
of
reposed plant
rater from the
gather storage
basin and the
with a rate
:pt is further
foon treatment
for aeration,
rjpliraation
a and control
the Town �of
eted by Union
oration has a
,a and it is
ould capture
i the Town is
course at no
p!
ication are
it the use of
eliminate the
id viruseIM s and
equirement to
I save as much
gation system
depending on
MIMM 'a
"MASM 19
odal funding
i effort. Th
)nomic growth
)POrtunity IUl f 0-
idbpehdeuce b
or a reductio
Py-n f I n
o a zero flo
e sol�tioh ti
- 8 -

I. DESCRIPTION OF PROPOSED FACILITIES
As depicted on the Flow Schematic on Figure 4, the proposed treatment
process includes two semi -separate flow paths to produce two
different levels of treatment. one level will be very stringent and
produce an effluent meeting DEM's requirements for golf course
irrigation while the remainder of the wastewaters will be treated
sufficient for application to dedicated sites for crop and forestry
programs (non -contact). As noted in Section II, the Town is unique
since virtually all wastewaters are domestic in origin and any new
industries seeking service in the future will be required to provide
pretreatment for any process wastewaters.
TREATMENT PLANT
A Preliminary Process Basis of Design is included as Appendix E and
a Site Plan showing the proposed general location of treatment
components is included as Figure 5. The following paragraphs discuss
each treatment process or component.
INFLUENT PIPING AND SCREENING - As shown on Figure 5, the
previously used bar screen influent structure cannot be utilized
for the new plant due to location and elevation. The existing
influent sewer will be reinstalled beginning near the edge of
the plant site and continue to the proposed bar screen structure
and flow equalization basin. The bar screen will be manually
cleaned and constructed at grade for ease of maintenance. The
design of the structure will allow for either passing of average
daily flow to the aerated lagoon over adjustable weirs with
excess flow to the equalization basin or routing of all flow to
the equalization basin. A new influent flow meter will also be
installed, since the existing plant was never equipped with any
metering instrument.
FLOW MILLIZA110-PAIN - In accordance with TEEM' regulations an
aerated flow equalization basin will be provided in the new
plant with a volume equal to 25% of the design plant capacity
(125,000 gallons). The basin will be of ear thern construction,
lined, and built as an integral part of the construction of the
aerated lagoon. Due to the variable water level and surface
aeration proposed, concrete slope protection will be provided.
FLOW EQUALIZATION PUMPING - Wastewaters will leave the
equalization basin by flowing to an equalization pump station.
The station will contain dual submersible pumps, each rated at
the plant design average daily flow (350 gallons per minute).
The pumps will discharge to a flow control structure. The
station will include automatic level operated controls and
audible and visual alarms.
- 9 -

FLOW CONTROL STRUCTURE - Discharge from the equalization pumps
will pass through a flow control structure prior to entering the
aerated lagoon. Adjustable weirs will be provided to allow an
adjustable feed rate of influent to the aerated lagoon. Thus,
as the average daily flow gradually increases over the design
life of the facility, the flow to the lagoon will be likewise
adjusted. Excess flow above average daily flow will be returned
to the flow equalization basin.
AERATED LAGOON - Equalized flow will next enter the aerated
lagoon. In lieu of a traditional aerated lagoon design, a "Dual
Power -Level, Multicellular (DPMC) Aerated Lagoon" is proposed.
The flow levels and characteristics of Marshville's waste
stream are well suited to this treatment technology. The
process, a modification of the traditional aerated lagoon design
with fairly long detention times, has been expounded on by Dr.
Linvil G. Rich, professor emeritus at Clemson University. An
excerpt from Dr. Rich's work is presented in Appendix F. The
results of monitoring of the DPMC process indicates a
significantly improved effluent quality for both DOD and TSS,
while continuing to use a relatively reliable, low maintenance,
mechanically simple system characteristic of lagoon treatment.
The Marshville DPMC lagoon would include four successive
aeration cells, the first having 1.5 days detention and the
remaining 3 cells have 1 day detention each for a total of 4.5
days detention. The lagoon will be of earthen construction with
either soil or synthetic liner with slope protection. Aeration
will be supplied by multiple floating aerators.
DISINFECTION - Following the aerated lagoon wastewaters will be
disinfected utilizing gas chlorination in a reinforced concrete
chlorine contact chamber. Detention time will be a minimum of
30 minutes. Chlorination is proposed prior to filtration, which
tends to prevent build-up in the filter cells and prior to the
wet weather storage pond to reduce algae and duckweed build-up.
The gas feed system will be dualized utilizing gas cylinders for
storage and will be housed in the control building.,
FLOW DIVERSION STRUCTURE - This process unit will serve to
provide operational flexibility. Adjustable weirs and gates
will be provided to serve as a diversion box to allow the
operator to adjust the amount of flow directed to the filtration
system (and thus, to the golf course) and the amount to the
dedicated sites. The structure will be so designed as to
preclude a flow in excess of 250,000 gallons per day from
entering the filtration system.
FLOW PATH TO GOLF COURSE
FILTRATION - Wastewaters to be treated for application to the
golf course will next flow to a gravity, dual media, automatic
filtration system. The system will have a rated capacity of
250,000 gallons per day, designed to allow for future
duplication of the system. Dual filter cells will be sized to
process the design flow of 250,000 gallons per day at a maximum
rate of 1-gallon-per-minute/square-foot. The system will

include a clear well and dual backwash pumps rated at sufficient
capacity to provide a backwash rate of
minute/ square- foot and a clear well volume equal to two complete
backwash cycles.
ULTRA VIOLET DISINFECTION - Filtered effluent will next flow
through an ultra violet disinfection unit. OEM requirements
dictate a maximum fecal coliform level of less than 1/100 ml
prior to discharge to a 5-day detention pond. Tn addition viral
contamination is a major concern. Ultra violet disinfection is
proposed after the filters (in addition to chlorination prior to
filtration) to assure compliance with this standard. Dual
disinfecting units will be provided.
FIVE-DAY HOLDLNG POND - A non -aerated holding pond with 5 day
detention (1,250,000 gallons) will be provided following the
filtration and disinfection processes. An emergency bypass
valving arrangement will be installed just prior to this pond to
allow diversion of wastewaters to the wet weather storage ponds,
in the event of system emergency. The five day pond will be <of
earthen construction lined with soil or synthetic material.
IRRIGATION PUMP- STATION - Effluent from the five-day holding
pond will flow to the irrigation pump station. The station will
be built adjacent to the main control building. Two separate
wet wells will be built, one to receive wastewater from the
five-day pond and a second to receive wastewater from the wet
weather storage ponds. Separate sets of dual pumps will be
installed in each wet well. Effluent from the five-day pond
will be pumped to the golf course irrigation pond, while
effluent from, the wet weather ponds will be pumped to the
dedicated application sites.
FLOW PATH TO DEDICATED SITES
WET WEATHER STORAGE PONDS - From the flow control structure
wastewaters not diverted to the filters will flow to the wet
weather storage ponds. These ponds are the existing holding
ponds presently on -site. The inlet and outlet piping will be
modified to allow for varying the level in the ponds based on
weather patterns. Flow will pass through the ponds in a series
pattern while levels in both ponds will fluate uniformly
together. The combined volume of the two ponds exclusive of a
one foot free board is approximately 16,000,000 gallons.
IRRIGATION PUMP STATION - Flow from the wet weather ponds will
pass to the irrigation pump station as described previously and
then be pumped to the various dedicated sites,
APPLICATION SITES
An extensive area around the waste treatment plant site was reviewed
for soils suitability by Dr. A. R. Rubin and by Law Engineering.
Their Reports are presented in Appendices G, H, and I. After review
of the results of these investigations and meetings with property
owners, several sites have been selected for proposed application
areas. These sites are shown on Figure 6, and the acreages are
summarized below:

Summary of Proposed Application Sites
Estimated Areas
Final designs would include more detailed soils analysis and a
determination of specific loading rates for varying soils topography
and proposed ground cover. Surveys to identify the location of all
dwellings and wells will be made to determine those portions of any
site within 400 feet of these areas and the drip irrigation system
designed to allow utilization of 3001 of these sections of the sites
where possible. Figure 8 provides a concept plan for use of drip
irrigation in the buffer areas, and additional information on the
drip irrigation system,is included in Appendix J.
After final location and mapping of proposed land application areas,
site reviews with representatives of the Ground Water Section will be
conducted to determine the location and number of ground water
monitoring wells required.
A detailed crop management program will be developed for each
dedicated site including recommendations for crop cover, nutrient
addition, and soil conditioning where required.
GOLF COURSE AREA
Site 1 is the proposed location of the public golf course and
includes approximately 177 acres of usable area. A preliminary
routing of> the course is presented as Figure 7. Two irrigation ponds
will be constructed to allow flexibility of operation of the
irrigation system. one pond will serve as storage for wastewater
effluent from the treatment plant and provide for 30 days storage
volume at 250,000 gallons per -day (7,500,000 gallons). Surface
drainage will be routed around this pond. A second pond will also be
constructed for irrigation purposes utilizing surface drainage and
groundwater well supply. An irrigation pump station will be built
between the ponds to allow withdrawal from either pond. Thus, after
irrigation with effluent, which according to current DEM regulations
must occur during the night, the irrigation system can be flushed
with fresh water to allow irrigation of the course during other times
of the day as the course needs dictate.
A 1001 buffer will be established around the entire perimeter of the
course. As depicted on Figure 7, some areas of the course site will
not be in fairway usage due to the layout of the course and thus
could be utilized for application similar to dedicated sites provided
adequate buffers are maintained. These areas would be forested and
maintained by the Town while the land in course use would be
maintained by the course operator.
The Town proposes to purchase the course land (Site 1) and execute a
lease with a course construction and operating company. The lease
agreement will include provisions to establish the usage of the
course land as an effluent for irrigation. The Town will reserve all
rights of review of the final course layout and irrigation design to
assure conformance to DEM regulations and compatibility with the use
of the course as a waste receiver site.
13

REFERENCES
•
■ iOF NORTH
� ca
3. "PRELIMINARY ENGINEERING REPORTFOR IMPROVEMENTS TO THE
WASTEWATER TREATMENT FACILITIES, TOWN OF MARSHVILLE, NORTH
.AR LIN.A", W. K. DICKSON & CO., INC., DECEMBER 1988.
. "ADMINISTRATIVE CODE SECTION. 15 NCAC 2H .0200 WASTE NOT
DISCHARGED TO SURFACE WATERS" NCDEHNR, DIVISION OF
ENVIRONMENTAL EMENT, 1991.

APPENDIX
HISTORICAL
COST
UNIONCOUNTY
CHARGES
VARIABLE
FIXED
TOTAL
FISCAL
C'CST,
COST
COST
YEAR
NUAL)
AL
ANNUL
81 2
39,167
42,300
81,467
82/83
44,703
42,300
87,003
83,1 4
45,489
42, 300
87,789
84/85
42,200
42,300
84,500
85 86 '
50,206
471940
98 r 146
86'87
72623
6,36
138,359
87/88
65,643
65,736
131,379
88/89
94,331
65,736
160,067
89/90
87t876
65,736
153,617
90/91
74,056
_65,736
139,792
FIXED COST
EFFECTIVE 7 91 m 79,248

APPENDIX
TOWN OF MARSHVILLE
WASTEWATER FLOWS
BILLED BY
UNION
C1 Y
MILLION
GAL./MONTH
1981
1982
1983
1984
1985
1986 1987
1988
1989
1990'
1991 1992
11 A66
5.759
6.174
5.077
3.225 14.781
5.181
7.233
11.567
6,507 5.470
9.909
7.202
9.003
7.548
6.883 9.365
18.195
14.528
5.660
M38 6.331
m
6.830
8.091'
11.722
5.034
8.052 7.511
12.096
26.112
17.494
11.848 6.591
6.73
8.092
9.214
3.529
5.244 6.128
9.650
20.170
;12.209
8.358 3.74
8.178
6.000
9.851
5.111
6.606 5.246
4.619
12.684
8.090
12.001 8.844
J
.619
------
6.000
11.769
5.715
3791 8,603
2.803
16.166
'13.997'
5.961 10.316
7.530
7.48 ,
7.925
13.669
5.692
2.099 3.817
4.595
9.905
14.638'
4.419
A
7.754
8.027
5.402
12.025
10.481
6.585 3.998
10.864 ;
6.189
413.534
7-699
7.846
3.604'
11.456
6.565
6391 4.963
9.416
7.833
9.894
�?
6.116
8.899
3.380
8.883
7.247
5.20 -----
8.676
8.760
'10.828
N
5.141
10.871
5m903
8.598
7.247
10.678 5.884
6.184
7.500
; 4.798
4.640
13
8.175
7.331
9.208
8.026
4.358
8.332 8.237
6.225
16.604
' 5.670
4.56
TOTAL
48.034
93.578-
76.566
120.450
73.874
73.125 78.533
98.504 153.634 131.379
67.331 41.296
4 214
- 335
; 365'
-,, 365
1 365
1 -365 i 334
- 365
4 365
= 365
; 273 ; 181
AVG.
(MG0) =0.224
=0.2 9
=0.210
=0.330
=0.202
=0.200 =0.235
=0.270
=0.421
=0.360
=0.246 =0.228
AVERAGE
DAILY FLOW FOR. 12
YEAR
PERIOD =
271,416
GPI
AVERAGE
DAILY FLOW -
1991,/92
=
239,266
2 9 2 PL/"2,1 9 POPULATION LATIt
=
110 GPDP

APPENDIX C
State of North Carolina
Department of Environment, Health, and Natural Resources
Mooresville Regional Office
James G. Martin, Governor All)ert F. Hilton, Regional Manager
William W Cobey,.Jr,, Secretary
DIVISION OF ENVIRONMENTAL MANAGEMENT
November 12, 1991
Mr. Hugh Montgomery
Town of Marshville
210 North Elm Street
Marshville, North Carolina 28103
Subject: Well Construction Permit
No. 89-0248-WM-0079
Union County, N.C.
Dear Mr. Montgomery:
In accordance with your application received October 28, 1991,
we are forwarding herewith Well Construction Permit No.
89-0248-WM-0079 dated November 12, 1991 and issued to the Town of
Marshville for the construction of Type 11 'monitor wells.
This, Permit will be effective from the date of issuance and
shall be subject to the conditions and limitations as specified
therein.
Sincerely,
B&renPah,7. Smi Ah, G.
Regional Supervisor
Enclosure
cc: Grotndwater Section
1--bale Stewart, Land Design
DDE/bb
919 North Main Strect, Moorewille, N.C. 28115 - Telepkont: 704-603-1699 # FAX [phone]")
An Equal Opportunity Affirmative Action Employer

NORTH CAPOLMiA
ENVIRONMEWAL MANAGRV04r CON4ISSIC
DEpARmqm OF EwiRoNmW, HEALTH, AND NATURA
TNE
In accordance with the provisions of Article 7, Char
General statutes, and other applicable Laws, Rules and Rc
PERMISSION IS HEREBY MW= TO
Town of Marshville
FoR = caNSTRUCTION OF r1YPE II MONTIOR WELLS to be Const
slate Belt Geologic Unit, located at the Wastewater Treal
Lic,k Branch, in Union County, in accordance with the app-
­1991 and in conformity with specifications and supportirx,
filed with the Department of Environment, Health and Nab
considered a part of this Permit.
This Permit is for well construction only, and does
or requirements of the Water Use Act of 1967, or any oth,
regulations.
construction of a well under this Permit SM11 be -L
Carolina well construction Regulations and Standards, an
regulations pertaining to well construction.
nds Permit will be effective frorn the date of its
subject to other specified conditions, limitations, or e
1. The borehole shall not penetrate to a depth gr
be monitored or the depth frcan which contamina
recovered.
2. 'Ihe well shall not hydraulically connect separ
87, No Carolina
W=
in the Carolina
� Plant off NC 74 on
Aon dated October 18,
z, all of which are
P�escurces and are
waive any provisions
wice and shall be
dons as follows:
0 L. ELM =4 ffl-
aquifers.

Page Two
. Allwater-bearingt are known to conta,
or other le water shall be adequately
so t pollution ofoverlying lyyyii
will not,
4. Oonstruction materials shall be compatible with
be mnitcred or recovered. The casing shall eq
4.
. The well shall be constructed
surface at migrate into the gravel pack or
6. When a sand pack is placed e screen, a
installed e the
Grout shall be placed the annular
e borehole wall from land surfaceto a depth
-`. ve the top of the well screen or to the bott
for open end wells.
. l wells shall be secured to reasonably insure
access and use. The well shall be permanently
that it, is for monitoring purposestr
be secured with a lockable cap.
. __All wells shall be afforded le pre is
during ion and use.
1. Each well shall have ��'.stl affixed an ide
11 le -1 and copiesof all water qualit
submitted for well to the Division of Envi
12. When any ' r well is no loryger useful for
it shall be properly aeabandonnc
e Division of Enviroirmntal Management.
Permit issued this the 12th day of Noverber, 1991.
C
.Smith, P... , , Regional Supervisoi
Division of Erwironmental Management
By Authority of the Envirormental Management Ccmnission
Permit No. 89-0248--W-0079
Lluted, saline,
cementedind off
zonesxuxUater
water from, land
screen area.
Ll shall be
the casing and
-in two feet
t the casing
nst unauthorized
to the well mist
against damage
fication pla
esults t be
mental Management.
intended purpose,
reportfiled with
a

NORTH CAROLINA
ENVIRONMENTAL G It
DEPAIUNUNr F . HEAL11L & NA7`URAL
Date- October Lgj 91
19 CountyUnion
In accordance with the provisions of Article 7, Chapter 87, General Statutes of
thereto; application is herebymade for a permit to monitoring wells..
1. Name of Appricant Town of Marshville
Applicants Mailing lei North Ein Street, Moo e i l le , Nora
2. Name of Pr (If different from applicant)
Owners Mailing :Add
. Contact Person: Huh MOn gomery - ToiN'n Administrator
4. Location of Property:
lsin t e' reaten lanf e IBC
Reason for Monitoring eii(s). Assessment isin re��d
lox: noncrischarge requirements, suspected cordarrinat,
. Type of facility or site for which the monitorin well(s) is ture non-d
(ex: nordischarge iacilky, waste, disposal site, landTill, undergrc
. Type of contamination being monitored (if applicable):
(ex: mitrierds, orgarics,fay metals. etc.)
. Are any existing recovery wells associated with the monitoring ll(s)? no
Recovery Well Constv
Distance to a known waste or pollution source: approx.50 feet
10. Are any water supply wells located less than feet from the proposed monitoring
11. Well Driller Carolina Well DELilling
12, Registration 248
13. riller's Address: 14001 East Indel2en,dence Blvd. , l~ta thew
PROPOSED ONIT RIN LL CONSTRUC110IN
1. Total Number of Wells to be constructed:I (A) Number to be cot
(E) Number in unconsolidated materiaf'
. Estimated depth of l(s): 15-20 feetPERMITTED
U.S.T. LEAK
. Gravel or sand pack inte (`if hate) R tl(` DWA
From feet To feet 'VIOLATION
ACTIVITIES
Type of casing used: PVC NOTICE OF
(ex. PVC, stainless steel, galvanized steel, etc.) UNPEAMIT `
PERMIT NO.-
5
Diameter ofcasing: 2 inches INCIDENT
,arolina and regulations pursuant'
(Telephone: 704-+ - 8(
r l na 28103
(Telephone: [phone]
enta) assessmerrL et..)
tarty, -etc.) _.
.., If yes„ how many?
Permit No.
? N
1s, give distance -.—feet,
k'-1s1
in
__ I —
QUALITY STANDARDS
i E AT
-ACILITIES
-ISSUED1
(Continued on reverse)

Lan6 Des
Engfneenng Serve , fix,
t k
October 24, 1991
Ms. 'Christine M. DeRoller
Groundwater section
N. C. Division of Environmental Management
919 North Main Street
Mooresville, North Carolina 28115
e Proposed Monitoring Wells
Town of Marshville
Dear Christine:
n behalf of the Town we sincerely appreciate the
with us last week and the information _ you sari
discussed, the Town; proposes to install two
M monitoring wells ;in the vicinity of their existing
ponds to verify the existing ondition near the j
Enclosed is a completed, executed application, l
plan showing proposed well locations and well cons
We have noted on the application that the Orel
unconsolidated d material since at this time we hair
n depth to bedrock. We will advise you when dri:
if bedrock is encountered, obtain your dire(
completion of the well .
Please advise if additional information ation is needed'
any twee ions. ai.n we rci,ate your cmerat
Very t 11, y rs62
Da e C.
cc ugh Montgomery
hariotte, NC 28203
704.37:777
28 1991
$ � of D� � ���,d•+� ¢
OFFICE
:ice you spent
Lde ... As we
groundwater
ante treatment
ids.
lity map, site
~ion diagram.
would be in
zc information
_nbegins and
-on iris t
r it you have

Ll' i3 -NEW SALEM PO M1-
i r>80 FECT®®
{ «�
.x
,
{
Sco
55 s •,, ,.°- "'w,c"`w."b,a «'..f : . e �,.."$, i *t r•w r« *. N 66 ^.` W i 5g .
«
°
55„; ar �i an ° , � '�S9'a�s 3.� w✓ `"°� �° �f, t'"�'', �,
°
.; ,°, ■«"sic �;,s °"�"—WELL L �
7-7
erg. Rio -- I Stwas ,s �� � WELL n «
,
w �
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° i�
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a«,. �. � « a . p " ate" ,, ^w +4 .✓
kN
4
t J
x
,� q
.57's ... .".`""` r "'"' "".
*,
WELL LOCATION MAP
TOWN OF MARSHVILLE
I '
m C v v1�
E1700 EAST
ERV'CCE SNCr
F an EAST 8cst�eE�1"D CHARLOTTE, N �i2�a,�

LOCKING CAP
'° PROTECTIVE
POST
NOTE
SNEEDED)
STEEE OUTERIN
Ehle to be 6
�, GALVANIZED
inches la than
outside iam tero
casing.
D
SURFACE
Casing and screen
to be centered in
borehole.
. Top of well screen
NEkT CEMENT GROUT
should not beabove
mean high seasonal
water level.
. Casing and screen
ELL SIN
material t b
1, D. SCHEDULE 40 PVC)
::
d ::>
compatible with
type c ntam t
-0.
being monitored.
t
1
04
. Well head to be
PELLETIZED ED SENT i ITE
�
labeled with highly
visible warning
saying: ""dell in
nip for monitoring and
CLEAN WASHED
real not considered safe
SAND OR EEI,
ell pt�� c T� d� .in 8 ,e
"20
feet
6. Well be afforded
t
reasonable protect
n against damage
after construction.
WELL SCREEN
Ln
MONITORING WELL DETAIL
TOWN OF MARSHVILLE
ENGINEERING SERVICES INC.
1700 EAST BOULEVARD CHARLOTTE, NC 2820.)"

m
r
IV
a FIONST MFIG
VVEL
Y�
G!r
,��tSPNS, FENCE
y
iSTING 4
AIE
END
�
,..
1 ;
MS'"NG PONDSEtSNE EG7,uEwS
OMTOMNG;
WFLL
..s.« FAn6s
§'LELk rh,•",T'y SITE PLAN x
T 14IN
-..—� :'
"BASTE: TRE..,a*�RENT FACILTrES sus

La NO Des!*jjj-
Eng�neerOg Serv�ce,,, �nc
December 9, 1991
Ms. Chris DeRoller
N. C. Department of Environment, Health and Natura
Division of Environmental Management
919 North Main Street
Mooresville, North Carolina 28115
Re: New Monitoring Well
Town of Marshville
Dear Chris:
Enclosed is a copy of the laboratory results from tI
and upstream and downstream samples for the Town r
would very much appreciate any comments you have fay
data.
Based on my interpretation of the sampling result
appear to be any data which suggests signifi,
wastewater from the ponds. I have recommended thy:
another series of samples hut delete any testing fo
compounds since none were detected in these first
The unusual nitrate level (7.9 mg/1) in Well 1 comi
samples is likely due to fertilizer storage in o
well, which are deteriorated.
We appreciate your cooperation in assisting us t
work and look forward to receiving your comments.
call, if you have any specific questions.
Sinc el ,
e C. S rt, P.
DCS/mn
cc: Hugh Montgomery
Bob Rubin
1700 Eist Boulevard
Charlotte, NC 28203
704 376,7777
osources
monitoring well
4arshville. We
a. review of the
there does not
t leaching of
the Town obtain
olatile organic
nPles.
ed to the other
sheds near the
far with this
ease give me a

8. A. W. LABORATORIESi INCORPORATEI-J
4424 -TAGGART C;REF-K' ROAD, SUITE 105
CHARLOTTE, NC, 28zole
(704)3'33-3930
December 5 , 1 9 91
ZEFERENCE NO 91 84 7 -1 2-160
`) A T L-. R E C E I v U'b NOVEmBER 19, 1991
",L I ENT *1
TOWN OF 11ARSHVILLE
ROUTE #41 BOX 136
MARSH VILLE,NC 2810,S
�TTENTIONt 5088Y PARKER
SAMPLE 10ENTIFICATION:
CAMPUF #1 rIONIT ORING WELL
S
SAMPLE #2� MONITORING WELL #2
SAMPLE #J: UPSTREAM
SAMPLE #4: DOWNSTREAM
ANAL._ YG IS:
METHOD DATE
SAMPLE 1 4 CODES COMPLETED
CADMIUM, vfgll 01013 0lQl'A 0.014 010118 21311 12/03/91
CHLORIDE, mg/l 2 . ':35 2150 C. 1105 407A 11/26/91
COD, mg/l 29.7 46,6 25.4 36.1 508A 12/02/91
CHROMIUM, -mg/ 1 01039 0,0$7 0.035 01013$ 2)8,1 lz//91
COPPER, Ing/1 01010 0010 0.010 01010 220.1 12/03/91
NITRATE, mt)/] 7. a 108 0.85 0 1 l? 353.3 12/02/91
AMMONIA NITROGEN, mg/l (I (I <1 0 350,Z 11/20/91
FECAL COL IFORMi
crilonies/loo mls 400 200 2500 19,00 909C 11/20/91
TOTAL 0Im-VFD
SOLIDS, )Ag/l 417 703 380 1 8CI 1601 1/25/91
TOTAL ORGANIC,
CARBONS, TnG/l 9 1 cl 0 (110 7.o 41 !i. 1 12/04/91
PH VALUE, units 6110 .06 7.14 1501 11/19/91
,ANAL YZEO BY,
8, A. W� LABORATORIES, INC,
N, C. CERTIFICATE NO, 48
N. C , CERTIFICATE NO, 37,102
E,P.A, CERTIFIGATF NO. 02006
e, � C CFRTIr I CA3-E 0. 9 900
Cl
mI IAREP
D, ANNE WILSON

8, A. W. LABORATORIES, INCORPORATED
44?,4 TAGGART
CREEK
ROADi
SUITE
105
CHARLOTTE, Nr
C,
28208
(704)393--39-00
nec e�,jbr- r
-EFERENCE NO,: 9IK3847-1-13ECG
kATIEI RECE I VED : NOVEMBER 19, 1991
LIEN tl
TOWN OF MAR SHVILLE
ROUTE #4j BOX 136
MARSHVILLrE, N.C,
26108'
kTTELIT ION: BOBBY PARKER
SAMPLE IDEN TIF:ICAT ION'
SAMPLE #1, MONITORINq WELL
#1
SAMPLE #2 � MONITORING WELL
#2
SAMPLE #3: UPSTREAM
SAMPLE #4, DOWNSTREAM
�NALYSIS:
'VC LATILL ORGANIC L20MPOUNDS
METHOD CODE
DETECTION
DATE
$AMPLE
1
f3
A
LIMIT
COMPLETED
3ROM001CHLOROME1*HAN'Es L)9/1
N/D
N/D
N / D'
N /E!
1
11/21/91
BROMOFORM, us/l
N/01
N/D
N/D
N/D
1
11,121/91
31ROMOMETHANE, ug/l
N/D
N, / 1)
N/D
N; / ,,1
1
11/21/91
�ARBQN TETRACHLORIDE, ug/l
N/D
N/D
N/0
N/D
1
11/21/91
CHLOROBEN ZENE t ug/l
N/D
N./'CI
N/0
N / Ul
1
11/21/31
?-C,H-OE OETHYLVINYL. ETHER� ug/l
N/0
N/D
N/D
N / 't ),
1
11/21/91
r,HLOROFORM, ug/l
N/D
N/D
N/D
Nfr,,
1
11/21/91
CHLOROMETHANE, to I
N/D
N/O
N/D
N / 1)
1
DIBROMOCHLOROMETHANE, ug/)
NID
N/0
N/D
NI/01
1
11/21/91
112-01CHLORCIBENZENIE-, us/1
N/0
I'll, / D
N10
N/D
1
11/21/51
ug/l
N/0
N f D
N/D
N /D
1
11/21/s1
1,4-DICHLOROBEONOZMENETE, ug/l
14/1Q)
N/0
N/D
N/D
1...
DICHLORQUIFIXRHANE, ug/l
N
Ni
N/DN/D
1
111/2/91
1/21/91
1 11-D I CHLOROETHANE i US / I
N/0
N / D
N/D
N / D
1
11/21/91
1,'--DICHHLOROETHAENNE, us/l
N/o
NN/0D
N/D
N/Dl'
11
111//21/9
11101CLOROETHE, ug/l
N/D
/
N/0
N/l)
121/911
TRANS-1,2-DICHLOROETHENE, ug/l
N/D
N/D
N/D
NY[)
1
11/21/91
1,2-DICHLOROPROPANEI: ug/l
N/0
N/D
N/D
N/0
CIS-1,3--DIGHLOROPROPENEI ugli
N /D
NIB
N/D
N F)
TRANS-1 3-01CHLOROPROPENE, ug), I
NfO
N / D
N10
11111 ID
METHI FNE CHLORIDE, uq/1
N/D
NJO
N/D
N,yo
1 2 -- T E,­ff-'� A C Fi L Q R 0 E -r H A N E , u 9 11
I'll / D
N/D
N/D
N,,o 10
]ETPACHLOROETHENE$ 09/1
1,1 / D
N / 0
N/D
N le D
1,1s2-TRICHLOROETHANE, ugfl
N/D
N/D
N/0
N/0
1)/21/9)
TRICHLOROETHENEI ug/l
Nf 1)
N/0
N/D
N,, 0
1 1'(2 1 / 91
-l'-RICtit-OROFL�,10E?OMEI-HAN�, ug/l
N/0
N/0
N f D
N ""o,
11/tip„ 1/91
VINYL CHLQRIDE, og/l
N/D
N/0
NfD
N/0
1
11/21/91

PAGE 2
91K3947-1-1360
TOWN OF MARSHVILLE
SAMPLE DETECTION DATE
LIMIT COMPLETED
CHLOROETHAHE, u9/1 N/D N/D N11) N
-16—ItZ-01CHLOROETHENE, g,/l N/D N/D N/D N 11/21f9l
BROMIDC—, ug/l N/D N/D N/D N/D
BENZENEI L19/1 11/21/91
N/D NfD N/D N F"
NHL OROSENZENE, ug/l N/D WD N/D N 11/21/91
li'2—DICHLORDBENZENE, uq/1 N/D N/D N/D N/D )1/21/91
1� 3-01CHLORDBENZENE, Li N/D N/D N/D N/C,
1t4—DICHLOROSENZENE, ug/T N/D N/0 N/D N/D
:—THYL
SENZENEt lig/l N/0 IN f 0 N/D N/D
rOLUENE, ug/l N/D N/D N/D N/D 11/21/91
XYL8NE, ug/l 11/21/91
NID N'/ 0 N/D N/D 1 11/21/91
, 4ETHY L—TERT—BETYL ETHER, ug/l N/0 N/D N/D N D, 11/21/91
ISOPROPYL ETHER, ug/l N/D N/D N10 N/1"
ANAL.YZEDt
A, W. LA00RATL)qIESj INC,
C. CERTIFICATE NO, 48
Na CERTIFICATE NO. 37702
sP,A4 CERTIFICATE NOs V006
C. CERTIFICATF,, NO 99004
HAEL R,'BAN-
ANNE WILSQL�4

B. A, W. LABORATOR IESt INCORPOPAYEE
4424 TAOaART CREEK ROADt SUITE 10-,
CHARLOTTE, N. C, 28208
[phone]
BACTERIOLOGICAL ANALYSIS
tg AWHY IDP: 37702
TER SYSTEM IQ, NUMBER: xx-xx-xx>: COUNTY: UN I ON
th OF SYSTEM: MONITORING WELL #1
0 OF SAMPLEt ) (1,80UTINE; 2=REPLAT;3-REPOACeMENT; 4mPLAN APPROVAL; 5xOTHER)
LLECTED ON; DATE: 11/19/9) fMM/DD/Yy) TIME: 2;',i3 PM CHH:MM XM)
Q ION WHERE COLLECTED: MONITORING WELL #1
CATION TYPEi 110ENTRY TAP; 2=8ENERAL TAP; 0END TAP; 4=SDURCE/INTAKE; 5=0THER1
0,ION CODE: COLLECTED HY; 6088Y PARKER
R PP AT SAMPLE. PCP' REPLACEMENT SAMPLE:
if VIOUS POSITIVE LOCATION CODE! --- ORIGINAL SAMPLE TYPE: (I=ROUTINE;
PC-ITIVE COLLECTION DATE: 2=REPEAT ; 3-PLAN APPROVAL ;4vOTHE
R)
TIME: a M CRIMINAL COLLECTION DATE:
PRUXIMiTY: l(I-SAME; 2-UPSTREAM; TIME: MM
3aDOWNSTREAM)
IL RESULTS TO: TYPE OF SUPPLY! - COMMUNITY
- NON -COMMUNITY ADJACENT
7-WN OF MARSHVILLE - PRIVATE
ROUTE 04t BOX 136 TYPE OF TREATMENT: CHLORINATED
RSHVILLE, NC 28103 NON -CHLORINATED
FREE CHLORINE RESIDUAL:
COMBINED CHLORINE RESIDUAI-1
RESULT INVALID CODES
4TAMINANT METHOD PRESENT ABSENT INVALID I=CONFLUENT GROWTH/NO COLIFOR
M
ty COLIFORM 303 x Z=TNVC/NO COLIFORM
Q JR, COLI 21 4 x 3kTURBID CULTURE/NO COLIFORM
AROTROPHIC PC /IML 4=OVER 48 HOURS OLD
number 5=IMPROPER SAMPLE OR ANALYSIS
I REPEAT SAMPLES REQUIRED I REPLACEMENT SAMPLE REqUIRLD
I kNALYSIS BEGUN: 1i/19/91 TIME ANALYSIS BEGUN: 5 ; 0 0 PP"l
T ANALYSIS COMPLETED! 11/21/91 TIME ANALY81S C TPLETED: 5!00 PM
!QATORY REFERENCK NO.: 91KB840-1360 CEPTIPIRO 8Yj -ZL'
--107 ---------------------------------------------------------------------------

B� A, W, LABORATORIES, INCORPORATECG
4424 TAG ART 'CREEK ROADi SUITE 10'15
CHARLOTTE, N, c28208
[phone]
BACTERIOL-OGICAL ANALYSIS
IDO37702,
f SYSTEM IJ), NUMBER: X x -- x x - yx x, COUNTY' Ut,,l I ON
,4E. OF SYST'EM; MONITORING WELL
')F S (I -ROUTINE; AMPL.E� 2=RCPEAT; 3-REPLACEMENT' 4=PLAN APPROVAL; DTHER)
%.tfCTED ON: OAT llfl��/9i (MMIDD I yy TIME: 2, 54 PM (HH. MM XM)
WHERE COLLECTED. MONITORING WELL #Z
�lttFNTRY I 5-C)THER)
,V ICI I YPE� �rAP� Z=6ENERAL TAP; 3�,END TAP; 4=S01JRCE/INTAKE'�
3ATION CODE: COLLECTED BY: B088Y PARKER
i EPEAT ISAMPLE,, FOR REPLACEMENT SAMPLE:
��REVIOUS POSITIVE LOCATION CODE' ORIGINAL SAMPLE T `PE 4 1 (I -ROUTINE;
2-REPEAT=PLAN APPROVAL ;4-OTHER)
�P( ITIVE COLLECTION DATE,
TIME', a M ORIGINAL COLLECTION DATE!
PPr)XTMITY,. tI-SAME; 2�4,UPSTREAM; TIME: M
3=DOWNSTREAM)
U. RESULTS TO: TYPE OF SUPPLY; COMMUNITY NTNC
NON -COMMUNITY AD,ACENT
PRIVATE
TOWN OF MARSHVILLE
I LITE #4, BOX 136 TYPE OF TREATMENT: CHLORINATED
I RSHVILLE, NC 28103 NON --CHLORIMATES}
FREE CHLORINE RESIDUAL 1__________,
LEPHONE -------- COMBINED CHLORINE RESIDUAL:__
RESULT INVALID CODES
N MI ANT METHOD PRESENT ABSENT INVALID lrCONFLUENT GROWTH/NO COLIFORM
TnCOLIFORM 303 x Z=TNTC/NO COLIFORM
CAI,/E� COLI 314 x 3=1URSID CULTURE/NO COL IFORM
T 1TROD HIC PC /ML 4=OVER 0 HOURS OLD
nomber 5nIMPROPER SAMPLE OR ANALYSIS
REPEAT SAMPLES REQUIRED REPLACEMENT SAMPLE REQUIRED
TE ANALYSIS BEGUN: 11/19/91 TIME At,,'ALYSIS BEGUN' 5 : 00 f"M
E"TED, 11/?1/91
ANALY'SIS COMPL TIME ANALYI.,AS CC
IRA TRY REFERENCE NO, 91f"3847b- 1 360 CERTIFIEO BY--
ILNTS
MPLETED : 500 PM
- - - - - - - - - -- - - - - - - - - -

44ZA TACCART CREED`
ROAD SUITE 105
CHARLOTTE, W.
C, 20�08
(704093-2930
EACTQR 10L_C I CAL ANAL. Y 951 E
i'()RAT0RY I C '; -37 7 0
L 5 y c'I'E. m Lt . N U M H E, R
COUNI Y : UNION
,iE OF SYSTEM UPSTREAM
DP 1�AMPLE t (I=ROUTINE 2--REPEAT;
,tREPLACEMENT 4=PLA 1 AFPRO ALi t-CTHER)
0 ONDATE' 11 /1 /1 (MM `L1L1/`s' )i
TIME s� : FM (� l-,.1. M f��1
. AT I Ct� WHERE C 0 L L E C"f E UPSTREAM
h6 $ 1 a C `` ?P=1_.€
'� =_€.iFCLRtA a'=C F1F
- -I N CODE: COLLECTED Y BOBBY PARKER
x` mEPEAT SAMPLE
FOR REPLACEMENT SAMPLE
PPCVIOUE POSITIVE LOCATION CODE �
RIGINAI- A�m" LE TYPE; i 1 RUi+INEI
,q
K-IT IVE COLLECTION DATE:
TIME M
ORIGINAL COLLECTION DATE!
„ ,�
f IMItTI ( 1 t1- AM # 2=UPSTREAMt
FINE.; _µ�m
.3` DOWNSTREAM
It RESULTS TO,
TYPE OF SUPPk...' Y. _COMMUNITY� NTNC
�
,;.. NON -COMMUNITY ADJACENT
PRIVATE
"` N OF MAR HVILwLE
I LATE #41 BOX 136
TYPE CE TREATMENT: - CHL-O I ATED
t,,F'i H I L.LE }.. NC ' 1 as.fit
— NON -CHLORINATED
FREE CHLORINE
LEPHCI E NO.:(--) _
COMBINED CHLORINE RESIDUA(-: ---—
RESUL..T
INVALID CODES
MINANT METHOD PRESENT ABSENT I AI- C 1-CO FLUENT GROWTH/NO COLIFORM
TAL ECLI ORM,303
"I` TC/NC C L_IFOR
E , COL I 314 ?
�y
TURBID CULTURE/NO COL I FCC M
C 0TRO H I PC 1 ML.
O HoVRS OLD
ntlm Qr
5=IMPROPER; SAMPLE OR ANALYSIS
_
�
F€�EAi A1FL..E,� CI":�
� �
� PEPLA' MELT SAMPLE REQUIRED
JP ANALYSIS BEGUN: 1 1/ 1 /9 1
TIME ANALA`gip I P BEGUN: 5"00 PM
T ANALYSIS COMPLETED® 111,2119)
TIME ANALYSIS MrL_ETED' t5:00 PM
8 4ATOFF?Y
CERTIFIED
AFT-ERENCE 0,; IF3 4 r---1�400

0, A. W, LABORATORIES, INCOReQRAT
4424 TAGGART (F I' ROADt SUITE I
CHARLOTTE, N. C06
BACTERIOLOGICAL ANALYSIS
,hr-RATORY 10#: �T
VILR SYSTEm 1,0, NUM9ER. x
COUNTY
kt OF SYSTEM: DOWNSTREAM
'PE OF LA M P L, E . ( ) (I=Rou-rINE'j 2-RFPLAT,' 3-REPLACEMENT-1
--' C T 17 0 0 N '. DATE' 11/19/9) (mm/r)D'(Yy) TIME, 2156
rJO' WHERE COLLECTED, DOWNS5TREAM
CATION TYPE: ()-vFNTRY TAP; 2=GENERAL TAP=END TAP;
C rION c-cCIF : COLLECTED BY: BOBBY P,
R REPEAT SAMPLE: FOR REPLACEME!
P "VIOUS POSITIVE LOCATION CODE; ORIGINAL SAl
081TIVE COLLECTION DATE.- 2mREPEAT
TIME: M ORIGINAL CO`
�XIMITYI' (I -SAME; =UPSTREAM;
3=DOWNSTREAM)
RESULTS TO; TYPE OF SUPPLY*
IWN OF MARSHVILLE
kQUTE #4s BOX 136 TYPE OF TREATMENI
MARSHVILLEs NC 28103
FREE C
'ELEPHDNE
COMBINED
RESULT INVA'
'AMINANT METHOD PRESENT ABSENT INVAL10
COLIFORM �03 x
/E. COLI 4 x
ROTROPHI C PC /ML 3=TUI
riumbey 4=0Vi
S=Imf
REPEAT SAMPLES REQUIRED t RLPLACE�
�NALY,SIS BE(3u6,4 > 11/19/91 TIME AN,,
ANALYSIS COMPLETED: 1111>1791 TIME ANALYS,
—ATORY REFERENCE NO, 91K'9847d­ 1 '16C) CERTIFIED BYl'
4TS:
APPROVAL; 5-OTHER"
S I OURCE/iNTAKE'l 5#OTHER)
ER
SAMPLE:
E TYPE: (11cROLIT INE1
PLAN ArPRO VAL,4=0THER)
CTION DATE;
TIME'! FM
OMMUNITY — NTNQ
ON —COMMUNITY — ADJADENT
RIVATE
— CHLORINATED
— NON —CHLORINATED
NE RC-SIDUAL :
ORINE RESIDUAL:
CODES
ENT GROWTH/NO COLIFORM
0 COLIFORM
CULTUREO COL IFORM
HOURS OLD
ER SAMPLOR ANALYSIS
SAMPLE REQUIRED
IS BEGUN: 5:00 PM
�' L E TEL D '. 5;00 PM

Yl
x
,��no !?�-
January 7, 199
MsChris IDe of l er
N. C. Division of Environmental Management
Mooresville Regional Office
919 North Main Street
Mooresville, NC 28115
Rea Town of Marshville
Lagoon Monitoring wells
Dear Chris
The test results from the second sampling have
copy is enclosed alone with a copy of the first
very much appreciate your call yesterday and I s
with Hugh Montgomery at a Town Council meeting l
The fecal c lifornn and total dissolved solids lE
the second sample; The COD was also lower hn:7
percentage.
I have recommended that the Town delay the next,
have had an opportunity to review these latesi
recommendations on any other tests you feel are
e sincerely appreciate your continued cooperat;
to hearing from you.
Very truly ours
Dale C. Steuart, P. E.
E)C mn
Enclosure
cc: Hugh Montgomery
Charlotte, NC 2820
704,376,7777
n received arnd.
mple results. I
-ed your comments
night.
Is were lower i
by only a small
'npling until you
esul is and make
ro riate.
and look forward

REFERENCE NC.:
211;
T E C zw•« t f '«gym 2'
°"A
,: "
+� w
� 9
:. w ..« �' a
.:
,-1 �. .... .. «.° .,,
r +
ATTENTION:
r Eu" i.rR `vo r+ : Parker
SAMPLE 10ENTIFICATICDAI:
Sample
''' E
x « �,� n 6 �.. i Ann °�
�'"F
F .. m
i�
Sample
Sample
#4:
Downstream
of lagoons
ANALYSIS:
sam«x: ..,
r
Ammonia rLd'
e
3 1 P
• �.
0 a
a
E ,. w. . ...
g a
r n ..� x
,.a
Total f n e
Carton,
w
42.00
c :
Total . D 5 s s m+ . o
e '.�i'
;..F, .
201ids,
R
%.
u�
99 492
143
2amand, mgll_
e
sw m, t w.
,P o ,..,. .. g
,
copp,.. :
.. 4
_ 41 51 _,
9-11

8, A. W. LABORATORIES, I N R R RA "E
4424 9,A GART CREEK ROAD, SUITE 11-;5'
CHARLOTTE a N. C. 29208
(704) ;399--9996
December 5s 1991
REFERENCE E NO.; 9IK3847-1360
LATE RECEIVER: N VE BER 19, 1991
CLIENT:
TOWN OF 14A SHV I LLB
ROUTE 4, BOX 196'
1 AR HVILLE, 1C 28103
ATTENTION: BOBBY PARKER
AMPLE IDENTIFICATION:
SAMPLE 1 MONITORING WELL #1
SAMPLE 9: MONITORING WELL
AMPLE 9. UPSTREAM
SAMPLE 4 : DOWNSTREAM
ANALYSIS:
METHOD BATE
SAMPLE 1 2 3 4 CODES COMPLETED
CADMIUM, mg/ l 0.013 0 . 01 9` 0.014 9 , 91 9 213.1 1 03/91
CHLORIDE, mg/1 2.35 2.50 0.95 1.05 4 7A 1 1 /26/ 1
COO, mg "1 29.7` 6.6 25.4 38.1 503A 12/0 9°1
CHROMIUM, mgf l 0.039 0.037 0.035 9.I1 9 91 9. 1 1 /03/91
COPPER, g71 01010 0.010 0.010 0.010 220.1 12/03/91
NITRATE, mg/ l 7.9 0.08 0.35 0112i 353.3 1 /02 91
AMMONIA NITROGEN, mg/1 1 ci (1 1 350.2 11 /9/91
EEOAL. COL.IFOR
c 1 1 71 96 mls 499 209 9506 1900 a 09C 11 20/91
TOTAL D I OL.VE1
SOLIDS, mg/l 4177096 ''aE1 1 69 . 1 1 1 25/91
TOTAL ORGANIC
OARBONS, g_! 1 9,0 (1 . 6 1. 9 r. 9 41 . 1 1 9 94 P 91
PH VALUE, units 6. 1 9 6.94 7,06 7, 1 4 15 0. 1 1 1 /1 9/91
ANALYZED BY
E . A. W. LABORATORIES, INC.
N. C. CERTIFICATE N, 4
N. C. CERTIFICATE NO. 3 762
E.P.A. CERTIFICATE NO, 99696
S. k . 9ERTIFICA NO. 99004
D. A NE WILSON

re_rztla Carolina D vision of
axcrQtrrality
August 8 1991
M.1, AllW
TO Mike, Parker
Thrcra h' Cafla, Sandersertat,
Srrbjec:::t Speculative, WLA Results
Town of-,,ir°sl villc
Union County
After running a level B arral sis for the proposed erlischarg e, ail" ,
be riemssany to protect irastrearrr dissolved lved oxygen:
Srrzzaz-net 01 M 1 .f1 mg/1 1.0 Mg/1
Lea- ttfL.- 9. 1 (li: _ l (1-0l fi—:-....... .. ; ni r w
Mato that no expansion above 0,2 MGD will be allowed.
ltlr era h the stx-eater has a high flow on average,, it has a low S
(,-stlrnatedfrom raetarby US%S stations, The rratrrlel predicts the rrair ir-m
lie so close, to 5 mgfl that additional inform ation should be collected if t
application field data predicting higher bae .kgre trnd O: tl or lower i E
than those rrsed as defaults in the model malt resent in a denial of the i
In addition, 'l ecltnical Support has doubts about this discharge,
eravirortraaeritally shunt alternative, According to 15A NCAC 1-111.Cx:
asses meat should be raaatle by the acility which weighs different lisp
the- most enivirontraerrtally soi.1nd alt rna.tive was selected. 1 urthera ror .
Envir ntraerital. Policy Act, wi env iron n errtal assessment would be me
the dirm criteria for such an lrivcsti ation� it is publicly rinded; it irr a
'`fPI)ES petraait ; and it has the, potential for envirieannieratal effect traair
rreav dischartge which has a design flow % of the S7Q1O flo,,v of t.i'
s You pointed out in your memo these are not final limits, 1 °
yearn have any questiOar .
C:`ezrtral.Files
APPENDIX
ticatrrae tr t would
raag/l
mgf1
0 (0-56 cf l as
Ussealved oxygen t
own tuba its a 1` r'aaral,
;am dissolved oxyaen
the rratrt
an ctrgineer-ata
options and asstrr°e
reel on the State,
P. This facility rr ect s
a State action (Le,
n criteria defined as to
call Carla trr tea . i

Request if SpFc,
Facility gar e;Town. � f Mar hvill
* DES .:'.
Type f Waste: 5 9�l omestic/ 5% Industrial
Facility Status-, Proposed
Permit Staws: New
Receivina , tre.atrrt: Lanes ee
ubbasizt: 03071
county'Union (Discharge inAnson) S ta` and t b wig t�tl 6 C cStttrtatt d ff rra
Regional gional ff-ice; y°l(xii-esviile USG = 0212531010
Requestor Par ketr Teats: 91,
Date of Request, / tZ1 l % raiM c Aica ltati`) 9
TopoQuad: 1.I17NI Sunmaaer 7Q10 (,fs) 0.5
Winter ;'1Q10 (Cfs): lAverapc Flow
u
l,x" 1. .rya
Watsteload Allocation Sumrriaz�y
(approach taken, correspondence with region, FPA, stet.
This was ar speculative watste.loard allocation for th Town of Mairsh vill , 'I'lie town requested sted tltiS
analysis be. dont at 0.2 and 0.4 MGD. At 0A MGD the instreani dissolved d yen standard
would not be, protected. In fact, this facility could not expand al) e a flow of 0.2 MGD, Limits
would requixe tertiary treatment toxicity test would tw, required as Nvould a chlorine limit.
sensitivity analysis dune, while modeling reveled that a I mg/I increase in bae. flr r nd E ODu
would result in they Violation of the stream standard for dissolved oxygen,
Special Schedule l equirenitnts and additional comments from I evir."' rs:
r `
Rene>earramended by: : � _ � Date.
Reviewed by
TnstreatrnAssessment: fete
��.
Regional S uper visor: _ � � _ _ _ Date,:
.,
Permits & En gineer-in g.._:- T .. _ _ _...__®. � _. �� � _ Date,:_ _m.:

i
-a,
CONVE1 1C l
PAIZAINIETE
"
Rcc tillliet1w1 ,( -,iw t�
Monthly Average
e
Surntiaer Fitter
WQ or EL
h aste how ()MGD),-
0,2 0.
WQ
Residual Chlorine (l-tom).
28.0 28 O
'
tail & Grease (mg/l):
,'.
Tip (mg-, S @y
111011iLor monitor
T -lip
tmtttttcr tatetattr?I'
Type eel 'roxictty lrycst:
Chronic ccrtodta lrrtta pass/fail
. °
Recommended Lint
6%
a ,
Mcaritorinbg Schedule:
Qiiarte;rly
e e t!"tics 1t@ '
Daily Max, WQ or El
CSC (ingd);
Cw'atiUritr1,11 )r
Copper (ug/l) ,
Nickel ttg/l)
Lead (aag/l)
7-irtef ttg/l)
Cyanide, ug/ ):
l crc r1);
Silver ���1 .
Chlorine (gjl):
i
Pars letcr(s) are water quality limited, For some, laarar tcter.
tlIC in I'l diatc rec6ving water will be e:onsui cal<This may affect,
effluent linntati()tjs for tieitliticratal dischargers within this portion o
O
i
'NO Parameters rs are water quality limited, but this discharge
�...:.. �.�, �: .tea sr ,u z�'?�� 'f �'s:r,�"�4�'`�`,�i''�,•N . �.a�'w.. ,;'
available load capacity of
re. water quality based
tttcrshc,
affect future: allocations,

APPENDIX E
PRELIMINARY PROCESS BASIS
OF DESIGN
SECTION I
Treatment Process
1. Wastewater Flows
No. of Residents Served
2,169
Estimated Current Average Daily Flow
240,000 gpd
Estimated 2010 Average Daily Flow
500,000 gpd
Proposed Design Flow
500,000 qpd
II. Anticipated Wastewater Characteristics
Type Waste
Domestic
Parameters
BOD5
200-250 mg/l
TSS
250-300 mg
NH3-N
25 mg/1
COD
450-500 mg/l
Water Source
Anson County System
III. Proposed Treatment Limits
For Golf Course Irrigation
BODE
5 mg/1
TSS
5 mg/1
NH3-N
4 mg/l
Fecal Coliform,
< 1/100 ml
PH
6-9
For Irrigation to Dedicated Site
BOD5
15 mg'l
TSS
15 mg/1
NH3 _N
4 mg/l
Fecal Coliform
< 200/100 ml
PH
6-9
IV. Component Process Design Basis
1. Influent Screening
Type
Manual Bar -Screen
Bar Size and Spacing
1/211 Diameter X 111 Clear
Screening Area
24 Sq. Feet

2.
on
Flow Equalization
Type
Aerated, Variable Level
Volume
125,000 gallons
Basin
Lined, Earthen
Construction
Air supply
Two -Three Horsepower
Floating Aerators
Pumping _ Type
Submersible, on -Clog
- capacity
350 p each
- Drive size
7.5 Horsepower`
..
Biological Treatment
Type
Dual Power Multi. Cell
Aerated Lagoon
Volume
2,250,000 Gallon
Detention, Total
4.5 Days
Number of Cellsand Detention
(First t Cell 1.5 Days
Cells 2, 3, and 4,
I- Da
Air Supply`
Type
Floating Surface Aerators
Number & size Cell 1
4 @ 10 HP
Cell 2, 3, 4
1 @ 5 HP each Cell
Operating Depth
1 6 t,
.
Initial Disinfection
`hype
chlorination
on
Apparatus
Baal -Notch gas
chlorinator with
cylinder storage
Basin - Volume
Minimum ' 11,000 gallons
- Detention
Minimum 30 minutes
Average Daily 'l w
5
Effluent Filtration (To Golf' Course)
Type
Gravity Dual. Medial
Rated Capacity
5 , pd
Number
Two
Dimensions ea
Design Filtration Rate
0.97 g 's
Filter area - Total
180 s
Media Type
Gravel, Sand & Anthracite
Backwash
Automatic with stater
Pressure and Air Scour
Number of Pumps
Two
capacity
1325 gpm
Backwash Rate
15 ps'
Backwash Duration
15 Minutes
Backwash Volume
19,875 gallons
6.
Final Disinfection
Type
Ultra Violet
Number of Units
Two
Rated Capacity, Min.
250,000 gpd

7 . Fire Day Holding Pond (Non -Aerated)
Type
Flow Through Wet Pond
Fixed Leval
Construction
Earthen, Lined
Volume
1,250,000 gallon ;
8. Wet Weather Storage Ponds to
Type
Variable Level, Non -
Aerated
Construction
a:r h , Lined
Volume
, 000, 0 gallons
Storage @ Average Flow
30 days
. Irrigation Lump Station
Type
Concrete Wetwell/Dualized
Withdrawal
Pumps Number
Two for Course Pumping
Two or Dedicated Site
Pumping '
Type
Dine Shaft Turbine
Controls
Float and Timer/Automatic/
Adjustable

SECTION
II
2ZI��CLa
�oon _Caic�ulat�ions
ASSPESIGN CRITER
I UMTIONS/D"[A (REF:
DESIGN OF PM(', AERATED LAGOON
SYSTEMS BY LINVIL (,,. RICH)
a)
Design f low = 500,000 gpd=
1,887.5 m'/da-,1-,
b)
Average influent BON
250 111g/1
c)
Solids total suspended
= 50 mg/1
d)
Solids inert
133 mg/l
e)
Average air to r: t:ur:`
= 15' C
f)
Type waste
= Domestic
I!, DPMC POND CALCULATIONS
A,
Determine Retention Time
in Cell 1 of reatment 'Pond.
A A
U maximum specific growth rate U (I, i.o (T=
U 0 13.2/days for domestic
2
sewage
.*u 13.2/days (1,10)5-20
3.2/days
K'� + So
f —
minimum retention time
LIA S
0
f safety factor = 3
Ks saturation constant
(mg/1) = 1.20 for domestic waste
so inf I uent BODS 250
mg/l
A
u 3.2/days
120 + 250
3
1.39 days
E-13 E 1.5 DAYS

B Determine Retention Time in Second, This.,-
X - average biomass remaining r susperl
Growth yield for domestic waste
1r
1 ;W k,� )
(u/,,
1. .1 (1,5)
10( . / 20), (1.5)
(. , 0, )8
1.02 clay
USE 1 DAY
d Fourth Cells.
aye
/
,II -= / l
Mg/Mg

D
Determine Botltowt Area in Se,,cond, Third,
A i - F t Y Si
nL
F, Solids decay factor � 0.677 for "1` m� .,
LC Limiting biodegradable solids loacli
.677(l, 7.5)( ,5); 2
A, _ = 665.5
3(8
Determine Minimum Water Depth in S c on6
Cells:
(V/ ) t Q 1 (1 , 87.5
2 8 3 in
Ai 6 5�5
Determine Via i mu Sludge Depth in Second
cells:
565 QXl
Volume of annual sludgexn
3 6 5 1 7.)( 3 )
—, = 2290.7 m
0. (<16')
2290.7
S = = = 1..15 3.26
nAj 3 ( 665.5)
Check Cell Depth .h Assuming Cold Weathei
When lud Depth is only One Third th(
t Fourth Cells:
5 * C and f i. rst.
= 80 /m2
w: 7,1
rcl and Fourth
9.28 feet
Phird andFourth
�onditions Occur
a i:mum Depth:
10.5 teen.,

Determine Power Level in First CAP
RO 2 maximum 02 demand
6,24 X 105 Q50 = 6.24 X 10-5 (1,087.55)(250) 29.45 kg/h
2
3 RO 2 29.45
10 1000 8 31 whn'
For cel I I = 2,831-25 Power, reypAred 31-53 HP
4-10HP FAerators-]-
HDetermine Power Levels in Second Third and Fourth cells:
R K16 X 10 A i B == , 16 X 10 - 5 (665. 5 lit =4. 15 k g h
R 0 15
P 10 2 = 1000 1.73 kw/m
NV
For cell 2,3, & 4 = 1887.5 W Power required = 4-38 HP
se 1-5 HP Aerator
--------------
T< Select Pond Dimnsican
s
Total Volume 4.5 days at500,OOO gpd = 300,000 cf
a) Trial 1 Depth 10,5', side slopes 3:1.
165' at W L
102
240' at W. L. Total volume = 302,684 of
177 But bottom area is
unacceptable at 18,054 sf
I Z

Trial 2 Depth 9' Side Slopes
175, a a J'
12
Bottom area =23,716 s
Check Cella 2, 3, and
Set baffle wall spacing
175
CELL 1.
TYPICAL121 7.5' - 763,863 teal.
'BAFFLE
CCU, 5 s5° 504,495 gal,
11 1-
50.5' -104, 4' 5 gal
L
4 1 .5 50 , 0 1; gal.
ttDm area - cell 2 & 5 = 50.5 X 121 = 6110 Sf
Bottom are �� = 4 11 =4114 Sa-
Represents reasonable compromise of depth vs. bottom are
.*,Use 91 depth

APPENDIX
DESIGN CAE DPMC AERATED LAGOON SYSTEMS
R< LINVIL G. RICH
ALUMNI PROFESSOR E kER I TUB
ENVIRONMENTAL SYSTEMS ENGINEERING

F[CAL MOOEL FOR DUAL -POWER LEVEL, MOLT CELL ILAR (Or
Present wastewater treatment practice relies heavily on
mechanically -complex systems. Such systems may be optimal
wastewaters with medium to high discharge rates, or those
rrent requirements, However, for wastewaters 'with relative€
low -to -moderate concentrations of biodegradable organics, h
mechanically -complex systems may be less than optimal. The
terns, both capital and operational, and the requirement for
skills can limit their feasibility for such applications,
exists for reliable, low -maintenance, mechanically -simple
systems capable of producing effluents of acceptable qualit
properly designed met this need.
oual-power level, multicellular (OPM ) aerated lagoon she
although mechanically -simple, have complex configurations 1.
such a way as to make their design difficult and not aenii
applications of theoretical principles. However, sufficient
available in the literature to permit a rational developmer
ology based on approximations and reasonable assumptions s,
easy to use. It is to this end that the chapter- has been r
g PERFORMANCE HISTORY
The performance of aerated lagoon systems is generally
the total five-day, 'g biochemical oxygen demand (Iflg5) ,'
pended solids (TSS) discharged in the effluent. The tots`
of the soluble five-day, 0"5 biochemical oxygen demand an,
solids concentration in; the effluent,
Table I summarizes the performance of six aerated l agoo
the Piedmont region of South Carolina (Rich, I978). Each
an aeration cell followed by an unaerated polishing pond,
in systems constructed during the period from 1955 to I97=i
system was characterized by long retention thi s Either~
miscalculation both the aeration tells and the polishing p
retention times ranging, from one to as many as four weeks,
made of the relatively high level of suspended solids tour
Y
AERATED LAGOON
h- intenance,
the treatment of
special treat -
ow discharges and
-maintenance,
st of these sys-
9h lever operator
sequently, a deed
ewater treatment
,berated lagoons
ms discussed here
are operated in
to the precise
formation is now
f design method-
,hick is relatively
luated in terms of
d the total sus-
0 5 is a function
he total suspended
y s tems boated in
terry" consisted of
arrangement popular
Further -more, each
ough intention or
s operated with
h. Note should be
n the effluents

rABLE 1;
Aerated lagoon performance. (Effluent characteristics
expressed in milligrams per liter).
5 0 TV a 90% Is Number of
System 800 TSS 005 TSS samples
1 29 49 49 79 34
30 44 52 86 34
324 49 37 73 34
4 29 52 47 102 25
5 22 39 38 65 26
6 32 64 56 108 26
Avg ?8 so 47 86
a
Values exceeded in 501' of effluent samples.
b
Values exceeded in 10� of effluent samples,
from r-hese systems, Fifty percent of tne time, the TSS ranged from 39 to 64
mg/L, and in one out of ten samples from each of two svl;terS 'the TSS exceeded
100 mg/I..
High suspended solids concentrations contribute also to higher biochemical
oxygen demands. From the same study (Rich, 1978) , the average correlation
between effluent 8005 and effluent TSS was found to be
BOO 13.0 + 0.31 TSS
Equation I suggests that, on an average, the 800 5 contrIbuted by the suspended
so] ids at least equals that in a soluble form.
High effluent Suspended solids measured during the s--udy was the result of
excessive algal growth both in the aeration cells and in the polishing ponds.
during a period of dry weather over which no apparent c-rianges 1 n algal species
occurred, the correlation between the total Suspended solids and chlorophyll a
concentrations in the effluents of four cells aerated a-. over levels of about
L W/m 3 was found to be (White Rich, 1976)
TSS = 21.3 - 143 chlorophyll a (2)
with a correlation coefficient of 0.89. Equation 2 suolgests that if algae had
not been present, the TSS on an average, would not have exceeded 22 mg/t.
in summary, 1) algal growth can, and does, increase kuspended solids in efflLJ-
ents from aerated lagoon systems, 2) increases in effluont suspended solids will
increase the total effluent BOO 51 and 3) in the absence of algal cells, an aver-
age effluent suspended solids concentration significantly below 30 mg/t can be

149
achieved_ it is apparent, therefore, that the objectives in aerated lago n
design should be 1) the reduction of soluble BOO to a relatively low level`,
and 1 the suppression of algal growth
3 SllL UBL.r BOO l EW)V t
3,1 S Learty- t„ate model
For present purposes, two types of aerated lagoons are iefinedr Lagoons if,
wnIch the settleable solids are maintained in suspension will be referred to
here as being com letely suspended. Those in which few, i'q any, of the settle -
Able suspended solids are maintained in suspension will be referred to as bring
partially suspended.
It has been shown that the combination of a completely -suspended cell fol
] wed by one or more partially -suspended cells theoretic.ai ay requires less
lagoon volume to achieve a given soluble SOD concentration in the system s
effluent than does a single fell of either type (Kormaa ik, 197 ; Fikhe;, 197 ;
Rich a White, 1477)_ Such a system, called a dual -power ly? el, multicellular
(OPMC) aerated lagoon system, is shown as a ,flow diagram in fig. 1,
L?J_
COMPLETELY PARTIALLY- SUSPENDED CELL
SUSPENDED (Power bevel - l to ' ral
CELL
(Powisr Level t 6W/ml)
Fig, 1, grual-power• level, multicellular aerated lagoon system:
relationship,, between the hydraulic retention times in the first (completely -
suspended) cell and in the following (partially -suspended) dells to yield a
given soluble 05 in the system effluent has been developed From steady-state
mass balances of BOD5 across each cell in the system (Ric.:, lgg c),
1 a k d(V/Q)1 1/n
(a7 )(�'r) I
e (-lr
WYK S )X a
where ilk/ ) hydraulic retention time .n each of the partially-susperrdeaa
cells i}, (y7Q) = hydraulic retention time in the completely -suspended cell
(d); n number of equal -sized„ partially -suspended cells in series; i = maxi-

150
mum specitic growth rate (d K S W saturation constan�, (mg/t); Y - growth
yield-, kt, specific decay rate (d_ Se ® soluble BC)0,_, in system effluent
(ma/f'); "(a average biomass concentration remaining in suspension in
partial ly-suspended 'Cel Is (mg/0-
For comparison purposes, Eq. 3 has been solved for four different systems
using a typical set of values for the equation paramete-S, and variables. The
comparison is illustrated in Fig. 2 where the total hydraulic retention time in
NUMBER or
PARTIALLY -
SUSPENOED
CELLS:
4
5 COEFFICIENT VALUES.'
PL = 2 day kd OJ2 dGY
K, -M mqlt stziomq/4
Y -0.5
0
(V/Q)l ffiDAYS
Fig. L Total retention time in dual -power level, mul tiCel lular lagoon system
as a function of retention time in the first (completely -mixed) cell.
each system is plotted as a function of the retention time in the first
(completely -suspended) cell,. The systems differ in the number Of partially -
suspended cells. It is to be noted that the total hydraulic retention time
required to achieve the objective of 10 mg/t of soluble 80D 5 in the effluent
from the last cell is less for tho-ie systems with the larger number of partially -
suspended cells. Furthermore, by using a larger number of partial ly-uspended
yells, the total retention time required in the system is less sensitive to the
retention time provided for in the first cell,, especi-,Ily for Values of the
latter exceeding one day.
The advantages cited above are enhanced even more by further increase in
cell number. However, greatest enhancement is realized as the number of
partially -suspended cells is increased from one to four.

151
+_S Parameter estimation
In system design, two factors should be considered relative to the hydraulic
retention tip in the camp letely_su^lpende-d cell. Power requirements in this
cell may be many, times (on a unit volume basis) Chase in the partially
suspended cells. Consequently, longer retention times in the former result in
higher power costs. On the other hind, if the hydraulic rett,ntion tine in the
corn letely-sus ended cell iS too short, washout of bacterial biomass may occur,
resulting in process failure. 4s a design limit, the rnininium retention time
can be csicul,ated with an expression which avoids washout by a safety factor
(Rich, 1982c).
i f �t
(V7)1 as 0 (a)
where Sri = average 'total BOO of the influent wastewater (rrr lt).
The value of the washout safety factor, f, that should be used depends upon
the level of risk that the desTgnerA wishes to assume. From infearmation avail-
able, it appears that f should be at. least 3 (Lawrence & McCarty, 19M).
The use of Eqs. 3 and 4 requires a knowledge of the values of the kinetic
coefficients - Y, u, and kS, Procedures are available for; their determination
(Sundstrom & Klei, 1979;Benefield`& Randall, 1980). Valuer, for four different
types of wastewater are listed in Table 2. The value of th,,>'specific decay
rate, kd, appears to be relatively' independent of the wastewater being treated
(Rich, 1982a). Furthermore, the value of (V/ )i calculated with Fib. 3 is rela-
tively insensitive to the value of kd used in the calculation. For these rea-
sons, it is suggested that a value of kd equal to ti. S d-1 'it cfl°C: can be used
for determining the value of the variable in Eq. 3.
TABLE a
Biological parameters for several types, of wastewater.
"0, K s
d, Y ,
� r g/t mg/m9 Reference
00st i c sewage 13.-2 120 0.5 (Jorden et a l . , '1971
Pork process nq * 17 A 107 Ol 56 (Fleming, personal
communication, 19l3U
Shrimp processing 18.5 85.5 MG (horn & Pohland 1973
Soybean. 12.0 355 0.74 (Jorden et al,., 1971)
ter pre rmarrary anaero ic` treatment
Temperature will influence the values of and ,kd. Such influence can be
expressed quantitatively by (Bartsch Randall, 1 71)

(120 (1.10) T-110
arid (Randall -t al_ 1975)
k d20 (1.05)
where T = temperature, "C.
At temperatures greater than 20'OC, values of k d do not appear
significantly from that at 20'*C (Randall et al. 1.97S'j.
The average biomass concentration remaining in suspension
suspended cells, X,, is tyre",
most difficult variable in Eq.
most temperatures, , configurations, and sizes that would normi
in the design of an lagoon system to treat a domestic wastew,`
estimated that the value of Xa will vary from 7 to 9 trg/t (R,
ever, in spite of the key role that Xa plays in Eq. 3, the 'Lc
effluent will be relatively insensitive to the particular Cor
A group of researchers (Eckenfelder et al., 1972) report the
(BOO S)t(BOO 5 ) S + 0.84 X a
where (800 5)t and (BOD 5 ) s are the effluent total and solubh�
A plot of Eq. 7 is presented in Fig. 3 for a specific cell ­'
a specific set Of typical parameter values- Although one r--i,
ity of Eq. 7, one cannot deny the trade-off occurring betwe-
and the biomass concentration in the determination of the eF
0,64 X,
20
0
to
0
49 16 ZO 24
Mq/t
Fig. 3. Sensitivity of total effluent BOOS to change in bio
d i f f e r
the partially-
?valuate. For
be encountered
it has been
1982c). Rio w-
800 5 in the
oration selected.
ationship
respectively,
combination and
uestion the valid -
he soluble 800 5
ent total SODS'
;s concentration,

Est' .ati, no emoeratures
The use of Eq., 3 depends upon an estimate of the water term
CsIculation of J and k d' Relationships are available with wh,
temperaturles during the coldest period of the year can be est,
knowledge o;' the appropriate values of the surface heat exchar
and the equilibrium temperature (Rich, 1976).
In a multicellular lagoon system with a series configurati<
ture will vary from cell to cell. Precise determination of t
in each cell requires an iterative approach, which is time co,
most cases, not justifiable considering the error introduced
generalized values of the surface heat exchange coefficient a
temperature. A shorter but less precise approach is to cons-,
system, as consisting of a single cell, and to assume the wate
be 'C above the ambient air temperature during the coldest r°
or 2'C, whichever is the maximum, Most of the temperature dr
the first cell where both the difference between the ambient
water temperature, and the turbulence are the greatest- S i nc,
time in this cell will be relatively short (less than 2 or _3
most of the 800 5 removal will take place there, it appears r�
an overall, effective wastewater temperature of a few degree,,.,,
ambient.
3.4 Model serfs itiv t,
Using a typical set of parameter values, Eq. 3 was solved
effluent 6005 of 10 mg/Z. Subsequently, using the same retryi
and (V/Q)l j, a series of solutions were made, in each of whicl
single variable was changed from the value used in the initin
.his way, the consequence of using incorrect parameter value
effluent BOO 5 predicted by the model could be estimated.
Fiqs. 4 and 5 illustrate the results of the analysis. 7, 1
found therein relate the effluent soluble BOO 5 to different
titers normalized to the values used in the initial solution.
800 5 is shown to be relatively insensitive to changes in tht-_
biological parameters, Y and k d* but quite sensitive to char
From Fig. 5 it is seen that changes in the values of � a a n C,
moderate changes in the effluent soluble BOO
4 FACTORS INFLUENCING ALGAL GROWTH
4.1 C'ontribution to effluent suspended solids
Because the sedimentation rates of many species of algae
frequently a major component of the suspended solids in an i
ture for the
aerated lanoon
Ph from a
coefficient
water tempers-
!raturp levels
wing, and in
Issuming
-.he equ i I i bri um
the entire
mperature to
of the year,
�ill occur in
and the waste-
ie retention
and since
cable to assume
)ve the
r a soluble
an times, (V/Q)l
he value of a
solution. In
n the soluble
amities of curves
ues of the param-
ffluent soluble
lues, of the
in (I and KS"
-esult in only
e low, algae are
uteri lagoon efflu-

154
3000,-
KS
?-OooL
0 Y
1500-
Z
ul kd
5.00L- ----------- I_ I _--J
025 0,50 075 I00 125 1,50 1,75 200
NORMALIZED PARAMETER VALUE
Fig, 4. Influence of biologic parameters on effluent solob
d; (V/Q) j= 1.1 d; n=3; T=S'C; X,=8 mg/.t*, 5 2C 13.0 d-11 k d2C
K =120 mg1t].
3 oOOr'
2000
0
-T
5,0
Z
10.00
Uj
025 050 0,75 100 125 150 1,75 2,00
NORMALIZED PARAMETER VA-LUE
Fig. 5, Influence of design parameters on effluent I solubi
K'S=120 mg/tj.
ent. Consequently, the fraction of suspended solids that
be controlled by creating conditions that will minimize
All features that can be applied to a system design to li
algae, co,ntribute significantly to the reduction of both
their biochemical oxygen demand.
- 1
I d ; Y=O. S;
nonsettleable can
growth of algae.
the growth of
pended solidl and

4, 2 Cell eE th
night is a major factor in the growth of dalgoes 1f signil
biriity is ;present in the lagoon system, growth wi i l be l imit_e
important, Light isabsorbed exponentially through the water
given hydraulic retention time, an increase in lagoon death
decrease in surface area, thereby significantly reducing the
unit > volume of lagoon cell.
r3 Aerafpr--powi'r" inter-1 t+
Algal concentrations are often correlated with chlorophyll
Figure b 'illustrates the influence that aeration power intent,
cKorophyll a concentration and, hence, the algal biomass c,,;n
points on the figure are averages of measurements shade in si,
lagoon cells treating domestic wastewaters (Rich, 1973). fry;:
is seen that at aerator power 'intensities of 6-6 w/m3 the mi P;
thus, the; suspenders -material, in a lagoon is sufficient to s;
of algae.
0.Mt
a
01 i
OJOO
ct
<a
y.t?
POWER LEVEL, Jrrr
Fig. 6, lean values of chlorophyll a concentrations in efflu
cells as a function of aerator -power input-
4 , 4 illy.ylic reteaatirara tip'
Figure 7 illustrates the influence of hydraul`ac retention
suspended solids from two polishing pond systems, each rdcei v
ent,from an activated sludge plant treating a.;domestic wastew
than Research Laboratory, 1973). One system consisted of a s
other, four cells in series, At Natal retention times less s
151
nt color or t r-
De th is also
l umh . For r a
result in a
ht irrmput per
measurements,
has on the mean
tration. Data
eraCing aerated
hes;e points, it
intensity tensity and
ess the growth
from aeration
on the eff lure- t
secondary efflu-
(later ptallu-
e cell and the
two and a half

156
days, the onnual mean concentrations of suspended solif
both systems decreased as the result of flocculation a�
the ponds, Sqyond two and a half days, the concentrat-,
both systems increase, such increase being the result
0s 4 5 6
tonal rt!hrtnhon bm,�,, days
Fig7. Influence of multicellular configuration on ef"I
of polishing ponds.
4,5 MUI ticel lular conf i ura ions
Figure 7 also illustrates the influence of muiticel'
algal suppression, Beyond two and a half days the susl
Lions in the effluents of both systems increase. Hoare�
for the system consisting of four cells in series, no
for total retention times as long as four to five days
Although other factors may also be involved, the di
formances of the two systems can be explained in terms
ideal system. Fig. 8 compares the residence time dirt)
system, completely, mixed and with cells of equal size,
Only 6,2 percent of the effluent from the three -cell
time greater than twice the average retention time, as
for the single -cell system. For a four -cell system, d
For the range of growth rates to be expected in a natu
ences in these percentaijes are significant in suppres,j
(Rich, 1983b).
n the effluents from
edimentation within
in the effluents of
1gal growth,
t suspended solids
ar configurations on
ded solids concentra-
I it is observed that
nificant growth occurs
rence between the per -
the hydraulics of an
ution of a three -cell
that of a single sell.
eta has a retention
mpared with 13.5 perCent
percent drops to 4.2.
system, the differ -
the growth of algae

oa
Uj r°
n.
PERCENT of EFFLUENT WITH
RETENTION TIME > a
u�
Uj
X
E t
NORMALIZED RETENTION TIME, a
Fig. 8Residence time distribution curves for completely-rnix
series;..
g SOLIDS STABILIZATION
The partially -suspended cells should have a bottom area sir
date the benthal stabilization of the biodegradable fraction
settle in the cells. In small cells, sludge accumulations fin
than one year will occupy relatively large fractions of the t,
and; hence, will influence significantly the hydraulic resent
quently, solids removal on an annual basis is desirable. To',
the biodegradable solids are carried over; from one annual', cyc
the loading rate of such solids should not exceed the rate at
can be expected to be stabilized over the annual cycle. Bass
eration, the bottom -area required for each cell crust be at le
(Rich, igc
F IQ Y So
n
c
where A bottom area of each partially -suspended cell (m ;
wastewater through the system m /d)l 1_c = limiting biodegr d
loadingy
�g�m d); FI = solids decay factor.
The solids decay factor, Fl is a 'function of the hydraulic
the first (completely- suspended) cell and the annual average
wastewater in the lagoon system, The latter can be aSSUMed M
Average annual air temperature. Values of the decay factor Cµ
from Table d (Rich,01480
E.
tittle information is available on the rates at which biodi
are decomposed under conditions in which the solids are contii
157 ,
tanks in
clent to accommo-
the solids that
eriods longer
I cell volume
time. bonase
Eyre: that few of
to the next,
ich the solids
n this nsid-
equal to
t
flow rate of
solid
terrion tirnwe in
nerature of the
e e_r ua i to the
he obtained
a dale l e solids
Ily being added

TABLE 3
Solids decay factors
T, `C
WQ)il da Y s to 15 20
1'0 0.812 0.772 0,727 0.676
1-5 0.774 0.728 O677 0,621
2.0 0,743 0,693 0,639 0.581
2.5 0-717 0.666 0.609 0.549
3-0 0,695 0.641 0.533 0.523
to the deposit. From that which is available it appears
regions, even for loadings of biodegradable solids as hi
expect complete destruction of such solids over an annu,,
1980)For design purposes, one can set Lc in Eq. 8 to
6 SLUOGE ACCUMULATION
If no biodegradable solids are to be carried over fry
the next, sludge accumulation will be a function primai—
,able fraction. The volume of the annual accumulation 01
with (Rich, 1980).
365 Q X i
X 0
where V = volume (m 3); X = inert component of the cast
concentration (mg1t); x weight fraction of solids in
3
dens ty = 106 9/111
The concentration of inert suspended solids in the i
will consist of the inorganic and the nonbiod,-gradable
solids. This concentration can be estimated by aeratir,
batch mode for a period of 30 days in the dark (to pre`:
room temperature, The term X i is assumed to be equal
solids remaining.
The weight fraction of solids, x. in a sludge forme(
lagoon cell can be expected to be about 4 percent (Sal.
Rich et al., 19801.
at in temperate
as 80 g/m 2d, one can
Ycle (Rich et dl—
s value.
one, annual cycle to
of the nonbiodegrad-
udge can be estimated
(9)
ter suspended solids
d9e; p = water —
cent wastewater, Xi,
able suspended
he wastewater in a
algal growth) and at
,he concentration of
the bottom of a
& Sperber, 1975;

7 AERATOR -POWER LEVELS
7.1 COMDlete solids suspension
Power levels required to maintain a given turbulence
sign of settleable solids, or both, are a function of sevel"
tration of suspension, lagoon size and geometry, and the tyi
used. Because of the high degree of equipment specificity
manufacturers' recommenda t ions should be sought, In practr,
use generalized relationships, based on experience, to make
of power requirements early in the design activity. One s rr,
low -speed, mechanical surface aerators to maintain all sett
pension as (Associated Water and Air Resources, personal cc,
when X <2000 mg/t.
The suspended solids concentration in an aerated lagoon
are maintained in suspension will equal the influent suspen(
concentration plus the concentration of the suspended solid,
System minus the concentration of the influent suspended soll
degraded. For domestic wastewaters, the suspended solids C",
occasionally be as high as 200 mg/t (Rich, 1978). Solving
yields a power level of 5.8, W/m3 , a value close to that (6
reported in the literature for low -speed, mechanical aerator
experimental but full-scale lagoon cell (Fleckseder Malin
7.2 Threshold for solids suspension
Figure 9 is a plot of suspended solids concentration as
power level. The data were obtained from a full-scale, lag,
a variable speed, surface aerator and operated at a retentic
for algal growth to occur (Fleckseder & Ala lina, 1970). The
that above a certain minimum suspended solids concentration
by the nonsettTeable fraction, the suspended solids conCentr
maintained in suspension increases linearly with aerator -pc,,,
growth had been suppressed and the concentration of the none;
had been 22 fng/t (as predicted by Eq. 2), then a straight 1,.'
she points that establish the linearity extrapolates to a va
Therefore, it appears that in the absence of algae the three
for settleabTe solids suspension is about 2 W/m3 . This vale
results from a field study (National Council of the Paper In
Stream Improvement, 1971).
King, the suspen-
Cactors - concen-
)f aeration system
)lved, equipment
however, engineers
}liminary es - , imates
-elationship for
)le, solids in sus-
lication, 1976)
(10)
ihich all solids
solids
-oduced in the
; that have been
!ntration wi 11
LO for X = 200,
) which is
n an
notion of aerator -
cell fitted with
ime long enough
a points indicate
mg/t) established
on that can be
level. If algal
leable solids
drawn through
3
of about 2 W/m
d power level
s supported by
try for Air and

160
140-
�20
80
z
60 -00-
00
40
Ud
tu 20
nn
0 1 C 3 4
POWER LEVEL. Wlm3
Fig. 9. Suspended solids concentration as -a function of
7.3 0x en re(uirements
For design, the maximum oxygen demand in the first (co,
cell can be estimated with (Rich, 1982c)
R 0 2 � 6.24 x 10-5 Q so
where R 0 maximum oxygen demand (kg/h); Q = wastewater
average influent BOO 5 (mg/0
Equation 11 includes a safety factor of I-S as a safey
periods when influent conditions vary from the average.
The maximum oxygen demand exerted in the water column
cell as the result of residual 005 in the effluent of th
be expected to occur in the winter, whereas that exerted
would occur during the summer. For typical conditions, t
exerted by the bottom deposit is significantly larger tha
demand. A convenient approach to specifying aeration equ
tially-suspended cells is to base it on the maximum depos
during sunr conditions, a time when the other demand is
can be estimated with (Rich, t982c)
R 0 4.16 x 10--5 A B
etely-suspended)
ra to (M 3 /d) ; S 0 m
J during those
I partially -suspended
-ecedinet; cell would
the bottom deposit
mximum demand
ie water column
ant for the par-
lemand occurring
1 i Ma Such demand
(12)

161
where A = bottom area of each partially -suspended cell (m2k
;bottom dep si t oxygen demand (q/nlpd)
In temperate regions, values of the maximum bottom deposit
expected to reach 150 gt°m d (Rich, et al , , 1980-
Those biodegradable solids that do not decompose in such a
<:,n oxygen demand can be expected to be converted to methane tk
decomposition, Temperature permitting, active methane prdduc—,
sc l i ds deposits even though the water abode the deposit canta i
m9l,t of oxygen (Rich, 1981).
The aerator capacity required for the provision of oxygen E
with
R
p . 10
N yr
3 volume mg) i N = expected at
where p = power level fir`
(k902/kWh) .
For preliminary calculations, the expected aerator performs
assumed to be 1.25 k=gO2/kWhe
If the value of the poser level, p. in the partially-suspe
to be greater than 2, the lagoon depth should be increased to
Z W/nr3, Such increase, of course, will result in increased
the lagoon cell, thereby increasing the potential for algal,
7.4 Diffused -air aeration
Equation 10 applies to power requirements to be =met with r�-
aerators. When diffused -air aeration is used, the power reg
suspension is about two-thirds greater. Conversion of power-
cubic meter- to cubic meters of air (at standard conditions)
with;
a = 9.74 x 10- p
where Qa " air flow rate (m`a/min).
For diffused -air aeration, the air requirement to provide
culated with
RC
= 11. flu 1`
to
h
Transfer efficiencies, F, typically vary between 0.05 and 0_
Air diffusers placed in the partially -suspended cells sho
above the maximum anticipated sludge level. Failure to do s
with settling and the consolidation of deposits_
a x I mum
and, B, can be
as to exert
gh anaerobic
will occur in
as much as 5-
be computed
( 13 )
.or performance
>, N, is often
s cells computes
value where p, s
ntion time in
th
anical surface
merit for solids
el in watts per
minute is made
)1�")
rgen can be cal -
be perched
ay interfere

6 12
CRITICAL DESIGN DETAILS
The wastewater Should be screened prior Co bein(j inT roduced to she Ifirst cell.
Cell depths should be as great as possible, consistent pith the I imitat)on,�
piaced on retention ti me and bottom surface area. The influent pipe„ to the
first cell should discharge at d shallow depth below tr. aerators. E f f I u e n 1�
from the first cell shouid be withdrawn from behind a surface baffle. Effluents
f rom a I I other ce I I s should be wi thdrawn a t the surf act- Sri thout surface ba f f I i ng
so as to minimize retention of any a I gae that might be generated in the system,
Riprap or a concrete apron should be placed at the water line to prevent erosion,
9 LIMITATIONS
The constraints on retention t i me I i mi t the use of �. he OPMC SYS teMS to
wastewaters with a SOD 5 less than about 300 m(jlt. Wasl,,ewaters with greater
BOOS concentrations will generate greater quantities of biodegradable solids,
Thew latter require larger botl,om areas in the party al],,suspended cells,
thereby violating retention time limitations. Fur -then;., re, there is evidence
that few settleable solids will be generated from wastowater with a BOO 5 of
less than 100 mg/E (National Council of the Paper Industry for Air and Stream
[mprovement, 1971). Like all other biological treatment processes, the lagoon
process is inhibited by toxic materials. Where such materials are likely to be
present, pretreatment for their removal must be incorporated in the system,.
10 OESIGN EXAMPLE
A dual -power level, four cell aerated lagoon system is to be designed to treat
a domestic wastewater, the average flow of which is 37,35 m 3 /d. The BOO 5 and
inert solids concentration of the wastewater is 200 and 133 mg/t, respectively.
The system is to be located where the ambient air temperature during the coldest
week of the year is O'C and the average air temperature for the year is 15°C
(Such - temperature conditions are representative of those for the southeastern
region of the United States.)
Solution procedure:
1. Determine retention time in first cell. From Table 2, 1120 13.2 d
K S = 120 mq1t, and Y = 0.50. Since S'C > 2'C, Eqs. 4 and 5 are solved
for T = 5'C,
6 !L3.2(1.10) 5-20 z 3,2 d- L
3.2(200)

2. Determine retention time in second, third, and fourth
that k'I2 ` 0.25 d-1, -Eq. 6is solved for 1`
kd = p 25(l.05)5-20 01,2 d~1
Assuming X. = 8 mg/t., 'Eq. 3, is solved for 5e = 10 mg,
1+0.12(1,50) 1/31
ti 3. , 1' � 1.50)
(3.2/0.5, I2fl)i3
3. Determine bottom area in second, third, and fourth ce
for i = 15"C and ( /4)I = 1.50 d, F1 = O.677. Then t
A. _ 0.677(37 5)(-5)(200) = 106 m2_
3(0'
4. Determine minimum water depth in second, third, and
� 1 C166
S. Determine maximum sludge depth in second, third,. and
E,
IT �,
V _ 36 (37 5)(133) - 4595 m
0.04(1 6
4594
Ds _ n � t _ 3 1.43 m
6. Establish depth of second, third, and fourth cells.
weather conditions occur when sludge depth is only on
depth,,:
D = 0 w + (Ds/3) = 3.61 + (1.43/3) = 4.09 m
A depth of 4.09 m will provide the required retention
BOO removal during the coldest period of the year.
7. Determine power level in first cell. From Eqs. 11 an
level required for oxygen wi l 1 be
R = 6. 24x 10"5 (3785) (200) = 47.24 kg/h
2
163
11s. Assuming
From Table 3,
E. rl' d
th cells;
r'th ce 1 1 a From
uming that cold
hind the maximum
tie for soluble
3, the power'

164
3 47. 24
10 6.65 W/m
1.25(l.5)(3785),
Since the power requirement for oxygen exceeds Uhat required for
3 suspension (6 W/rn ), use 6.65 W/m3
8. Determine the power levels in the second, third, and fourth cells. From
Eqs, 12 and 13
R 0 2 = 4.16 x 10- 5 (1068)(150) = 6.66 kg
P = 103 6.66 = 1.38 Wlm 3
1.25(t.02)(3785)
Since 1.38 < 2.00, power levels of 1.5 W/m 3 will be installed. However,
during operation, 02 in these cells will be monit-ored and when oxygen
demand permits, only I Wlm 3 will be used.
11 PERFORMANCE OF DPMC SYSTEMS
fhe general ' concept of the dual -power level, multicel,,ta , lar aerated lagoon
system has been followed in the upgrading of existing facultative lagoon sys-
tems- Although the upgraded systems often fail to conform strictly to those
criteria that have been established for optimal design, �I�hey do have multi
-
cellular configurations, dual -aeration levels, and most ;mportantly, operating
retention times much shorter than those provided for in 'L-he older aerated lagoon
systems.
Preliminary performance data for the upgraded systems are impressive, Efflu-
ent data for three systems are listed in Table 4. The data presented therein
are from samples collected over at least one annual cyclt,. Of particular
interest are the low suspended solids concentrations, Such data clearly indi-
cate a superiority of performance over that of the older systems listed in Table
1. On an operating basis, the performance of the upgraded systems compare favcr-
ably with the performance of activated sludge package pIdnts. See Table 5.
There, the average performance of the three, OPMC systems is compared to that of
11 package plants.

TABLE 4
Performance of OPME a ra teci lagoon sys temsa
(Effluent ch,,racteristic5 expressed in milligrams per- lit
5011, 01 Numbe r
System 300 TSS BOOS TSS samp) er
1 12 15 28 27 71
2 19 9 37 32 16
3 22 13 37 19 27
Avg 18 13 34 z g
Data provided by Env irronmental Ana lytics, Lexington, SC-,
b Values exceeded in 50% of effluent samples.
cValues exceeded in t0% of effluent samples.
TABLE
Comparison -of OPMC lagoon performance with activated 1 udc
package plant performance, ,;, (Effluent characteristics'`
expressed in rani I l igrams per I i ter).
50%c g d
BOO TSS 800 TSS Numt
Package Plantsa IS 20 so 60
IIPMC Lagoons I� 13 39 36
a uo, P.II,M. et al. "Evaluation of Extended Aeration
Activated Sludge Package Plants." Jour, Wader Pall
Control Fed., 53, 1(191) 33-42.
bData provided by Environmental Analytics, Lexington , SC.
c`Jalues exceeded in 50% of effluent samples.
dValues exceeded in S% Of effluent samples.
12 CONCLUSIONS
The DPMC aerated lagoon system gaffers a low-cost alterna
!maincenance: mechanically complex secondary treatment syste
the treatment of small domestic wastewater discharges. Pr~c
these systems will discharge effluents low in bath suspende
chemical oxygen demand; Removal of the soluble component <a
oxygen demand is enhanced by the multidelluldr configuratiy
the high concentration of bacterial biomasskeptin suspens
e to hash_
especially for
l y designed,
of ids and bias:.
he biochemical
f the system and
in the ;first

ita¢,I
cell. Low affluent suspended solids are ,achieved by tr
configuration and by Iirritira9 the hydraulic retention r;
wastewaters treated in the southeastern -region of the
retention time in the first Cell should he no more tharfs
each of the other- cells should be no more than about
should not be less than three meters. Because of the r
the system, nonbiodegr-actable solids that accumulate at
second, third, and fourth cells should be removed -annU,
solids will be highly stable and ready for land dispros,i
not be used For treating wastewaters with BOOS of grear
than 100 mg/ l--
REFERENCES
Balasha, E. and Sperber, €i.J , 1975. Treatment of donne,
aerated lagoon ind polishing pond, "eater Research,
Bartsch, E-H. and Randall, C.W, 1`971. Aerated lagoon-,
state of the art. Journal of the water Pollution Co.
43; 699-7t1B.
Benefield, L.D. and Randall, C.W., 1980, Biological Pr -
Wastewater Treatment Prentice -Hall, Inc. Englewoco(
Eckenfelder, W. . , Jr., Magee, C.D., and Adams, C.9w
design procedure for aerated lagoons treating munic
wastewaters. In: Proceedings, 6th International air
II;-23 June, 1972, at Jerusalem, Israel.
F'lec seder, H.R. and Malina, J.F,, Jr. 1970. Performa�
lagoon process. Center for Research in Water Resour,
Austin, Texas, Technical Report, EHE-70-2, CRIER-71
Horn, C.R. and Pohland,;E.G., 1973. Characterization a,
selected shellfish processing wastes. In; Proceedin,
Industrial' "paste Conference, May 1973, at Lafayette
Jorden. W.L. Pohland, E.G., and K rnegay, B.N. , 1971,
of selected industrial wastes. In; Proceedings, 26t-
Conference, May 1971, at Lafayette, Indiana: 514-5
Kormanik, R_7., 1972. design of two -stage aerated lago
Water Pollution Control Federation,_ 44: 451-45.
Lawrence, A.W, and McCarty, P.L. 1970. Unified basis
rnent, design and operation, Journal of the SanitYar,
the American Society of Civil Engineers, 96a 77-7`
National Council of the Paper Industry for Air and Strn
study of mixing characteristics of an aerated stabi
N.Y., Stream Improvement Technical Bulletin No. 74`a
Randall, C,w , Richard, J,B,', and King, P.H., 1975, ;r
aerobic digestion kinetics. Journal` of the Envirorw
Division of the American Society of Civil Engineers
Rich, t.tl. , I976. Improved waste -treatment systems rl:s
natural the a l environraent. Water Resources Rese r
University, Clemson; S.C., Report No. 64 90 pp.
Rich, I.C„ ,197& Solids control in effluents from ae,
Water Resources Research Institute, Clemson Jniver-
Report No. 73, 105 pp -
Rich, L.Ca , 1980.` Low -Maintenance, Mechanically -Simple:
Systems, McGraw-Hill, New York, N.Y., 211 Pp.
uItic_eI ular
-
For do stic,
ed States, the
5 day` iod that i i
ay, Cell depth
tively small size of
bottom of the
However, these
The systems s hucr l d
than 300 mgf t or less
wastes in an
4?
r report on the
i Federation,
>s Design for
liffs, J., 526 pp
?. A rational
1 and industrial
Do Iution Researcr ,
of the aerated
University of Texas,
1 pp.
treatability of
of the EHth Annual
nd ana: 19- 31.
luating ,treatabiliy
urdue Industrial Waste ,
Journal of the
biological treat-
gineering Division of
r Improvement, 1971. A
ation basin. New York.,
r4 pp.
,rature effects on
al Engineering
.t11 i 795-11#
r based on the
Institute, CI mswor
2d lagoon systems.
,, Clemson, S.C.,
i s tewa to rr Treatment

Rich, L.tr., 1981. Stabilization characteristics of deva
solids generated in ,berated lagoons, dater Pesourcpq
Clemson University, Clemson, S.C- , Report No. 92, K
Rich, L.G; , 1982a. A cost-effective system for the aerr
disposal of wastes ,activated sludge so! ids WaLer° R
Rich, 1_.C,, 195 b. influence of multrcellular- corif igura
in aerated lagoons, water Rpsearch, IQ 929-931,,
Rich, !_.G., 1982c. Design approach to dual -power aer,at_o-
the Environmental Engineering Division of the Americ
Engineers, tlx : 532.54 .
Rich, L.G. and White, S.C., 1977. 800 renusval from ae_i
"daterand Sewage Works, 124: VIM&
Rich, L.G. , Tarnowski , ta. S. , and Bryant, S.W. , Jr., 19
stabilization of aerated lagoon solids. raper d l ivr
Conference', 'dater Pollution Control l=ederation 1 Cc
Vegas, Nevada, 22 pp:
Sandstrom, D.W. and ' lei, N.E., 1979. wastewater Trean
Inc., Englewood Cliffs, tl,j_ 4'44 pp
Ti he, M.1_e ,- 1975. Aerofac aerated lagoons, ,Journal cc
Control Federation, 7: 525-559_
Water Pollution Research Laboratory, 1973. Treatmen'
effluents in lagoons, flutes on Water' Pollution, i*fir,.
White, S.C. and Rich, 1.G., 1975, How to design a rat:i
meet 1977 effluent standards - experimental Studies
15: 155-87.
NOTATION
A.= bottoms area of each partially -suspender cell, rra`_
5 = rate of benthal oxygen demand, g 0 2 A 2 d
6005 = -clay, 200C biochemical oxygen demand, g/
(BOO5)s = soluble BOO mg/�
(BOO 5)t - total 60051 m /Z
KS ' saturation constant, mgls
kd = specific decay rate, d '1
r 1 = solids decay factor
LC = limiting biodegradable solids loading on
partiaily-suspend d cells, g/m d
N W expected aerator performance, kg d /kW h
n y number ofequal-sized, partially -suspended calls
series
power level, W/read
Q =average swastewater flow rate, ra /i
9 = oxygen requirement rate, kg/h
�5
S0 = total 8005 of influent wastewater`, rang/t
S = soluble 800 in effluent of last gel 1 , mY1Z
T' = lagoon water temperature, A
167
s of biologic
search jnStituts,
stabilization and
r h , t fi 35- S42.
ns on ,algal growth
agorans Journal of
Society of Civil
d lagoon systems.
Behthal:
at 55rd Annual
eta 1980 at as
Prentice -nail,
Water Pollution
eco7'id a r y sewage
f f
agoon systems to
Ater and Sewage Works.

168
TSS ='Metal suspended solids, mg/t
volume, mS
(V/Q) l = hydraulic retention time incompletely -suspended
cel l , d'
(V/Q) = hydraulic retention time in each of the
partially -suspended cells,
= suspended solids concentration, mg t
Xa = biomass concentration in system effluent, mglt
Xi = inert fraction of the 'suspended solids concentration
x = weight fraction of solids in sludge
= growth yield
G = maximum specific grown, rate, d_l
= water density, g/

r
July 26, 1988
Town of Marshville,
"rank C. Cockinos & Associates, Inc.
600 Lexington Avenue
Charlotte, North Carolina 28203
,subject. Report of Preliminaryoil Evaluation
Spray Irrigation oaf'Municipal Effluent
Marshes ll , North Carolina
Law Engineering Job .. 72 2
Gentlemen:
Law Engineering has completed the preliminary soil
a proposed irrigation system for the Town of Mal
Carolina. Our report reviews the project; informal
our study methods, and provides estimated loading
area requirements for the project. We were auk
Boardof Commissioners on April, 5, 1988 to perform
our preliminary estimates of the land area rt
loading rates should be used by the design angir
estimates of the costs of building the r c m n a
you have questionst please contact the writers. 1
to continuing the project and working with you.
Very truly'yours,
LAW ENGINEERING
"red D. Smith
Soil Scientist
Barney C. Hale
Senior Geotechnical Engineer
APPENDIX

Town of Marshville
Page 2
1.0 INTRODUCTION
The Town of Marshville in Union County, Nort.h Carolina is
presently discharging their wastewater into Union County's waste
treatment and collection system. Due to rising costs of
surcharges associated -with this method of waste disposal,, the
Town wishes to evaluate spray irrigation as an alternative method
of waste treatment. The Town has retained Mr. Frank Cockinos for
civil engineering services.
The Town has two existing lagoons which presently receive a
portion of the Town's wastewater before being pumped into the
County's collection system. The remaining wastewater produced by
the Town is discharged directly into the County's collection
system. Based on limited flow data, the Town estimates that
approximately 6.2 million gallons of wastewater per month
(204,000 gpd) is ultimately discharged into the County's system.
The purpose of our study is to evaluate soil and site parameters
to assess their suitability for wastewater irrigation and to
develop estimated loading rates and land area requirement. Our
report should be used by the design engineer to es"timate the cost
of the system.
2.0 SITE EVALUATION
The proposed disposal sites are located between US Highway 74 on
the north and SR 1901 (Hasty Road) on the soutb. The sites are
presently outside of the town limits. Drawing 1 presents the
site location.
The study area consists of wooded and agricultural areas on 6
individually owned tracts of land. The Town presently owns a
wooded tract totaling approximately 25 acres. we estimate the
total acreage of th ' e 56 tracts to be approximately 300 acres.
One tract is presently under consideration for development of an
18 hole golf course. C
The study area is a relatively even mixture of agricultural and
forest land. The agricultural land is presently used for pasture
or the production of corn or hay for livestock feed. Wooded
areas generally consist of mixed hardwood and pine with an
understory of small trees and shrubs.
The topography is nearly level (0-2% slopes) along the alluvial
areas adjacent to major streams to gently Slopinq (2-8% slopes)
in most agricultural and forest areas. Relatively small areas of
steeper sloping soils (8-25%) are present on the uplands adjacent
to small streams and headwaters.
|
!

Town of Marshville
July 26, 19088
Page 3
Shopping centers, stores and restaurants are present along
Highway 74. No other houses or structures were observed in the
study area. In addition, no groundwater Supply or monitoring
wells were observed in the area.
3.-0 SOIL EVALUATION
A soil scientist advanced hand auger borings at the proposed
sites to observe soil properties which limit wastewater
irrigation. Soil properties such as texturer structure, type of
clay, depth to rock or groundwater, and horizon development are
pertinent to the estimation of soil permeability and loading
rates. Soil science data from the Soil Conservation Science
(SCS) supplemented our observation of soil properties in the
evaluation to estimate design criteria.
3.1 Soil Descr
Th-e- s-0-ils observed in the hand auger bori-ngs performed at the
site are classified as the Badin, Cid ' Goldston, Tatum and
Chewacla soil series by the SCS. These soils are described in
the following sections. The SCS soil map is presented in Drawing
2.
3.1.1 Badin Soils (Map symbol 46B) : These soils are well
drained, moderately deep (20 to 40 inches) , moderately permeable
soils ( .6 to 2 .0 inches per hour) that f ormed in residuum
weathered from fine grained slates such as argillites. Generally
the Badin series has a silt loam, surface layer 6 inches thick.
The subsoil is from 20 to 30 inches thick and consists of silty
clay loam and silty clay textures. Soft bedrock (saprolite) is
encountered at depths of 25 to 40 inches. Hard bedrock is
usually encountered at about 40 inches.
3.1.2 Cid Soils (Map symbol 15B): The Cid series consists of
moderately deep (20 to 40 inches), Slowly permeable (.06 - .2
inches per hour), soils that formed from argillite, slate, and
other fine grained rocks of the Piedmont. These soils are
moderately well draineld to somewhat poorly drained and are found
on broad flats around the heads of drainage ways and lower side
slopes. These soils have approximately 6 inches of silt loam
topsoil over a subsurface layer of lighter colored silt loam 6
inches thick. The subsoil is usually less than 20 inches thick
and consists of a very hard silty clay. Weathered fractured
bedrock is encountered at a depth of 30 to 35 inches. , Hard
bedrock is immediately below this layer. These soils have
perched water tables about 1.5 to 2.5 feet below the surface
during the winter and spring months.

Town of Marshville
July 26, 1,988
Page 4
3.1.3 Chewacla Soils (Map Symbol 3): These soils are somewhat
poorly drained soils found on flood plains of creeks and streams.
Generally, flood plains are not considered to be suitable for
wastewater irrigation by The Division of Environmental Management
due to their proximity to surface waters. No further soil
evaluation was conducted in these areas.
3 .1 .4 Goldston Soils (Map Symbol 68C): This soil series
consists of shallow (10 to 20 inches), well drained, moderately
permeable soils (2.0 - 6.0 inches per hour) that formed in
residuum from slate rocks in the Piedmont. These soils are very
stony throughout their profile. Typically, the Goldston soils
have a silt loam topsoil about 7 inches thick. The subsoil is a
weathered, fractured slate and silt loam about 9 inches thick.
Bedrock is immediately below this layer.
3.1.5 Tatum soils (Map symbol 48B, 48D): These soils are deep
(greater than 50 inches) well drained soils forr�-�ed in residuum
from schist or phyllite in the Piedmont. Typically, they have 7
to 8 inches of silt loam topsoil over at least 45 inches of silty
clay loam and silty clay subsoil. Weathered rock is below this
layer.
3.2 Site Suitabil
�7
--�redominant soil encountered at the site is probably the
he
Badin series', but the Cid series is also estimated to have
considerable acreage. Based on our observations and SCS data,
the Badin series is suitable for irrigation of wastewater. This
assessment is based on the depth to rock and groundwatert and
moderately permeable subsoil. Tatum soils are also relatively
deep and moderately permeable and are also suitable for
irrigation of wastewater,
Based on the topography observed at the siter there is an
adequate natural hydraulic gradient for the lateral movement of
water through the soil. The loamy textured topsoil and clayey
textured subsoil have a moderate to high capacity for renovation
of constituents in the applied waste by means of soil absorption
and/or fixation, but a low to moderate capacity for hydraulic
loading.
The Cid soil series is shallower to rock than the Badin, has a
perched water table for, several months of the year and is less
permeable. In additionr these areas appear to have less natural
gradient than the Badin. Although the textures of the Cid soils
are comparable to Badin regarding treatment of waste
constituents, the shallower depth to groundwater means that less
treatment will be accomplished by the soil before encountering

Town of Marshville
July 26,, 1988
Page 5 A&
groundw ate r Generally, three f eet of well aerated soil is
desired to treat the waste constituents above a groundwater
table. The-refore, the C-id series is only marginally suitable for
irrigation of wastewater and only very low rates of waste loading
may be acceptable on these areas.
Goldston soils are very shallow to rock and have relatively
permeable soil characteristics above the rock. Once the
wastewater has percolated through the soil material, it may enter
cracks and fractures in the rock and be transmitted directly to
the groundwater table. Therefore, although these soils have
relatively good Permeability characteristics for hydraulic
loading and adequate treatment potential, the depth to rock
requires a low rate of hydraulic loading. The Goldston soils
should also be considered marginally suitable.
4.0 Wastewater Characteristics and Pre-treatment
The daily waste flow is estimated by Town officials to be
approximately 204,000 gallons per day. For our study we used a
daily flow of 300,000 gallons per day for future expansion.
At the present time, chemical data from the wastewater is not
available. Based on past projects and a literature review of
similar wastes, we expect the land limiting constituent to be the
hydraulic loading rate if adequate pre-treatment of the
wastewater is achieved. Normally, for municipal and domestic
wastewater the level of pre-treatment needed before land
application is a secondary level. In addition, the ability to
store the wastewater for a period of 30 days is required.
As mentioned earlier, one of the proposed sites is being
considered, for development into a golf course. The Division of
Environmental Mana ' gement has specific requirements for land
treatment on a golf course. Specifically, DEM requires
equalization, tertiary treatment,, ,chlorination, 5 day holding and
30 day storage. Irrigation time is normally restricted to the
period from 11 p.m. to 3 hours before the opening for business
the next morning.
5.0 Estimated Hydraulic Loading and Land Area Requirement
A characterization of soil water movement is necessary in the
design of a land treatment system to develop loading rates and
calculate the amount of land required to treat the waste
constituents. The rate of soil water movement (drainage or
percolation) is usually determined through specific soil
characteristics such as soil moisture availability data, the

Town or Marshville
July 2,,
Page
crop's requirement for water, and permeability dat
the Sails at the site. The drainage rate is
developing a monthly hydrologic budget, For the
preliminary study, we used conservative sti
permeability values to estimate the 'drainac
permeability values were obtained from SCS sail dz
to conservative estimates 'based on our field obser,
properties.
During land treatment all applied waste must ini!
surface, thus, the only pathways by which waste
site are evapotranspiration into the atmosphere
water through the soil profile. The hydrologic bu(
treatment system is formulated as.
t + D
(water applied water lass
Where: P = 1.0 year return precipitation
Wastewater loading
t = Evapotranspiration
Drainage
The design precipitation is the ten-year 'monthly
precipitation which _implies that statisti al.l
precipitation for one month will be equaled or,
every ten years on the average. Precipitation da:
by the National Oceanic and Atmospheric Administr
Asheville, North Carolina.
Water loss (evapotranspiration and drainage) from
specific, spa it must be included in calculations
systems in carder to determine the hydrologic tudg
evaporation (evapotranspiration or consumptive'
evaporation from all surface wrater, sail, snowy, is
etc,, plus transpiration losses from vegetation.
expected evapotranspiration, the water :loss that wo
there is an adequate moisture supply at all times E
fully vegetated, was obtained for the study area.
and Climate in North Carolina" by Hardy and hardy.
The drainage through ; the soil profile, or potej
groundwater recharge, was estimated from SCs per
for the Badin Soils. Soil and site ;char`acterist
used to estimate the vertical and lateral- sail wz
e estimate the monthly drainage rate to be a prox
5.5 inches per month.
,A&
obtained from
hen used in
poses of our
tes of soil
rate, The
and reduced
Winans of soil
ate the sail
y leave the
drainage of
,t for a land
eturn period
the design
:seeded rune
is provided
on NOAA in
area is site
r irrigation
The total
ise is the
vegetation,
?otenti,al or
d occur when
the site is
rain "weather
ial shallows
tbiltr data
s were also
?r movement.
itely 5.0 to

AL
Town of Mrsill
my 26, 1988
Page 7 A&
X
The objective of establishing an optimum drainage rate is to
maintain good d soil physical and chemical characteristics and to
promote vigorous plant growth and assi ilaLi n of waste
constituents, while at the same time applying an optimum amaunt
of wastewater. Thus, the optimum drainage rate must be
established so that the water stays within the plant root zone
long enough for the roots and/or soil to assimilate the water
constituents but not so Long as to inhibit root activity.
Considering the above factors, the monthly drainage rates are
estimated and are presented in the 'hydrologic budget in Table 1.
Buffer zones are required by DEM along streams and ponds,
property lines, and around dwellings and water wells. Generally,.
the requirements are,
Surface Waters 50 feet
Property'Lines 1.50 feet
Dwellings and Wells 400 feet
The hydrologic budget indicates that a yearly loading rate o
from 16.92 to 22.92 inches/acreinches/acre can be applied to the Badin sail
areas at the site.. The average weekly loading is calculated t
be from .33 to .44 inches/week. Based can these estimates of the
monthly drainage and resulting loading rates, we calculate that
approximately ;176 to 239 acres of Badin soil or its equivalent
will be required to assimilate the hydraulic load. ' 1n addition,
we estimate the hourly application rate to be, a i,,la imur of .25
inches/hour. We estimate from the SCS aerial photogrpahy that
approximately 200 acres of Badin and Tatum soils exist at the
site.
The Cid and Goldston soil areas require a lower loading rate
because of their limitations for waste treatment. We estimate
that these two soils areas could probably accept loadings in the
range to .33 inches "hour.
Based on our observations and average measurements' there appears
to be a sufficient amount or acreage or suitable and marginally
suitable soils within the study area to accept the design flaw

T A 13 L E I
i? 'If i s R0
L 0 G' I C B A L A
N C'
rcr l ctt;
MARSHVILLE
-------------
DIN
Effluent
Flow an
(ga I /d av
Acres
Required
(Acres)
Effluent
Avail.
(i n /rt`on )
love Storage
��
(days)
EL apo
t r. precip-
Transpir.Drainage
RUncif f
Loss
i t a t z
Month
()
c?r
1 n r" f?"!%an)
(i n / m n)
('3 n / mon)
(i n /mon)
(i n r` Pi on ,
Jan.
Feb.
3 r 97,
� . i�S -
� ��_S . �
1
r.
1 . 4r_)
. 0C)
car . 6e
7 Oe
6.77
f
Air .
c„
c,r. 71
19
7, c®rE
L9 c
Ear%E'
�»69
r.
c'i€.r
0.76
10
10.86
t It
J U I Y
4.96
5.0t.r
c.r . 9 c.r
1 C) . 86
7-
0
:, g t
,:
t.
3. cv c r
5. C_r car
0. 86
8.96
3.59
o v.
. 1
15. ( )car
3. cM 0
0.70 0
7.87
7. c`r 1
. 27.c_)
5.)d..1
c.r. 54
m
t =
r..,a9
6. 74
' 1
S.
.
5.87--------------------------------
4
6c_r. t_st'r
8.55
1c_r" -; 9
85j. 47
EffILien tw Plow in
(q aI/d
Op erat 1 on
( days ''
Acres Required
(Acres,
EtafILien t
Avail.
(in 'Imon
Cr�r:al'-'s Storaq
(days)
Tr��an gar-.
r� anaa
Lrncrff
= Los
Mori h
(1.)
{ )
(.7)
x ata
._..
RR two AW }
e (in/ o d)
�
d
(i Ja n)
} 5 e'er
(Ani�mon)
(4)
k �)
(1nf�mon)
y
/ y�y *..AMJ�s
(i.�bJ��Xc
Jan.
Feb.1.
i i , � :
r �e9
�t`} . s� a�
� �! » �. j
� � �. __ __
6.r
Mar.
4c;r
5.-50
0. 6e
' 7.59
Apr.
2. _4e
5.; 0
0. 71
9.69
7. c_t
May
.
4
rID
5 )
0. 15
9 . .
. �
JUn
.:7,4
c
5. 5�c.r
Ct . 69
1
0;
. u
Jul 1 Y
4. 9
AUg.
4. `4
�r
c.r. 9c.r
11 . -3
E. 9;
Sept.
5. c_r
t.r.91
10.75
� "
Oct..
_; ,t)0
17
5.5Gr
r_r: 6
9.76
t V 4t .
Nov.
7 i_J
c
t_) , 7i�r
_.
�
� . �,� j
Dec.
.
fir . 5 4
7.24
5 -�
0.6
S. c.i
o.5j9
6.71
S.
E
ob No. s j
�'a�ra rr;rcer4;M
6
1.41
0. oo
:. l u nt Ef f I uent
(PPlied
Avail,
(6)
(7)
irl/fibc"rn)
i1n/mcn)
c.r. 14
1.41
s_r�1
1.41
1„
1.4,1
27
1.41
. 17
1 . 41
n1
1 . 41
1.89
1.41
1.17
1.41
c_r . 27
1.41
Q. 86
1.41
1.
1.41
U-74
----------------
1.41.
1 . 9"3
16. 9`
•36Fj
1 q
1.91
20. . 0�_r'.
_ffI .cunt
Effluent
Applied
Avail.
()
(7)
(xn/mon)
(in mon)'
0.36
1..91
c.r.1
1.91
1.61
1.91
3. 77
1.91
. 7
1.91
�.1
191
":1 79
1.91
1.7
1.91
t_r.77
1.91
1.36
1.91
1.B9
1.91
0. S4
------------------
1.91
22. 7:
22.92

i * 4
a
n
w es"
t d�
�y c
C .: }4 .,�. a "`�.r a � •'r" 'A� _ 'r 's � .t„ � �" t d.�
to x
M

Site Z
for
Town of Marshville,
prepared
A. R. Rubin, extension Specialist aj
Associate ocar
Biological andAgricultural n
Northolina State UniversiO
Raleigh, 7695-7625

Site Investilgation
for
Town of Marshville, North Carolina
The Town of Marshville, North Carolina operates a municipal wastewater collection system
which discharges to a storage lagoon from which off luent is pumped through the Union County
interceptor to final treatmontat the city of Monroe wastewatertreatmeni facility. Reportedly, there
is limited capacity in the Union County/Monroe facility for the town of Marshville and the city
administration desires evaluation of a city owned and operated municipal wastewater treatment
facility. There are two options available, for the town of Marshvills. One is to treat and discharge
water to surface streams and the other Is to treat and discharge water onto the land surface, A
non -point source discharge wastewater treatment facility is the treatment of choice by regulatory
agencies, Currently regulatory agencies require wastewater treatment facility personnel to
demonstrate that a non -discharge alternative Is not possible before a discharge permit will be
Issued, The non -point source discharge alternative Is considered the preferred alternative and
a preliminary evaluation of several potential receiver sites was accon-iplished,
There are two purposes to the brief report which follows. The first is describe the
conditions encountered on the proposed wastewater receiver sites. The second is to make
preliminary recommendations which can be used to estimate land area requirements and storage
requirements for a non -point souroo discharge facility,
TOPOGRAPHY AND LOCATION
The sites evaluated are located near the existing wastewater stabilization lagoons serving
the town of Marshv,ille. A series of sites located south of the lagoons and east of the lagoons
were evaluated on a preliminary basis, The property is bound on the north by I lighway 74 and
to the south by State Road 1901 and to the cast by SR 190. Topography over the area
evaluated is typical of the slate belt region of the state, $Iope ranges from nearly love] along

to the south by State Road 1901 and to the cast by SR 190, Top
evaluated is typical of the slate bolt region of the state. Slope ranges
broad colluvial and alluvial portions of the site to gently sloping along t
positions. Slope on ridge lines varies from gently loping to nearly love
the uppermost to the lowermost elevations on the site appears to be 1�
There are few gullies and erosion channels located on the slte; The
terraces along contour lines. A major drainageway courses through the
minor drainageways flow from a southerly to northerly direction on per
south of the lagoon and from a northerly to southerly direction on th
located east of the existing lagoons, The presence of this major drainac
will facilitate water loss from the area. The potential drainage is lnfiuena
and drainage potential appears to be excellent on major portions c
elevations on the property, there is some indication that aseasonal wett
This Is conducive to a total treatment and renovation package bE
denitrification to occur In these broad, low lying, alluvial areas and cc
Denitrification will result in conversion of nitrate nitrogen to nitrogen go
atmosphere. The liquid which seeps Into these surface drains
concentration than liquid entering the colluvial and alluvial portions of
Topography can be used to facilitate excellent wastewater fl
operations on this site, Buffers must be established adjacent to m,
drainageways, and erosional channels to prevent the direct discharge
areas, Wastewater irrigation should be prohibited on those portions of
the landscape and which may have seasonal water table influence.,,k
carefully buffered, These topographic limitations, however, should n(
2
aphy over the area
'n nearly level along
broad linear slope
he average fall from
)proximately 50 feet,
s some evidence of
)perty evaluated and
is of the site located
I portions of the site
wide through, the site
by this water course
ie site, but at lower
� condition may exist,
ise the potential for
ial areas is excellent,
NO volatilizes to the
then lower in nitrate
site.
tmeni and renovation
drainageways, minor
wastewater into these
E� site which are low on
These areas must be
mit or preclude use of

generated in the Marshville community, Detailed topographic app
carefully delineate those portions of the site which can treat and renovat,
and those portions of the site which should serve as buffers between
either surface water or ground water. Further, conservative hydra
maintained at conservative rates to minimize potential for surface runoff a
design, Installation, and operation of the facility, the area evaluated
receiver for treating and renovating domestic wastewater,
ter,
IL
The soils information required to develop design criteria, for
treatment and renovation facility must address loth agronomic and enr i
snail.` material encountered on any wastewater receiver site, In sub
evaluation, the Modern Soil Survey of Union County was consulted, Ti,
Union County does indicate that the predominant soils encour
characteristically slate belt sails. The rapping units represented on tl
actin and lirey series, the CID series, and portions of the site of
mapped as the Chewacia series, The areas containing he racia
lowermost elevations of the site and in the fled plain arras. These soi
as receiver soils for wastewater and utilization for the chevwacla;soils
An on -site investigation n must also be accomplished. This on-sl
accomplished by examining soil profiles exposed it bac khoe pits or l
extracted from the site with a hard auger
In support of this preliminary evaluation, a series of hand au;gc
at locations thought to typify the soil resources on the site, Auger boti
3
fustrial wastewater
vill be required to
Mewatet effectively
eater Irrigation and
loadings must be
-oslons With careful
Id serve wait as a
based wastewater
ng properties of the
of this preliminary
)dern Soil Survey of
f on the site are
are included In the
red to contain soils
are located > at the
rre typically not suited
cat recommended yet,
investigation can be
ai inina soil material
Orin s were advanced
were advanced along

ridge lines, along the upper elevations of the site, along the mid- elevat
and along the lower most or too slope positions along the site. TI
generally did confirm the presence of the soil mapping units discuss
appeared to be areas of Meisenhimer soils located at the lower elevatio
soils serve as a transition between the CiD series and the chewacia se
portions of the site containing Meisenhirner soils for wastewater IrrIgati(
only if water table monitoring indicates that the depth to the seasonal V�
36 inches, This condition will occur during long hot dry spells durii
possible during the fall. The use of thee soil resources may be coca;
Maisenhimer series is often thin, and it soil depth is less than 24 Inch
Irrigated,
A representative or characteristic profile description for each of
identified is provided as an attachment to this report. In general, thQ
consist of moderately deep well drained silty clay soils while the
moderately deep to thin highly variable soils, The silt content of state t
and this may limit hydraulic loadings, As stated previously, thF
characteristically thin and Is only marginally suited as a receiver for tree
In addition, a series of one inch diameter soil core sarnples Wf:
to determine background soil fertility levels. These soil fertility levels
operation of an irrigation system because the soil must support lush
growth does serve as a -sink for the, nutrients applied to the site anc
growth the greater the nutrient uptake and the lower the erosion poter
fertility levels do Indicate that soil resources are acidic and cntain lov",
potassium, Both time and supplemental nutrients as nitrogen, phosph
4
portions of the site,
on -site investigation
previously but there
These Meisenhimer
Utilization of those
,an be accomplished
r table is below 24 to
3ummer months and
eptable because the
areas should not be
soil resource groups
din and Kirksey soils
D series consists of
soils is generally high
loisenhimer series is
domestic wastewater.
,ollected from the site
very important in the
ant growth. This plant
e more lush the plant
'The background soil
els of phosphorus and
s, and potassium must

be applied, to the site to optimize soil fertility and promote plant growl
gleaned from the soil sampling and recommended nutrient levels are cor
2 attached,
Soil resources on the proposed wastewater receiver sites are n)
thin soil profile will dictate conservative hydraulic loadings. These
loadings are dictated because erosional losses must be prevented and
has lower treatment and renovation capacity than do the thicker, clay ft
of the site do contain soil material to a depth of 36 inches or more, but Il-
of state belt soils indicates that areas with thinner soil resources can b(
with thicker profiles and the most conservative soil depths must be usi
A limitation to these soils is their limited potential to produce crop. Bec
production potential, nutrient loads should be tailored to anticipated or P
than maximized, The production of forest products or pasture will result
to renovate nutrients applied onto the site, Conservative nitrogen load,,
per year should be used and have been used to size the wastewater ,
recommendations are contained in the section which follows on waste�
recommended loadings and renovate municipal wastewater, Umitali
profile depth which limits potential for adsorption and renovation, thc
limits the permeability through the profile, and the fine sandy to silty
characteristically thin and which has limited capacity to store wanti
through the profile, Each of these factors combine to limit hydraulic I
limitations noted can easily be addressed by maintaining conservative
site, The potential to maximizo the treatment potential of the site can
a corribination of spray irrigation systems and drip disposal or drip irrig;
Recommendations
nod in Tables I and
Rrately limiting, The
riservative hydraulic
pause the thin profile
oil profiles, Portions
flghly variable nature
cated close to areas
[or design purposes.
�e of the limited crop
ntial crop yield rather
the greatest potential
I So pounds por acre
�tmerrl facility. These
er characteristics and
5 it the shallow
ity clay subsoil which
soil horizon which is
Aer prior to drainage
iings on the site. The
Jraullc loadings on the
expressed by utilizing
En systems in the buffer

area, The drip emitters can be used on the perimeter of the site and in portions of the buffer
areas while the spray irrigation system could be utilized on the remaining portions of the site,
Although soils do constitute some limitatior), those, limitations noted can easily be addressed
through careful design, installation, and operation of this non -point sQurce discharge system,
Sell resources should not limit or preclude use of major portions of those sites evaluated to treat
and renovate the municipal wastewater generated in the Marshville community through drip and
spray irrigation, provided hydraulic and nutrient loadings are maintaincid sufficiently low,
WASTEWATER CHARACTERISTICS AND RECOMMENDATIONS
The wastewater generated at this facility is thought to be typical of treated municipal
wastewater. The pre -application treatment process will result in removal of organic material and
some reduction in the levels of nitrogen and phosphorus applied to jjrje site, For purposes of
this preliminary design report, a hydraulic loading oaf ,25 million gallons per day is used to Initiate
the process and an ultimate design capacity of 500,000 gallons per day is used to determine the
overall or total land area requirements, Some staging of the wastowater treatment system maybe
permitted by the state regulatory agency personnel, Staging the wastawater treatment facility
would allow for rninimurn land area purchase and development early in the development of this
system but would Indicate total lard area requirements necessary for treatment. This proposed
staging will requireclose coordination between the town of Marshville, the consulting engineer,
and the state regulatory agencies. Any attempt at staging the overa 11 design will require complete
cooperation from and permission from the state regulatory agency, For purposes of this design,
the primary flow figures and lotal flow figures are used. These figures are used to determine the
Initial and final land area requirements, The calculations which follow are based upon an
assimilative capacity for nitrogen of 150 pounds per acre per year, This is a conservative figure.
For purposes of delenniNng the land area necessary to assimilate phosphorus, a loading of 80

pounds per acre per year is used and this was determined from the s6l test Information. The
calculations presenting wastewator loading figures and land area requirernents are summarized
below,
Calculations: Hydraulic
(Maximum recommended hydraulic loading 30"/ACIYR)
____,_25MGa x 365 D Y I— = 112 AC (224 at. 5 MGD)
.027154 GAQIN x 30 IN/AC/YR
Calculations: Nutrients
26 M G D x 15 M,91L - Nx 30 DjY_?0_-34 7&1 AC (1522 at Z MGD)
ISO LBTN/AC/�R
Calculations- Phosphorus
M .25MGDx5_ G DN & 3,k IL --_e x 365 47,6 AC (952 at 5 M GD)
80 LB-P/ACIYR
Clearly the land area required to assimilate the hydraulic load is the most restrictive of the
constituents contained in this waste stream, A minimum welled area of 115 acres is necessary
to assimilate the hydraulic load of 25o,000 gallons per day and a MinIMUM land area,of 230 acres
will be required to assimilate the ultimate design capacity. These wetted areas are based upon
a water balance calculation only. Generally a water balance calculation does not address
agricultural operations which are required on a land treatment facility. An allowance of four and
additional 25 percent land area will permit uninterrupted ac gricultural operations and uninterrupted
wastewater irrigation, The 25 parcent land area increase will indicate an initial land area of
approximately 140 acres and a final land area requirement of approximp tely 280 acres at ultirnale
design, Again, these are wetted areas and do not include areas in buffotrs or non -wetted portions
of the site.
Where a surface irrigation system is used the hourly disch-arge should not exceed 25
Inches, Where a drip irrigation systern is utHized, hourly discharge could be as high as ,5 gallons
7

per hour when the area is properly vegetated, Generally a drip disposal system will discharge
at a rate of .5 gallons per emitter per hour and with emitters on two -foot spacings, the rod eiver
environment can easily tolerate these hydraulic loadings. The use of the drip disposal system,
however, must be sequenced so that areas have opportunity to close and rest between
subsequent application events.
A mix of pasture crop and forest crop would be Ideal. The largest portion of the non -
discharge facility should be in forest vegetation since this will provide rnax:irnum flexibility but a
portion of the area (appro)(Imately 50 percent) could be in pasture to promote maximum
evapotranspiration and nutrient uptake. A system could be designed with Impact sprinklers
discharging onto pasture land and drip emitters in the forested portion of the system. Rraw erops
are not recommended for this non -discharge facility because the equipment operation would
result in some erosion and topsoil loss and the overall Impact of this on receiving water quality
would be higher than a direct discharge of pollutants from the town of Marshville, A best
management practices program must be implemented when forest products are removed from
the site, A cropping system can best be designated once the operators of this facility decide the
true nature and scope of the project, The Cooperative Extension Service, Soil Conservation
Service, and consulting agronornists or consulting foresters can be consulted to optimize the
agricultural or silvicultural components of thissystern, Based on the rosults of this preliminary
evaluation, land treatment does appear to be a suitable alternative for Marshville, A land area
of approximately 260 acres will be required at ultimate design capacity but the system could be
staged with appropriate cooperation from the state regulatory agencies. Neither site conditions,
soil conditions, nor wastewater characteTistics, or crops wilt limit use of significant portions of
those sites evaluated to treat and renovate doryiestio WaSlOWatOr, Conservative design practices
should be used to insure that the most firrilting of the waste constitoents can be assimilated on
8

the wastewater receiver sites.
CONCLUSION
Several areas were evaluated to determine their potential to treat and renovate municipal
wastewater trr the torn of Marshville. The sites do have mirror soil based limitations which can
easily be addressed and overcome through conservative hydraulic uli loads. Designation of the
cropping system will be critical once the true scope of the system has b en determined. With
proper design, Installation, oper tion and management, a non -discharge systern could bedeveloped that world treat municipal wastewater generated in the M r hville community in an
economically attractive and environmentally sound manner that protects public health,
file r: rubin�report.,,, �marshvfl. one

APPENDIX l
LAW ENGINEERING
April 20, 1992 CONSULIAWS
Mr. Hugh Montgomery Mr' male Steuart
Town of Marshville Land Design Engineering
1 N. Elm Street Services, ; Inc.
Marshville N.C. 26103 1700 East Boulevard
Charlotte, N.C. 28203
SUBJECT: REPORT OF PRELIMINARY SOIL EVALUATION (PHASE I
SPRAY IRRIGATION OF MUNICIPAL EFFLUENT
MARSHVILLE, NORTH CAROLINA
LAW ENGINEERING J013 N. 4 7 - I- 01
Gentlemen;:
Law Engineering has completed the preliminary soil evaluation for
a proposed irrigation system for the Town of marshville, North
Carolina. Our report reviews the project information, describes
our study methods, and provides estimated loading rates and land
area requirements for the project. We were authorized Mr.
Montgomery on April 3, 1992 to perform the study.
our preliminaryestimates of the land area requirement and, loading
rates should be used by the design engineer to provide estimates of
the costs of building the recommended s steer* If you have
questions, please contact the writers., We look forward to
continuing the project and working with you.
Very truly yours,
LAW ENGINEERING
"red D. Smith, CPS
Principal Soil Scientist
Certified No. 1 �� � � tSFAL
x
Barneyale; P.E. l i 2_
Principal Geotechni al Engineer
h
Registered, North Carolina 1.128
FD%E M pap/ta
Attachments
331�Cii d1 AVE,
R0, BOX 1,8288
RALE&1, NC 27619
919- 76-041

The Town of Marshville in Union County, North Caro
discharging their wastewater into Union County',S
and collection system. Due to rising cost
associated with this method of waste disposal, t]
evaluate spray irrigation as an alternative
treatment. The Town has retained Mr. Dale Stewa
for civil engineering services.
The Town has two existing lagoons which presently
of the Town's wastewater before being pumped i
collection system. The remaining wastewater pro
is discha-ged directly into the County's cc
Approximately 500,000 gallons of domestic waste
ultimatelyplannedfor disposal.
-na is presently
waste treatment
of surcharges
Town wishes to
athod of waste
. of Land Design
aceive a portion
--o the County's
Eced by the Town
Lection system.
iter per day is
The purpose of our study is to evaluate soil and site,parameters to
assess their suitability for wastewater irrigation and to develop
estimated loading rates and land area requirement. Our report
should be used by the design engineer to estimate the cost of the
system.
2.0 SITE EVALUATION
The proposed disposal sites are located south o
S.R. 1901 (Hasty Road). The sites are presen
town limits. Drawing 1 presents the approxi-mat
The study area consists of wooded and agricu
individually owned tracts of land.
The agricultural land is presently used for pas
livestock feed grain. Wooded areas generally
hardwood and pine with an under -story of small
'S Highway 74 and
r outside of the
site location.
areas on 8
Ere and producing
,lonsist of mixed
-ees and shrubs.
The topography is nearly level (0-2% slopes) along the alluvial
areas adjacent to major streams to gently sloping (2-8-W slopes) in
most agricultural and forest areas. Relatively small areas of
steeper sloping soils (8-25%) are present on the uplands adjacent
to small streams and headwaters.
A

A soil scientist advanced hand auger borings at tl
to observe soil properties which limit wastewater
properties such as texture, structure, type of cis
or groundwater, and horizon development are p
estimation of soil permeability and loading rate
data from the soil Conservation Science (SCS)
observation of soil properties in the evaluation t
criteria.
In -situ permeability tests of selected soil horizo
in the major SCS soil 'mapping units encountered
compact Constant Head Permeameter (CCHP) was USE
tests. A description of the CCHP is provided in
M
Z
R
proposed sites
rigation. Soil
( depth to rock
-tinent to the
Soil science
Lpplemented our
estimate design
�were performed
the sites. A
to perform the
he Appendix.
reed at the site
Chewacla soil
the following
2.
*e well draihedj
4 able soils (.6
'Z�hierod from fine
kit loam surface
30 inches thick
textures. Soft
6 to 40 itchos6
- ches.
-ies consists of
able (.06 to .2
Ate, slate, and
rhese soils are
and are found on
)wer side slopes.
cram topsoil over
6 inches thick.
Lnd consists of a
,k is encountered
mmediately below
about 1.5 to 2.5
,nq months.

3.1.3 ChewaCla-So These so
A
poorly drained soils found on flood plains of or(
Generally, flood plains are not considered to
wastewater irrigation by The Division of Environs
due to their proximity to surface waters.
evaluation was conducted in these areas.
3.1.4 poldston Soils Na _S of 68C1 This soi
of shallow (10 to 211 inches) , well drained, modf
soils (2.0 - 6.0 inches per hour) that formed
slate rocks in the Piedmont. These soils E.
throughout their profile. Typically, the Golds
silt loam topsoil about 7 inches thick. T1
weathered, fractured slate and silt loam about
Bedrock is immediately below this layer.
3.2 Site Geology
The site is located within the Carolina Slate Bel
is underlain by mudstone and other fine-grained,
past geologic history, these rocks have been def,
that resulted in fractures. These fractures comm
but are also found horizontal to the surface. Th
not interconnect, but they probably are nun
transport surface water, to the potable groundwal
depth of the potable groundwater in the area is eE
feet below the surface. A surficial aquifer (n�
present at a much more shallow depth.
3.3 Site Suitability
The predominant soil encountered at each site
limitation
for
wastewater
irrigation is listed I
Site
1
Cid:
shallow depth to bedro(
Site
2
Badin
slow permeability and
rock
Site
3
Goldston
shallow depth to bedro(
Site
4
Cid
shallow depth to bedro(
Site
5
Goldston
shallow depth to bedro(
s are somewhat
Ks and streams.
e suitable for
ntal Management
) further soil
series consists
ately permeable
i residuum from
a very stony
an soils have a
subsoil is a
inches thick.
which typically
ease rocks. '.Tn,
me d by stres*es
Lly are vertical
;e fractures may
'Ous enough to
r. The average
Lmated to be 120
potable) may be
ind its primary
LOW:
and SHWT
,derate depth to
and SHWT
As shown in the table above, the primary limitation to wastewater
irrigation at the proposed sites is the shallow depth to rock. In
the Cid (15) and Goldston (68) areas we found that soil zone was
typically less than 2 feet thick.
3

The shallow soil depth to rock means that less
accomplished by the soil before the wastewater
cracks and fractures in the rock and is tra
directly to the groundwater table. Generally,
feet of well aerated soil is desired to
constituents before the renovated wastewater dr
root zone or treatment one. Therefore, the sha
requires a to rate of hydraulic loading so th.
the soil to renovate the wastewater is not exce
The type of rock present at the site is highly
the vertical and horizontal directions. Theref
at the soil surface has the potential to be trar
great depth or to the potable groundwater a
particularly significant because of the pote
wastewater irrigation may have on the groundwa
shallow aquifer or the potable groundwater supr-
4. 0 ESTIMATED HYDRAULIC LOADING AND LAND AREA
A characterization of soil water movement is
design of a land treatment system to develop
calculate the amount of land required to
constituents. The rate of soil water move�,
percolation) is usually determined throng
characteristics such as soil moisture availabili
requirement for water, and permeability data
soils at tho site. The drainage rate is then u�-
monthly hydrologic budget. For the purposes
study, we used conservative estimates of soil
obtained during our field study. These value-;
Table 2 in the Appendix.
During land treatment all applied waste must i
surface, thus, the only pathways by which waste
are evapotranspiration into the atmosphere and
through the soil profile. The hydrologic I
treatment system is formulated as:
P + W Et + D
(water applied = water loss)
Where: P = 10 year return precipitatj
W = Wastewater loading
Et Evapotranspiration
D Drainage
4
,�eattent will be
.ehtially enters
aitted or piped-
ainim= of three
.eat the waste
is away from the
ow depth to rock
the capacity of
ractured in both
e, water applied
.fitted rapidly to
ifer. This is
ial impact that
r quality of the
aecessary in the
oading rates and
:rent the waste
.nt (drainage or
specific soil
r data, the crap'
btained from the
d in developing a
. our preliminary
rmeability values
are presented in
Filtrate the soil
ay leave the site
Irainage of water
dget for a land

The design precipitation is the ten-year monthly return period
precipitation which implies that statistically, the design
precipitation for one month will be equaled or exceeded once every
ten years on the average. Precipitation data was obtained from the
Cabarrus County Soil Survey published in 1.989.
Water loss (evapotranspiration and drainage) from an area is site
specific, so it must be included in calculations for irrigation
systems in order to determine the hydrologic budget. The total
evaporation (evapotranspiration or consumptive use) is, the
evaporation from all surface water, soil, snow, ice, veqetation,
etc., plus transpiration losses from vegetation. Potential or
expected evapotranspiration, the water loss that would occur when
there is an adequate moisture supply at all times and the site is
fully vegetated, was obtained for the study area from "Weather and
Climate in North Carolina" bv Hardy and Hardy.
The drainage through the soil profile was estimated from our
permeability tests of three soil types, and soil moisture
availability research performed by J. Fulton Lutz (Movement and
Storage of Water in North Carolina Soils, April, 1970). Soil and
site characteristics were also used to estimate the vertical and
lateral soil water movement. We estimate the monthly drainage rate
to be approximately 3.5 inches per month.
The objective of establishing an optimum drainage rate is to
maintain good soil physical and chemical characteristics and to
promote vigorous plant growth and assimilation of waste
constituents, while at the same time applying an optimum amount of
wastewater. Thus, the optimum drainage rate must be established so
that the water stays within the plant root zone long enough for
the roots and/or soil to assimilate the water constituents but not
so long as to inhibit root activity. Considering the above
factors, the monthly, drainage rates are estimated and are presented
in the hydrologic budget in Table 1.
The hydrologic budget indicates that a yearly loading rate of
approximately 20.59 inches/acre can be applied to the soils mapped
at the sites. The average weekly loading is calculated to be
approximately .4 inches/week. Based on these estimates of the
-monthly drainage and resulting loading rates, we calculate that
approximately 327 acres of wetted land wit_l. be required to
assimilate the hydraulic load. In addition, we estimate the hourly
application rate to be a maximum of .25 inches/hour.
5

The wetted acreage does not include the required buffer zones.
Buffer zones are required by DEM along streams and ponds, property
lines, and around dwellings and water hells. Generally, the
requirements are:
Surface Watery 50 feet
Property sines 150 feet
Dwellings 40 feet
Wells 100 feet
In summary, each of the _ a'es we studied appear to have moderate to
severe limitations for irrigation of wastewater® The limitations
are primarily due to the shallow depth to rock. We do not rate any
site as relatively more u,-,table than another site because of soil
related parameters... We suggest that site selection be based
heavily amount of buffprs required, availability, price, and
remoteness rather than on soil mapping differences.

TABLE Ii
YDROL G1C RALARCE
.AP
T(m� OF MRSHVI LLE.
L.kW EMGI
EERIl
G J06
7�AI
PROJECT 1kFi
KAT I
O TA RESULTS,
DESIGN
FLO4 x
500000 Vd;
LEPAREA REWIRED
26.43 acres
-0.0,01e69
RG{
AR-AGEIAKLY L pkV Y
0.0i t84sjAsc
C ER.AT1t EATS-
3 5
EFFLOEEXT
AVAILAAHLE
1.71 i tr
SOIL TYPE wClE
,G0LD5TN
PRECIP.
D TA ICAFIARRUS
(3)
(5
(4)
(1)
(2)
PRECIPI
ATIN
+ EFFLUENT
APPLIED
m RUROFF
+ EVAPOT SPIRATIO+? + ORAIRAGE
DATER APPLIED
ATLR LOST
1
2
3
4
5
6
7
EFFLUENT
EFFLE NT
EFFLUENT
EVXP,
DRAINAGE PRECIP,
RUNOFF
APPLIED
AVAIL.
to ST TAGE
,N
E1mhts)
Onchts) (i rc hes)
Tinch e sl Finches)
irchc-,)
sinuses)
JAN
D.93
3.50
4.26
4®43
0,60
1.71
1.12
FEB
1.4Q
3.50
5.60
01,56
-0.14
1.71
1.71
}BAR
2.48
3.50
5.42
0.54
1.10
1.71
0.6
APR
3,30
3.50
4v 8,8
0.49
2.41
1.71
-069
AY
4.E4
3.50
4.34
0.43
3.93
1.71
-2.22
jU'R
5.10
3.50
5.94
M9
3.25
1.71
-1.54
JUL
4.%
3,50
6.59
0
M3
1.71
-0.t2
AUG
4.34
3a50'
5.39
0,:54
2,99
1.F1
-1 23
SEP
3.00
3.5E
4.55
0."
2,41
131
-M9
Oc 1
2-17
3,50
5a41
0.54
0.m
1.71
M
RUB'
1.20
3.50
4,M
0.44
0,79
1.71
0.93
DEC
0.62
3.50
4. &S
0.47
-0.0,7
1.71
1.71
TUT7.k.
33.84
42.00
61.39
6.14
20.59
' G.5t
0.24

TABLE
SOIL
PERMEABILITY
TEST RESULTS ;
TOWN OF MARSHVILLE'
LA'S' ENGINEERING
JOB
NO. 472- 1-01
SATURATED
TEST NO. LOCATION
SOIL TYPE
HYDRAULIC
CONDUCTIVITY
1 Site
3 Parcel A
Goldston.1
i/ r
Site
3 Parcel D
Goldston
*03 /r
dir
3 Site
4 Parcel A 1
Cid
.04 in r

ILL
�a
�.,
s73r SA
iD1'f c„ A
�:.
4
LOW
y
+I
w
�
1
p
MARSRA$ UE
NORTH
LAW
ENGINEERING
L I H
NORTH CAROLINASite
DRAWN- NC DOT
DATE:04/1,7/92
Location
Proposed Spray Irrigation
DFT CHECK:
SCALE: NTS
Town of Marshville
ENQ CHECK:
NO.
Law Engineering fob No. 472-07641-01
APPROVAU
DING NO. i

kSTE WATFR SYSTEMS
d
C. APPENDIX J
"PIERC-RITE"" WASTIC WATER DISPOSAL SYS
h1R�,'_)_CE,,S_S_._ DIE-8-C, 111 FILL QN
(FLOWS MORE THAN 5, 000 G. P.D. )
The- unique fi.itering technique employc-,�d i'n the "Perc­
will accommodate virtual.ly alny type of tre-,atix
anaerobic, aerobic activat-ed sludge sysLems, mechz�
plants, lagoon type treatment, or oxidation ponds.
from the treatment process of choice is discharged th
,
surfXace dis-t-ribution system.
The filtering system is, operated by a sensing swito
dosing tank which is, gravity -fed from t-,he tmeatmmb,
ponds. The treated efflue-n't is pili-tiped through a serJ
The -filter: configurations are modular anc-1 c.,an
according to needs. The automated back flush, syste,,,
by a computer and can be activated by -time, cal if-fercn
or manual ly , While one filter is being flushed,
procedure cont-inues with no loss in flow through -1-1-1i
f1ushing procedure lasts abc,-)ut 10 -- 15 seconds per
eight, to sixteen gallons of water. In case of -1
tmit, filtration and f1tishing procedu-re of th(-:th
continue,s while the faulty, unit can be repai3_-ed.
from t-11ie, back flush is piped back into the., treatmc,-,a:
In the even't of a power outage or ,-i high water
dosing -tank, an alarm i4ill activate and !� ii-rm 1. tane oi,a:
center, will be notified %ria phone 1-ine through a ce,,.
After passing through the tertiary filters, the trez",
is then discharged below the soil surface -thrcc,
chiemjca,l resist_-MJ, pressure compens�ating "drip" I),-,
construction of they "drip" tW,,)_J,ng is uni,que in that
an exact amount of pica Le:r_­ (Jischaal-ged from each of lt�,�
i1.1-s enti-c-e lenguh, The tmique Ctow, paui anc.l
""Perc(oRite""_ -
DISPOSAL I L 1 10
3B6 LILBURN INDUS-FIRIAL WAY" - LJLDURN(-,"',A 302,
FAX: [phone]-B00--82B-9C,,
-Lel''rm System
it- process,
c-al package
"he effluent
ugh our sub -
located in a
't vesse_,.�:, or
s of filters.
-men amplif ied
i s mot,),i tored
Lal pressure,
Tie f iltering
system. Tl­ie
1-ter and used
au_Lty f ilter
11 f ilter unit
'lie discharge
Plant.
1-i-tion in the
y our service
rE,il compu-t-ler.
d waste water
tca rail,
a patented
Tihe
provides for
nd 41-1ters al.olig
(-" mar -1. y Sett, f -

Process Description Page 2
cleaning design resists clogging. Because the water is distributed
at a relatively to rate, large quantities of water may be
distributed over to periods of time without saturating the
surrounding soil thus eliminating the possibility of run-off.
The dripper, lines will automatically flush via the controller which
will open the field flush valve allowing the flushed effluent to be
returned to the treatment tank, The duration of this cycle is
three minutes.
When this improved system is used for di. stributi.ng waste water,
there are no visible indications that the installation site is
being used for such purposes. This treatment and distribution
system will permit waste water disposal in land areas that are also
used for other purposes such as parks, athletic fields, groves,
highway rights of way, and even greenbelt areas around office
buildings, trailer parks, apartment complexes, or residential
subdivisions.
For existing or new treatment facilities - residential, commercial,
industrial, or municipal - our tertiary filtering and sub -surface
distribution system can be a viable alternative to land application
techniques (spray) or direct discharge to streams, rivers, or
lakes.
Rev.: 01-30-92

wNstoml..
ID
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mawra.0 � _
,
vow> aa�a'ow.wrv+m€Ra+m€xia+v...rrairswvwa++ 'mi+as mtw .+ ,.�+
^.w. • .e�...r+ds. r .,....�w, a.� ww em�wr�' .a �,m"� .. w. �tv aw; ✓'^+..«;ea a l�;r '_ _ _.. .�-; �u....._ _:... � �.
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t.
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Table IV shall be used in determining the Li ng--t rv, acceptance rate
for drip systems. The long-term acceptance rate shall be based on
the most hydraulically limiting, g, naturally occurring soil horizon
within -two feet of the ground surface or to a depth of one focal
below the trench bottom, whichever is deeper.
TABLE I
I Sander Sand p.
(With S or PS Loamy Sand
structure and
clay mineralogy
II Coarse LoamLoams Sandy Loam g
(with S or PS Loam,
structure and
clay mineralogy)
III Fine Loams Sandy Clay Loam 0.15
(With S or PS Silt Loam
structure and slay Loam
clay mineralogy) Silty Clay Loam
Silt
ITT Clays Sandy Clay' 0.1 0.05
(With S or PS Silty flay
structure and, Clay
clay mineralogy)
The Long-term acceptance rate shall not exceed the mean rate for
the applicable soli group for feel service facilities, meat
markets, and other places of business where ace umula tion of greases
can cause premature re failure of a soil absorption n ryy t m_. Long-term
raa
acceptance e rates up to the maximum for the applicable soil group
may be permit -Led `car facilities where data from comparable
fac i.l.tties indicates that the grease and oil content of the
effluent will be Less than 30 mg/I and the c:laemical oxygen demand
( COD) will be .less than 500 mg/ l ,

CHART ", GUIDE FOR USDA SOIL, »I° XTURAt, t,l,ASSI iCATION
1
Using Materials I-Aiss Than Exampleof Use:
12,0 1-ram. in Size. If Approx, A sail material
'IQ`; or traorat of the soil ~� *" » with % clay,
Material as larger than v "Y 0% silt and
2,0 mrn, the. texture � �� »"»r� � 55% sand is a
testa includes as 80Y � � f ".. clay loam
modifier, Exaarnpie
rtavclly Randy loam
Y e r »
_
's 6 Y 0
1p
°N e
Y
5
a
sandy *..s 5- w� W.� M v clad
clay
40 +WmYYrv+ » r e+
pj W ^'NN`e YY TY €T Y eYX ♦1^Y'F°YY+'r ry•q-r-^
m +. latiq v 7
Clay Yr Xx v a y. A "Y r 1(i"7e3V 8tg r }
a
','-'clay I rrt t7 a �
30
sandy clay Tara
c,,..
" j.loarn
If
y sandy 9a
cian
sand sandYSr's r r r 4W A r llY
r
rr g
,r
... w _ . , -,.
CPO SO 1 � 7
percent sand 'Id

uw��s
TechL*Ine�" SelfunClean*Ing,
0
PressuremCo paensating
Dr*ipperl*ine.
e:
ot� �dse and dependable c..crrrt €;rrre.cl, crrrc} j)rcryc,cw c onst r ic:-
independent preSSUre-compen- hoer '+seines high reliability and
` . sating tr7 c,h rrtr ni, plus �� � e.r��_ �trr��tallrrtirrt�.`l he clrifr �zt.
�
yA k(yr y pt } y 1 the
inside
Y\.�stio"1�c1ive free-floating iss tka "gi dited into the .
1
diaphragm. of tl.fF tube. Both [lie hrhi110
manu-
Features & consistently fact+rred frorry high quality syn-
iit healthy thr,ii,,, elasL niers to withstand
r��
• Installed above or � � � & �� che.irlicals and fertilizers.
elow ground for irrigation � lr:r�c v<�tiv� designerr superior
cif hrcrh and flower rear € trrral�r als ctvrrrprrt r°i c5cl rrrarrtr-
• Fully pressure-compensating� ��� ���� facl-uring rind tight quality con -
design fr�car r `-t Phi - tic l r akc this highly
�� 7,
�va
rrvvum re mn-lc�rr�r�ied work- tlrow,tlr�" l�c��� � and ��� ,�.�:itl��S1-
• Unique flow nth and contin- resists Clog- f t4ro Netafir�r's
cr r ly self- earring design grog problems. j,a Inanufactur n
� resist clogging v � continuous self- �r �� � w. R.�tvariation
• Easy, to install and design cleaning Tn chantr;m is factor
n vv systems built into the c iaphrag]TI.
" Simple to retrofit existing filtration system on each
sit*fcm s driller keeps dirt crrt. Flush
u
•
t
Flexible tubing adapts to any cycles are automatically 4
9 "s .� a
bedding area shape actuated before �rr�d after is tire'
Netirn "chLirv' is thy. rrrrgticrn_ etirru s unique 10
y
result of years of research and design helps rate cant root rrr Ohre
development, in preSSL1re-cOn1- intrusion. And, dripper spacings in li try for
pensating dripper , To assure of IZ" l ;' 24'," and 36"" provide lire SSLIR,� conrf en —
uniform, ocrfpert; this state -of- use in varlous soil con iti rr , Ilg dripf ei- its
the-rrrt irrigation f;rc cicrct rrvccrr- The systems' sturdy, self- to value is rr mere 0.()3
G � E€tea 3t ¢r: A €r3".21 ��18 N art; - ""xr v, ���l�rGilonly tr, I 21l k
4 a _1 at1,9 FAX,�;.1. F t nt he.. t"Insprin Ct k"SysteM l .,. A�. e'?' , ,AN e 2 . �k

Compensation Dell Labyrinth Filtration
�t ,.
. a tube
._y r
3
Y i k
r
I A
k �
Recessed Chamber
r,t i i5
Dripper Outlet
Diaphragm Retainer
Diaphragm
..� .,.
CROSS SECTION � � �� � � ����� Techl ine"Water Passage Dimensions:
The dripper s water itnlei is pisilttarir`,-t:i � Ripper � n�ptrh Width Length �
sir that free flowing aaa ter entens along ��� �r € ����yu
(ape) 1 4
the center of the pilaf this approach keepsair
sediment out, espE'r::C al=ra bt tart en opera- 0 610 �
tions when no water is nowing through
ilre Syste . KEY SPEC[ 'ICATIONS lc--hl me � )< "-- Maximum recommended
lateral length an fiat ruound (it.)
11reSatrr"e compensation begins when Dripper Discharge: 0.61or 092 GPH F -- ._ .._._.__
ri pet Distance Between nrippers _._.._.
srrprply pressure reacIles 7 PSL At this Pressure f".ompemsallo i Range- r` to 7111` i
point, the diaphragm responds to varying Dr pperlirie ie.rriet r � D art ie rip 24rs
pr` ssur°e b regulating t1�e diSchirpi tlyy,_ t1.1yfl�r; 11� {1. .,.'. 5 � rFT ;r .t �2iw Sri 1 �.. '
25 3 "a 24s 0 , d eE:
opening in the compensation cell and Dripper Housing Sire: 1.61 L x 0.4 "W x —3s �u58 4,1a pas 512 � era 70(
C`t at?rry c: Grt tr=ri" 1==ers?r,e differentifl 4 " 1' 45 4t2 313 , 534,1 ! rf� 140 564 1025
across the labyrinth ripper
1' [ t r....."..... �issr e.aansi eaa asi e.a
rarcnar � e n r cs a�
t1`liE 6i the lacCtr� b'rrr 4 41 t rt�9ittal is tale GPR r .. ". _...
-------
reached, tliu tluaphr i liia Stabili es. Since
Gripper discharge rate us. pressure
tiie fiked passage 1ralarr rtsi is always
cubic C t to this 13rt'SSL1rt.., fkAV rate Stays ii 9
-- I
t.oNtant. I
esr...�
Farticlrs that could clog the dripper`
r e _ rw u.
create, )raae.�r ;�trs,�,irr.{� .�i�l pirr�h hasp
the diaphialgin, initiating a,contirruously R.a
leaning and flushing anion to clear
the rill rriatiratl cham,trr r f Eo pirill is pre- _ ".._ 1 1..._.._.._
3'.ist it and the fC.,H nrm,.iinal flow rate' to 2e 2e 40 50 60 7e
is quickly restored. PRESSURE r@ rr
I'I' I"I1° G S FOR `l'ECItUNET", DRII'I'laI' RLI E
A, 15011 2AVA ADAPT aE C' F11r 1 1 -t 1-3rit` 20 t'' I,Gi',OW 12-11
D, MALE `t1:1AVIEtl C11 `, lfl' i 1211 3i11t11 1, N91t'.RO I'i~113 N , A1'k:=',1'1ER i2-1 t s„ r
r
MULw
R C Lo 4w

RAM
Multi -Seasonal Pressure Compensating D
x
RANI — A multi -seasonal pressure cornpensafing dripperlineis anot�r
addition to the Netafirn family of pressure compensating products
for the 0,s",.
The press"ure compensating'I is an innovative new breakthrough
field crops,, orchards, and vegetaiales
RAM
assures effective solutions to a long fist of problems facing ra o
RAM makes possible the irrigation of fields which were previor.rr,�
difficr.9lt topographical conditions.
RAM is suited for use at low and varying water pressures and for °r
duality water,
RAM's uniform dripper discharge along the entire length of later f,h
assures uniform, high wrap yields,
RAM, with its proven reliability and performance capabilities, is ont.w r
Ni`A1=1M has earned a ieadirig position in than ranks of irrigation eq.rf
all over the world.
RAM dripper4ines are produced in two different diameter sizes and f
discharge rates:
RAM O.D, -- i'r, I D .57" Dripper discharge rates - 030, r,:
RAM ,," 0,D, 080'% 1 L) ..,. 0 70" Dripper discharge rates - 0,30, C
outstanding
igation systems
drip irrigation for
ra agricrahtrare:
iworkadle due to
.)afion with poor
cif) to 2,500 ft.),
re reason that
-rae.nt in use today
rr dripper
0,60, 1,00 ill 11.

A KA
RAM Dr(ppers
Years of research and dvvelopnrrent Dripper discharge rate vs, presSUre
in the field of pressure compensating 1 0 ....... . .. .
dhppers have gone into the
0
production of Netaf lrn's state -of -the C) ...... ... .
art RAM dripper. 0 8
'The RANA dripper is eqUipped with a
precise and rebable independent 07
pressure compensating rtiechanism
which ensures constant uniforrn 0.5 io i
dripper Output regardless of water
pressure (within the recomrTiendec! O's
pressure levels.
41
The diaphragm responds to varying
preSSUre by regulating the discharg(,, DAl i
T
opening in the compensation cell,
and creating a constant pressure 0,2
differential across the labyrinth,
0-1 t
The diaphragm stabilizes only by 01, 1
I "L A
creating the predetermined fixed - --------
preSSUre differential. 10 20 30
The fixed passage labyrinth is
always subject to this pressure RAM Ih" - Maximum recommended lateral le
differential, and therefore, t!"ie flow Distance between
rate is kept constant. Pressure — — -----
Impurties reaching the regulating (PSI 1 12" 2u" 24" 311
IA7 321 5jP5' 93 48 as 388 1 570 52 T44'
cell, will iristantaneOLISly "spoil" the 25 248, P6 51 ;IEHS�90 739 584 4" I'M
pressure differential, which will lift A5 1135 ", 01 '1 10 "1 Eris 512 f �A,,
i2i
the diaphragm, flushing all the 1 523 4 �L3 _2�1 637 445 '1131
03. -2,
disc
particles, until the fail nominal flow discharge, Nt,42 061 -97 032 0,42 051 1 P.92 i 0321 0,42 0,61 42 0 12i 0
rate is achieved again.
The diaphragm manufacturedfrorn
High quality synthetic elastorner RAM 1/4"- Maximum recommended lateral Is.,
withstands usage of chemicals,
fertilizers, chlorine and acids (down to Distance between_
Pressure
pH2), Netafim's employment of 12" 20" 24"
superior quality materials, usage of 2-S-1 L
I's 509 422 333 253 T3_ 0 79 3 517 _!I 11 0 T5i
�5 '325 LT t 6P7 5 983 777:590 W55�i')
�T` 05�"' 8, 4ii
0
computerized manUfaCtUflng 6 4z�
-ocess 15 M6 626 493 374 1175 768 1135 892 682' 161, ',5
pi and rigid quality control,
824 607 541 411 1292 1075 84 T247 985 7 r§60
gUarantee a highly reliable and Drippef
dUrabie dripper. kdischaqe 02 42 r,61 3,92 0,32 0,42i0,61 1921 032 OV 0,61l K 0332 C4
Dripperline Cross Section
Map) ; vagm Netatim over, the past ten years. Tech
Tube j Because the diaphragm is free a Dr
1 9 floating its action is precise,
OA2
in-irnediate, sensitive, and
at
cantinUally self adjusting,
0 Water entry into the RAM dripper
1.
is thrOLIgh a filtration system,
COTI
designed to prevent dirt particles
unif
a60rr System from entering the water passages.
prv�
a A continuous self-cleanim
MIR
4m
VENOM"
su 60 70
th on flat ground (ft.)
-- — -- --- 60"
011 f 0 52 j 0 12 i 0,42 1 U1
Ith on flat ground (ft.)
Pegs
0,61 i D 921032 r 0,42 i 6F1
cal and Hydraulic Data
Leer discharge (G P H ): 032,
58 and 0,92,
per housing length-- 1,61"
, 0.42" height - 0,26",
dripper pressure
nsating rnechanrsrn maintains
r ,i dripper
flow, rate over
re ranges of 5-60 P S 11
mechanism is activated at the
it pressure of 5 P S I
t, wide water passages
Later Passage Dirnensicins,
etch I Width LerTgth
0,038 0,038 0,76
0052

w.
RAM ' Laterals plead loss along the RAM� lateral (0.32 C�l�H)
40 C 1 r C r 3 T T r.. _ r
The RA i dripper is integrated into �7
the inside caf'the drppperliNle by _,.: .__ L
/{ °
__...,
special
dri rprocess. per ater i leant s situated o3� o„
ewater
j
the upper end of the dripper" (at a� ��_r
height of approx. 0,2 a" from the�
pipe's a alP thus- water enters the era � �� - ��
dripprfrorp an area offree-ftowsrint l t
water- the center of the pipe, e. his
positioning is vitally important, � G
preventing sediments from entering
through the water inlet, especially at
times when water is not flowing � '4
LATERAL LENGTH (FT E
through
operations).,the on (betwoeen 3ar� ua _..L� __.,_._. _ ..__ _.__ _.__._ � _w__ _ ._ . w..
g z._... L _m_ ._ _ 0 00 1200 Brat) 1800 2100 2400 2700 3000
construction of the RAM resulted in Head loss along the RAM 1/2" lateral(0.42 GPH)
high reliability in deployrTlerlt and 40 r_
retrieval and prevents the possibility
of pipe breakage under high
!
.._ . , 1 a..__.....
F 7 --1
pressure conditions,
3E
RAM Laterals Are Produced In Two
4 E
Diameter Rues:
RAC I -- l,i , - 0.57"
Ito _. .,� ._ 1 .. q._... —.
2ti
RAM 1/4"
( o
(wall thickness -- t.04 r")
RAM 1/2" and 3,44" - Hydraulic ulic and
Technical Data
LATERAL EfAL LCNcx rH a Space tFT t
between drippers 2' ".�. _...... . ,...i. �....m _..._. ...._. w _....-
40 0 2", its'", 18 ", 0", 30", 32"48" 300 600 900 1200 1500 1800 2100 2400 2700 3000
spacing available on order with Head lass along the RAM 1/2 " lateral (0,61 PH)
mininium quantity), 40
�r integrated dri r and tarns i � p - � � ( � � 1 1 � pp p'ece
construction, ....
Manufacturing variation factor is
the lowest in the industry for a 30 0 � r i.....
pressure compensating dripper. CV
value of 0.03. _LU
w The pipe, the mechanism, and the ;r ( �_ f± r �
t
dripper housing, withstand chemicals
and fertilizers in cornmon
agricultural use, and harsh field"
..
conditions. 1ta
a 'amide range of connectors permit a �
broad range of assembly
possibilities arid adaptability for � � r [ _ _ a _ _ m � LATERAL LENGTH
fields previously irrigated' by 300 600 000 1200 1500 1800 2100 2100,.. _. 2700 3000
sprinkler, flood or, other systems. plead foss along the RAM Y2 `lateral (0,9 E�H)
■ RAC dripiperpirles are available on 40i. r f t f r .f I r 1 _ n F I
corns of 1,000 ft, or on large reels of � d _� ._r_�,�.'
00 ft...._
20,000 ft and 25,000 for � t �.... r _. _ ..,. ......
mechanized deploymen'tanclSri �r� �, �
retrieval. 30
. T -
E
'4' i
"
20
UZ
tf
i
_.v m,
Note: The following head tress curves have been
derived at 5 rat as rndral¢nrmrn pressure t", i _
at dripperlirrc end, LATERAL LEta 11i (rT,l y€
_ L.;.....i_,-.. k.... ,
300 600 00 1200 i_"O 1800 2100 2400 2700 3000....

"Sku"21NEX
la
I
is Pioneets
oO M a
�r-. . as ,. '."' ""• �+ `r""
w
Advantages f System Utilizing plead loss along the RAM / " lateral (0, H)
RAM i r pperline
One piece construction" 40
permitting highs, varying working
pressures withdlit pipe breakage. f �f..' $
a Long laterals -substantial savings 3Cs .- _ __m..___... � �, ..
in distribution lines arid head �2!
l
controls, onsiderabl saving in-
work hours and in deployment and 20
retreival15- 25 acres/hour.
r� Uniform dripper discharge -the_...u:
dripper mechanism assures ry
uniformity in the dripper discharge rate along the entire length of the
lateral" even for laterals of over 2,500
LATERAL LENGTH H (FT l
ft. in length. This assures uniform �-__ �_� �.,..�_..E' w.. �. >, _ .._. m.e.� e. _...., x , �. ,.
growth and ripening for the entire 000 600 900 1200 1500 16w;.?' 2100 2600 2700 3000
irrigated section, and consequently, Head loss along the RAM /4 " lateral (0.4 PH)
higher yields. 40
0 Resistance to clogging -- the RAC � I �., � l a � � � T `
�
dripper is highly reliable and
durable due to its speciall ( .._...�"`
deslgnetl, sophisticated strilctrtre 3
F
self cleaning capabilities, and short, w+at�!
�, de water passages. � l � � = i �'
Thanks to these capabilities, the 11
RAM can utilize poor qualoy water
for irrigation.
3
RAM enables substantial savin t6 _
a' '
�1_ _.mom_
in the numberoaf central pressure l - _.. ±
regulating units needed, every under l
extreme topographical conditions p ( � _ I.. TERM LEWTla
0
and varying water pressure levels, l.®
High reliability -thy IM``
300 600 900 €200 1500 181110 2100 2400 2700 3000
special technological advantages bead loss along the RAM 3/4" lateral (0.61 PH);
and the high quality rave materials
from which it is Manratfactured ender
stringent quality controi, guarantee � I
onRAM's outstanding durability and 2
lifam t17
P I
Wide range of discharges and V�
spacing between drs.
p g ppers as a
result, the RAM may be suited to
different soils and crops field crops, �._ _�- Id. ,.._ �_ l i
vegetables" flowers, orchards, etc: _
lr
1 _..
NoteThe following head l:�Ss c:rr�ve6 have b0r
d ri
f
'ed at 0 psi as minir111 m rs� Sijre
0 i,,.. .:. _ ,__._ . .—i ..:: ., .:.,f .m....- _. _t.._I.ATERALl�LE 3FIfFr.l
300 600 900, 1200, 1500 1,100' 2100 2400 2700 3000
Head loss along the RAM -3,/4" lateral (0.92 % )
l f , i l 3
tt
NETAF
IMT14IRRIGATION INC,
iyE {
rV
30
MM Wel '0t WICA Rd «# t ,S'm n= N Y. 115,50 -4 d
R T"t*[
WOO 1 cuss Offs e E ,-a c
Tn 42 31 C5, `elk (09 44 W..s....... ,
Southeast Oft"re 378 h Doug1 tY ,Y � >, . 'iaat, r iY
1 "6 63 re" (4els28e
kdorYhwrsF Oti=ee ,rYO k+'%earuedtnws r}«= ,.a So .mdvo, t,u 35352, 1 .. . .. _ .
Te! {5031627 2626 = Fax, (609) 62 5,6s i 0 � - - �
t9riveest OEko � Yfa } Sy('a ltm i a^: Au oa . t 7tn�. �
1'e 8' 17) 820 292, Fax. (708) S.t 666S
r.AiFriAF LENGTH(FT-.
300 600 900 1200 1500 1800 2100 2400 2700 3000

At

ARKAL
SPIN-SPIN-KLIN FILTER,
The ARKAL ' Tr,. K €n filter is a
revolufiona r r e,ngine.erin9
advancement in basic tittering
methods. _fne "Spin -On" aystr'rv,
incorporates an IC OUT jetting action
oarasrng the rotation of the filter rings,
wfrrle creating a positive cleaning
torte. fliis feature allows the "Spin-
Klin" filter to backffush with the
minirrrum aMOLI r:Of water loss. This is
an important feature where, water
disposal is problern,
s
"Pig
The Collector Pipe gathers the ornpur e
E water discharged by the flushing
vatves, carayinq it to the disposal site.
Each filter is flushed separately by a
pith of valves the first belrrp the filter
valve blocking flaw to the filter„ and
the second being this filushing valve,
allowing the inverted flow of flushing
water to he conducted 'through an
open valve to the Collector Pipe
The ARKAL "Spin-Khr)" filter can be
p ,sa4rt.hs4,'ff in Wnfik U ations similar' to
those of the ARKAL 2" SUPER and the
ARKAt, 3" TWlN filters.
a t,
�
41u,�
y T
F

I,
Two hydraulic valves are located
at the inlet of the filter
(UPSTREAM).
11
The In et valve rs the san"ie dia-
meter as the filter,
1,2
The Flushing Uve is USSUally one
size smaller than the filter
2
When the flushing action is
triggered, the inlet valve closes
thus blocking the flow of unfiltered
water. After a short delay, the
f'lushingrrrr valve opens discharging
dirty water into the coflector,
f.
The closi ng and caveniing procedure
of the two valves causes a change
of flow within the filter, Upstreann
pressure is blocked by the inlet
valve, while DOWNSTREAM
pressure reverisee the flow of
tM
filtered water back thrQUgh the
Outlet of the filter, Since the
flushing vadve is open the inverted
v)
flow carries accumulated particles
from the filter rings to the
Colleclor Pipe,
4.
The inverted waterflow isdirected
to the center of the filter spine,
which has four supporting ribs,
each equipped with a set of sirnall
nozzles pointed at a tangent
towards the filter rings, At this
point 1wo things occur -
41
Inverted hydraulic pressure
overrides the force of the
compression spring, allowing the
rings ,o separate.
4.2
Water enters the spine ribs,
creating powerful multiple spray f
directed tangenfiviHy towards the
filter rings, This causes the rings
to be "hushed thoroughly, wN�e
simullaneousty prornoting a rapid
rotation of the rings, Impurities tlre
carried away in the flushing flow
to the Collector Pipe,
5, Flushing procedUre lasts I
Whether
approximateiy 10-15 seconds. At f
rnulnj,-
this fusee the flushing valve begins
by a tii
to close and the inverted water
Differen�
supply is cut off. fraternally' the
alternah,
rings are ticftfleried by the
both.
compression spring.
Only then wdl the inlet control In lh�'
valve open, allowing the filtration contri,
procedure to continue. Hydranlic after
inlet pressure is added to the HU"sh",
sphrig compression completing flUSt­W1
the cycle If a P�:
TWOP�
Or)r� ;1
proce
tier, 'Q'„
o,,d indivici or in
s, the filter can be flushed
based Controller or a
'ressure Reader UP) or
by a combination of
isn of an automwically
multiple filter battery, only
fiffler has completed the
ycle will another begin its
ycle.
re Differential Reader and a
used in conrunclion wilh
ipr, whictiever begins the,
first vvill autornafically tUrn
J to zero

VAN GE � . ,
:'.AD
'YSTEM
Y
C
t The Spin- lin ° system is capable 4, The spinning irri vernent of the � .
n - i i n'' l i € t e r s are
of f I I t e ri n =g sit R e v e l s of rings 6s k ar ned out without fncti 3n, e
manufactured from high quality
contarninated water, equallingthe warranted by the multi -spray
dur .131e plastics which are
1 performance of granular depth lubrication applied to the surface
res, slant to chernicrl[s.
filters. of the rings, o
r (,- pact des€gn facilitate
2. The telescopic ":spin -Min" 5 Water lass by firstling is minimal
inst.' ation in a haunters space.
principle, aided by the multi -sprays and flushing pehods snort. � tp f..nrt grarat`ons are rncrCirllar and
1
€ feature and the spinning action �y. White �3&�e filter rs being �liC�d'tl"Ee
f 3 rTrpl4fIt?C� r�Gc7r Prr€� to �
is an hefiltrlC ar1c effect ve filtering procedure continues
nee(::.
clewresu
g
cleaning of thca filter. Nnvoiving a "ndtrRr?1UFr1 lc1`3s' Of
11
3. The flushings to
ThrS ON/OFF feature of each t61te1'
number of related pressure.
unit sasses costly investment in
the valunle of filtered water allows 71 A safety device shuts off any faulty
~yak—s..
for a safe estimate of water filter unitavhfl allowing the
quality 1;2
Th a i no need for pre -filtering
remaining filters to continue to
de .
1 l riptrate..
+ 13 The °' sin-klrrl' concept is
4+
pr cted by patent inun1d ciLlw:
col,itires aroundthe world
SUPER P-2"
TWiN FfLTEH-3"
Mtru.'Urrr Pressule 3.8 kVcrn,7
3,0 kgicrn�'
83 pa s.i.
42 p.s.r.
MaxiMUM Pressure 10 k /crnr
1€; 41rrnt
140 as is
14e p.s.{
Flow Rare frrr Backllush 7.5 cu. rush
, Is Cu, r1 Irl
33 G.tr.m.
83 G &r rim.
0 Recommended Max. Flow Rate 23 cu. rn h
33 cu rn/h
88 G,prn
155 G P.rsr,
General Hiering Area 940 sg c,ra
1880 s't cm
148 sr1 in
333 sg rr1
Flrferl rYµ Volume1�3�'C4t urn
g n
34,,gcu cm
75 cu,in
150 ci.On
t.
Length at Filter. 493 inrn
._.m..�... _. -. ......
88s'I'llM
18 tc, in
34 '!".C, M
Width of Filler herween 200 rain
323 tram
end rannections 7inr
2 Y, in
Durationof Flushing Period 10.15 seconds
� 1e 15 seconds
Amount of Flushing water used 38 titer
ce lifer
At 8 ar and 10 seEonds flushing t3 rM
16 aaai
Frlrering Grades BLUE 40 mesh
33 mesh
YELLOW 80 mesh
80 mesh
RED 120 mesh
120 rc sh
BLACK 140 mesh
140 rn sh
GREEN 200 mesh
200 mesh
GREY `a8nvsh
150 r °s€'
i YVkTt'Ci f„ ; [h4 Ck ..riT; x3�i it7Ci' i � �,'la 3irr tj, a.. ef.�.;y^ thi£' rig ca l;r 4Y kE? tl,t i,
l.. a'"i�lC%'i C£k.➢Pylv(`� brit; �; r?;.,`fir. , is C.. P`.it1 rd c!rb'Y::l4s, t9.,,.4;.
after tile' l ter during the ackf9ush prod ecauve .
Dependant a un quality of water anddlegree of fnesh required
Rlr("
TECHNICAL PLASTIC PRODUCTS
Berl - era, D,N Frnek-Hayarde, 1:5135, Israel. Ter, 912 t, r5533t Tetex:6665 ARK,
L 1L Fax. 97M-751333

ARKAL. disc filters are well suited to meet the demanding filtration requirements of heavy r
processing. ARKAL is the original disc filter The first disc filters were pioneered by ARKAL, a
forefront of filtration technoiogy,ARKAL lifters can provide superior hitrationborn as low as afev
many thousands of gallons per minute with their fully automated large filter batteries.
WHAT IS A DISC FILTER?
The faltering element of as disc filter is made of flat, grooved rings, resembling poker chips
these rings are lightened together they form a cylindrical filtering body. Grades of fritrationdE
individual grooved rings. Presently, six filtering grades, distinguishabie by the color of the
WHY IS A DlSC FILTER BETTER?
• Hghef holding capacity for filtered impunfies. The filtration process takes place thr()Ugho'
resurt, large arnounts of dirt and sediment can be trapped without blocking the fitter,
• Thorough cleaning of the filter issimple nand easy The ring stack separates into individual eii':
core, so that a rinse or spray of water produces a completely clear) filtration eleruent withn,
• Chernical resistance for all Arkal filters is extremely high, Ali filters have 100% plastic pa-
rn,odcl). This means that ARK AL filters are suitable fw- even very corrosNe chernicat app'
assures many years of maintenance free seryco.
• Low head frrsses, even when relatively dirty, result in high energy efficiency for all Arkal
INC.
1�
,try, agrlUflture, food and chemcal
Tiey fornan-i today the leaders at the
lions per rnnute with their 3/4'filter, to
a note in the center. When a stack of
id upon the nUrnber of grooves in the
s, can be achieved,
ie entire v6urne of the cyfinder. As a
grits spurning loosely aFOLjnd a central
SCrUbbing,
n phe water flow path (except one 2"
lions, an(J their dUr:sbte construction
NET-ARK-01
MONUMMOMMOMENNIMM

Filter
Model 25-A-45XXX
W' ARKAL FILTERS
ARKAL RLTAP Model is made entirely
ilastic, suitable for 3/4" pipe lines, It is l
i an integral shut-off valve. The filtering A
ment consists of grooved rings which are
anted on a spine, forming a cylindrical body.
filter is of considerable mechanical strength
and is available in four different filtering degrees.
7!
j
The rings are kept 'tight together by a spring, t'A
seated at the bottom of the filter cover,
The FILTAP model is the only ring filter with an
inverted water flow.
The 3/4" model wrthout valve is identical to the
FILTAP but has no valve,
FR
Model 25-A-46XXX
1" ARKAL FILTERS
This ARKAL filter is a 1 " volume filter for In -line
instailation in 1" pipe lines. The filter prevents
clogging since its considerable filtering area
collects sediments and grit.
The filter is manufaCtUred entirely of plastid;
reinforeced by fiberglass. Nornerous grooved
rings form a cylindrical column, constituting the
filter element. An elastic seating spring keeps
rings together.
Four different filtering rings are available.
These Al models are volume filters for 11/2"
pipelines, Model 25-A-15XXX is of standard
length while model 25-A-16XXX is a longer
version of the same filter, Both are equipped with
pressure reading valves (inlet and outlet pres-
sure), A draining tap is optional for the 1-,/2" long
body filter. Both filters are rnade of reinforced
plastic and have grooved filter rings, resistant to
pressure and solids.
Model
25�A-47XXX
0
Model
25.A-16XXX

2" ARKAL FILTERS
The ARKAL model 25-A-49XXX is a 2" �n-iirre
filter, whose filter eienient is not removed from
the water supply fine. The grooved filter rings are
compressed by a tightening nut. The (liter is
made of reinforced plastic, which is infected
around a steel pipe structure,
The filter rings are, supplied in six different mesh
sizes.
2" ARKAL SUPER P FILTER
The 2" SUPER Filter represents a new development
in the field of plastic filters, The filter combines
mechanical resistance with non -corrosive char-
acteristics to chemicals -- both of which guarantee
a long life performance,
• This model too serves to design large filter
heads, composed of modular 2" SUPER filter
units,
• The filter can be operated manually or auto-
rnafically,
• Its two inlets and one outlet are a feature adapted
for self -flushing operation,
• The tangential inlet promotes the separation and
sedimentation of heavy solids at the filter's bot-
tom, A flushing tap may be conveniently installed
at the bottom,
Six different filter rings are available.
3" ARKAL FILTERS
"The 3" ARKAL Filter is designed for manual and
automatic filter heads. It has two filter elements
which facilitate automatic self flushing. The filter is
manufactured of superior plastic materials and
withstands mechanical stress and high pressures,
The filter is available with two optional inlet/outlet
connections:
Its use,
* 3" Flange * lrrigation systems
* 3" Victaulic connector * Swimming pools
# Domestic instaflations
* Municipal water networks
The grooved filter rings are available in six different
me sizes,
Model 25-A-49XXX
I
49XXX-S/T

ff Model -A65 (Flange)
3" Model 25-A-54XXX (Grooved)
R del 5-A-5 XX-F (Flange)
ARKAL ANGLE FILTERS
"F Model 5-A-5- (Grooved)
A KAf angle filters are designed to trap large
arnOUnts of impurities without 6ogging, Fhe filter
body is made of metal and epoxy coated. The cover
is made of reinforced nylon. Plastic spine and: i oov-
ed plastic filter rings are resistant to .solids and
pressure, Both models may be used as a single
filter, or as a modular head - aUtcraatically operated.
This is achieved by adding hydraulic valves„
manifolds, and controllers:
N;
Easy to use - Easy to maintain * Rugged construction
Model 5-A- ;X -F Flan
4" ARKAL DOUBLE FILTER
Model SiA-..-t(Grooved)
The 4", V-shaped ARKAL double filter is volurn
filter, capable of trapping lame quantities of irnpur=
hies. The fitter elements are grooved rings, resistant
to solids and to pressure.'f he whole filter is made of
a
reinforced nylon. The cover can easily be lifted -
facilitating access to the filter element for flushing
procedUre and replacement, The double filter can
be integrated in automatically controlled filter
heads:
i;
Filtering degrees
Color of Mesh Micron '
rings
bite 1 819
Blue 40 400 *The
XXX in the part numbers
Violet 80 00
Indicates thefiltration mesh
Orange .irl :�>�r
13
(i.e. 25-A45120 is 120 mesh
Brown 140 115
Pink 200 5
Grey 350 45 '

I
SPECIFICATIONS FL -(Flanged)
-(Grooved)
DATA _ _ t r Xnt: t Lg tine E a = Super - Angle r gi� 4Donnft
e rsr pL °irft NPTNPI
_.NPT._ ... M....�_.__..
�
iia.crarlttraenrte ct
Max,ykcarplrig . 2
Reconinnencled :? t 1 2 i2tr i
Max, Flow Ratel ure fPSl) i � C9 t 2ti I 12`3;.____ � i 12h
.�
I�,Mj 27 35 53 i 110 132 17 U 220 :fret
FiStering Area
)ins) 28 1 47 11 Ai 61 iCsro 14E 120 = 20 290
_m... �.
Filtering
Volume (kn�) _ ._1 d ? m._. 7 2`" � 32c J _� 5 � 5 15r, 108 108 216
length of t3 i' to ) ._ ..
8,9 8,8 12 dt €19.7-
23,6 131 31„5
Distance
Between
i 9 °
Connectletns (in) 6 1L 7 2 2 9 i ,.t, T.2 11 171 � ?' � 2 t:
Weight � � CT B8 lbs, 2.75 lies, 3 08 ibs ? 74 lbs 14 l bs 12 lbs i 4 f + 18 lbs 54.6 Fa Ebs, 49,8 lens
F) 7 r ltrs.
Fi€ter tvleskb _
AWcilfci i."fEF'.: EEE i____��.... .._.,.._,_:.
$d `k X X h X X X X i X X
c
.. 120
140X X X v X X X X X X
35t) X X X X X 6 X
Al?KAL,
Filh atorarr Equipment
INTERNATIONAL ONE YEAR WARRANTY
son hereby eertolythat Iheecica4pocrttsup ptied loyourocmpanybyus~.erastester&niourpiarrtandtaawidtowcrrnptyivithvaerequired tech mc asp cificationsstatedtoOur
Contract, They are free of any de felt of workmanship:
Cur equipment is warranted against faulty materials and ivorkmanship for e tteiio r of ortie year as of delivery date
An requests for repairs and for replacements are to be directed to ,esker.
The warranty is subject to an the conditions listed below.
1 SCOPE OF COVERAGES This warranty applies only to equIptnent ansun 10CIrk red or suppimd by Arkal and paurchasert ay the cviginal consumer Ibuyer
2 IDENTITY CP WAARANTOR AND WARRANTEE; The warrantee is extended by Arka€ .o the crighral crarrsurnet/bu of the enjuiprnent#system and not variMerrabte.
a AFtKAL'SWARRANTY LIMITED ONEYEAR WARRANTY: Thearkaleruipmerttistobefreefromdefectsinmatenaalsa,: workinanstilp kinder na,rrrcaluse and service lor,
one irrigation season from the c omplefion of inihat delivery subject to other towels, conditions and limitations des =Ga,":d below,
4 SOME THINGS THE BUYER MUST DO:
at AOUTBNE CARE; You are required to provide reasanable and nec:r ssaary care in accord with Arka("s operating t°ra ac¢6cns:
to KEEP ARKAL INFORMED --if itappears thatiany warranted eqwturrentis no: funkn6onlng properly,prornpt[yfaofalyr'sal'SaiithoriredzapeartFenty=ane°nl,ontRoaaminor
piodlem may help to avoid a sermus problem later.,
a. REPAIR SERVICE,,
a)itadefect inmaterial orworkmanshipiaecomesevoterAdanngt"wan arityperiod.drxial willrepair orat4scrptirsn,ie celtaemalfunctioning e uimnetwwithnewitem
or spare parts of good quaMy" without delay:
d) Any decision regarding replacernent of Arkaf's rm31$uncironincd equiprcent is subject to appr over either directly or ', ough its authorized agent.
E. E1CCLUSIOW The above warranty does not apply to the loll awing conditions or aITircurnstances
a) To condif ono resulting from any significant departure from Adval"s use instructions.
b) To conditions resulting from repair or alteration by anyone otter than Arkni or a person duty aulhorized by Arka ,,., des such repair or a4eratio a,
c) To conditions resulting frorn misuse, neglect, or accideril, or which resent freers unforeseen circuma lanees or by ens rather exposure to the eik;nents.
dC To condotions not Involving defects in material or workinanstrip excerpt as otherwise explicitly covered by such
a NO OTHER `rYARRANTIES-- THESE REMEDIES ARE EXCLUSIVE
Un ess rhhervvMse explic€4iy agreed in writing, if is understood that khis is the oladyr written warranty given by Arkal, a= f Areal neither assurnees or authruizes anyone to
assume for it any other ob4igalions or liability in connection with its products. in no event shall ArkrkEbeliable for deaniaetotooperty,lost prolits."srhUrytogoodwill, or any
other special or conseyruentiai da wages resulting from any,befective egtiiprneot or any breach in tine above expre5>4 d ^era, usnlyY
NETAmr"IM"41RRIG"A'"#'Olov"'N 114C.
Main srlfrl:e. 10 E. Mernck.T? i Saasr*.205, Valley Stream IrTY i seifo 0 Trm=t 1s kC>h rt, r .R>c.�11
Tele,x,?15t3tBa2 NETAFrro VSTK1 s Frix:. IS1: y 82 _5.444P
West Coast Cpfice..r"+d.3 k` Fresno, w ref ,kutai ws„?.:.,ir' u f T
CA, E3751. W Fix (run) c eve i
Soallreast Office: 548 N Sir igat' revs. Aliamkknie Scknna s, * Tel (.^C ) 83-6V
FL 32714 . Fax {AUrJ fr",;t 2a:
Northwest Office: Seto oieados Crewe Sc SiOnland WA 913355 r rib 'aosi 5 - 6s
* Fax iS0511 err'J a.st.
t

_RKAL FILTERS---- 1 111
ARKAL FILTER APPUCATION RECOMMENDATION CHART
F' itek 1^ '.Pride r 7 F ter 7 5' Filter i i ,' Firle, y(!;t^cy€ � k".kt�,t d 2 aak{�rtf fat{�pr � Ara�P F3 � � t"BUYt�• � A€1�,}fr� Ff,e � s Doi F #1�ir
inn Vol
(cu. im) F 27 27 it 55. � V4 1(F#} tdB 106 21f� 5 I
,
Pair rxn Area
[ ra.arz,) 4 a5 1 108 1465 2 203 �rp i
Fww Asia
13
4p
•'fir � ..�_,..,..__,® �,...:.�_a_....._�.....,. ,.,....d�...�..., ...�: _�...�..m.a., .�._...___m._,..... _._....�.�...�.._.�. � _.
17
23 3,24
26
AG C) ` 4 _
35 2.30t2� x,
' 360
0,55 6 D;30
1 0.61
0,44 'fl£a
338 € i t , 3 fl.95
M _
132 2,13 0,73 1.37 0 73
154
016
176 .4
OM
242 1,47 1,32
264
308
,
1
33 a ' °�;`
al
.2.
352
NOTES: 1. LOSSES SHOWN ABOVE ARE; FOR FILTERS WITH 140 MESH ELEMENTS TESTED Its
AVERAGE WATER; CONDITIONS, HIGHER MESH RATING WILL INCREASE LOSSES,
UCH NOT "OVER -LOAD" FILTERS. IF WATER VOLUME 08 QUALITY IS VARIABLE OR
QUESTIONABLE, CASE LARGER SIZE FILTER.
3. WHEN FILTERS ARE USED FOR MICRO -IRRIGATION SYSTEM, REFER TO EMITTER
MANUFACTURER'S RECOMMENDATION FOR MESH RATING.
_egend: " Definition of evader to be filtered
veto Och, pond, take, or reservoir wa1:Ieer
*t ief,rartrorri^ haswurr, Ara€e1 t uisarS rxpm€:nce rlraiy.
we" water, conks irimg Sand only
„ „° Municipal l supply Fill Icsy data shown for 140 Mesh t: e ntrin

dr6 cr p
Rgp
.:
�mTkr iC {
fetiul An 5 a F ear i'„%PtA t ci1� E ' � A -fit._ SAIhaat m— p A' �"
,-... k ast�v INI
nµt"+i `I �
`4.�
e r b a
,_..,,< ems"'• u°
m_ k a ,i35Y R r4' ieavep ax,,,,' �4 R ) it
� �W k� ri< yp
r ��3 � �.�"` . k�w�n C;rcrv� ding ✓,.' .
r, RMr eS Ce � v
29A cytkw3P P�9aks9�r,i8
Gam�GamP= '
,�' a .✓ € , �., ft K`� �# tl
M h•.,,v'i .art �lte"l``*..;,,,,, ( 'a
g ^y yp{ !"A#serltakmxa - t,TAX
'':;.,. '
r �a
Nit
A Maur, 6leAsnF
It I
Sh
A, �� i3' c r cr cracn�
OW
.. f ".-. � ..v ,: 3• ,':' x- B.Sam arcs
I
s
<
`�� u
sa
Stan„el ACwe`
mint XHI
WS
� i„ "� CAS% � 99 ♦A � [�"yy �. � �"1 1,,." } �'y
0 !� Lt �" rr�C kit �
1 ., m:
Pkl'oC
Kul vat,
,-, 83"sat'�"a's
. A a s 0-3
e
<
.0 s
ksa ^
j
coca,EE
r
1�'J_T,
t°
40
" » WINITY M — «
ANY 19 2
�r
Iwo CF'

..
EXISTING
UNION COUNT
PUMP STATION
w CZ-
C.
p.r
f
I
RA
�,.EXISTING
I�
HOLDING POND
i
W
4 TOWN LIWITs% J
BRAN —
LiCK _ - --
EXISTING
EXISTING
PUMP STATION
120,
_ST wl V�fEA"i 4
1 ` 00,
DISPOSAL FACILITIES
MARSHVILLE
f batiid rs.+ L idti2 k§v96@c. Yd.
VIVO "row"Aooceuac.arrr® wc 26"a

(�%t,ris
Ze"
Lanbr-)es'104 1
Engineering Seri 7767'
September 22, 1992
Mr. Randy Jones, P.E.
Division of Environmental Management
Post Office Box 29535
Raleigh, North Carolina 27626-0535
Re: Preliminary EnglneezjLg Report
Town of Marshville
Dear Randy:
Based upon preliminary comments and concerns
Division, we have further evaluated the proposes
and concept plan for new wastewater treatment faci
Town of Marshville. Two copies of our rE
Engineering Report are enclosed for your revies.
return of the original report upon conclusion of
The concept Plan as presented in the revised r
propose a land cased treatment system, HowevF
timing of thin project and the anti cipa
implementation of the revisions to the non-discha
2H.0200), we have amended the proposed treatment
treatment of all wastewaters to the degree necess
application to take advantage of reduced buffer r
dedicated sites (50, to dwellings and 150' to pri
The use of a single train flow equalization basin
are proposed for economy of construction and ar
basis that maintenance of these hasins could typ7
without taking them out of service and spare set
will be maintained for emergencies,
To address the concern regarding alga breakthrough
compliance w i t 11 the suspended sol, i ds I imi t
investigated other plants with similar process and
inAnsion in the process of a flocoulant additior
fol entrapment of these finer solids on the filter
have Proposed traveling bridge type filters, two
uniform backwash flow and avoid the expense of a s
M Eat B0Ae.Vafd
Chadotte, NO 28203
704,376 7777
!xpresled by the
treatment process
ties to serve the
iced Preliminary
would appreciate
our review.
ort continues to
in view of the
approval and
e rules (15ANCAC-
-0cess to include
F for golf course
3irements for the
arty lines).
nd aerated lagoon
justified on the
illy be performed
ors of each size
f the filters and
ions, we have
oncludeti that the
Ustern will allow
In addition, we
ow f or a more
>arate clearwell.

Pace
r,. Jones
September , 1992
The existing pond pump station mill be r furhi:,�;h d and utilized to
transfer prat weather flows hacit to the process. . y adding an
auxiliary chlorine contact basin tiow str am of the five --day pond, we
have provided additional protection against fecal caliform violations
and allowed for disinfection of stared wet weather flows.
The Town Board has scheduled a meeting for October Sth to take action
regarding proce ding with the new treatment plant program. If at all
possible, we would sinnerely appreciate recedipt of the Divisions
review comments Sri r to the rind of September.
If you have any questions, need additional inform tion, or feel that
a meeting would he beneficial to discuss the Rpr drt, please do not
hesitate to call.
On hehal f of the Town of Marshville,we sincerely appreciate your
coop rat ion
Very truly yours,
Dale C . Stewart
CDS.'MS
Enclosures
CC: Hugh Montgomery
Mike Harper
Carolvn McCoskill
Pate l r V

ppppp-
X* C- D-Frf" OF NA'rJ,,"L
AN11
COMMUNITY
'111992
State of North Carolina DIVISION OF
Department of Environment, Health and Natural ResoiN&VILLE Maw offl'CE
Division of Environmental Management
512 North Salisbury Street - Raleigh, No Carolina 27611
James 0. Martin, Governor A. Preston Howard, Jr., P. E.
William W. Cobey, Jr., Secretary September 30, 1992 Acting Director
Mr. Dale C. Stewart, P. E.
Land Design Engineering Services
1700 East Boulevard
Charlotte, N. C. 28203
Subject: Preliminary Engineering Report
Town of Marshville
Wastewater Treatment & Spray hrigation Facilities
Union County
Dear Mr. Stewart:
MEMMMOM
Asheville Fayetteville Mooresville Raleigh Washington Wilmington Winston-Salem
704/251-6208 919/486-1541 704/663-1699 919/571-4700 919/946-6481 919/395-3900 9191896-7007
Pollution Prevention Pays
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone]
An Equal Opportunity Affirmative Action Employer

r. Dale Stewart
September 30, 1992
Page
iter staff indicate that the
streams. If parcel B is
that there has been some
is for wet weather storage
tents is the groundwaters
hare point immediately
ns, it is likely that monitor
tsed upon site visits, The
ails. All wells within 500
mt should be has tht efc,
rovided on
' e rely,
Donald Safrt,
Water Quality
cc: Mooresville Regional Office, Chris DeRoller
Mooresville Regional Office, Mike Parker
Groundwater Section, Jack Floyd
Boyd e
Randy Jones

DIVISION OF ENVIRONMENTAL MANAGEMENT
August 6, 1992
MEMORANDUM TO: Randy Jones
FROM: Chris DeRoller
SUBJECT:relimih r° Engineering Report
Town of Marshville
Union County, N. C.
I received s copy of the preliminary report can July 27, 1992
and your request for comments on July 28, 1992. Unfortunately,< due
to time constraints, we do not typically review information for
treatment facilities until a permit application and permit- fee are
submitted
• •ram ,� .•�-. ., r _ • ,� �s --
`the monitor well results indicate that there is some leaching
from the lagoons. The first sampling showed elevated levels of
'dotal Dissolved Solids ( D and Chemical Oxygen Demand (COD) in
the e downgradient well with reset to the u gradient well. The
second sampling showed high TDS levels again in the de gradient
well COD was also high but not compared to the upgradient well.
The only parameter (aside from fecal: e lif rm) that was shove
Standards was TDS daring the first sampling, however, use of the
lagoons for wet weather storage could result in increased
concentrations of the other parameters in the groundwater. Impacts
to the groundwater should he limited die to the groundwater
discharge point (Lick Branch) immediately downgrade nt of the
lagoons. Surface water (pick Branch) may he impacted.
When a permit application is received, I will be glad to visit
each of the proposed spray fields and provide comments on those at
that time. I did notice from a quick review of the materials
presented that no wells had been located on the site maps. All
wells within 500 feet of the site should rawn ' on the maps. If
no wells are present within that distance a statement to that
effect should e included on the site maps

Page Two
1 also noted that Dr. Rubin'sreport concluded that the sites
had moderate to severe limitations for spray irrigation facilities
primarily a ll bedrock. Monitor wells will
therefore likely be required at m or all of the sites. This
determination will 'made based on the 1visits.
If you have and questions, please advise.
Jack Floyd, Permits & Compliance Unit
BrendaSmith, Regional Supervisor

DATE:
SUBJECT:
cc)
o
1,5
cy ere-.) ct
C�cf e
4 /Z
14
C4
ra /C s t4-1" Om
c
"0 ,,n4 40
I
Environmem,
9 Prot on Racyrjod Paper

Lanb
Engineering Services, Inc,
December 9, 1991
Chris ll r
N. C. Department of Environment, Health and atom
Division of Environmental, Management
919 North Main Street
Mooresville, North Carolina 28115
New Monitoring Wells
Town f marshville
Dear Chris:
Enclosed o of the laboratory results- from U
and upstream and downstreamsamples for the Town
would verb" much appreciate any comments you have f
data.
Based on my interpretation of the samplingresult
appear to be and data which suggests signifi,
wastewater from the ponds. T haverecommended the
another series of samples but delete any testing f
compounds since none were detected in these first
The unusual nitrate level l in Well I coral
samples is likely due to fertilizer storage in o
well, which are deteriorated.
We appreciate ynor cooperation in . assisting us t
work and look forward to receiving your comments.
call if you have any specific questions.
in
a C. art, P.
DCS/mn
Hugh Montgomery
Bob Rubin
1700 East Boutevard
Charlotte, NC 28203
7043767777
0.
7rr
aY t13R.
ode
9
Resources
monitoring well
Marshville. We
ta review of the
there does not
tit leaching of
the Town obtain
volatile organic
kmples.
red to the other
sheds near, the
far with this
?leases give me a

S. A. W. LABORATORIES, INCORPORATED
4424 TA GAT
CREEK ROAD, SUITE 105
CHARLOTTEt N. C. 28208
17048353-3930
December 5, 1991
REFERENCE NO. :
9IK3647-13160
DATE RECEIVFD:
NOVEMBER 1 9 s 19SI
CLIENT:
TOWN OF MARSHVILLE
ROUTE #4, BOX 136
MARSHVILL.E,NC 28103
ATTENTION:
BOSSY PARKER
SAMPLE TOVNTIFICAT]ON:
SAMPLE #1:
MONITORING WELL
#1
SAMPLE #2:
MONITORING WELL
*2
SAMPLE #3:
UPSTREAM
SAMPLE #4:
DOWNSTREAM
ANALYSIS;
METHOD
DATE
SAMPLE
1
2 3
4
CODES
COMPLFTED
CADMIUMt vig/1
0.013
01013 0.014
0101a
213.1
12/03/91
CHLORIDE, mq/1
2.35
2.50 019.15
1.0O
407A
11/26/91
C00, mg/1
29.7
46,15 25.4
138.1
508A
12/02/91
CHROMIUM, m�/l
0.039
01W 0.035
Q-Qa
218.1
12/03/91
COPPER, mq/1
0*010
0.010 0.010
01010
220.1
12/03/91
NITRATE, mS/1
7.9
0108 0.3!5
0111
353.3
12/02/91
AMMONIA NITROGEN, Tngfl <1
(I (I
(1
35012
11120/91
FECAL. COL I FORM i
colonies/100 oils 400
200 Z500
1900
909C
11/zo/91
TOTAL DISOLVED
SOLIDS, -mq/1
417
703 580
1 80
160.1
1) /2!5/91
TOTAL ORGANIC
CARBONS, mq/1
9,0
()wQ (1.0
7.0
415.1
12/04/91
PH VALUE, units
6110
6.94 7.06
7.14
150.1
11/19/91
ANALYZED BY,
S. A, W. LABORATORIES, INC.
N. C. CERTIFICATE NO. 46
N. C, CERTIFICATE NO, 37-IOZ
E.P.A. CERTJFICATNO. 02006
S. C. CERTIFICA E 0. 99004
M HAEL E p
D. ANNE WILSON

i
QA. W, LABORAT ORIESt INCORPORATE
4424 TAGGART CREEK ROADI SUITE 105
CHARLOTTE, N. C. 28208
[phone]
oecemt�er
REFERENCE NO�1 9IK3847-1-1360
DATE RECEIVED: NOVEMBER 19, 1991
immom
TON OF MARSHVILLE
ROUTE #4, BOX 136
MARSOVILLE, NpC. 26103
ATTENTION: BOBBY PARKER
SAMPLE IDENTIFICATION'
SAMPLE
#1:
MONITORING WELL #1
SAMPLE
02*
MONITORING WELL #2
SAMPLE
#3:
UPSTREAM
SAMPLE
#4:
OOWNSTREAM
ANALYSIS'.
VOLATILE ORGANIC CQMPOUNDS
SAMPLE
METHOD CODE
)ETECTION DATE
LIMIT COMPLETEO
BROMODICHLOROMETHANF-v ug/l
N/D
N/D
N/D
N/C
I
BROMOFORMt us/l
N/D
N/D
N/0
N/D
I
BROMOMETHANE, ug/l
N/D
N/D
N/D
N/D
I
CARBON TETRACHLORIDE, ug/l
N/Q
N/D
N/D
N/L)
I
CHLOROBENZENE t uq/l
N/D
N/D
N/L)
N/D
I
Z-CHi -DRO�-:THYI-VINYL ETHER$ ug/l
N/0
N/t)
N/D
N/lD
I
CHLOROFORM, ug/l
N/D
N/D
N/D
N/r.)
I
CHLOROMETHANE, ug/1
N/D
N/D
N/0
N/D
I
DIBROMOCHLOROMETHANEs u9/1
Nio
N/0
N/0
N/0
1,2-DICHLOROBENZENEt u911
N/L)
N/O
N/r)
N/D
113-DICHLOROBFNZENE, ug/l
N/D
N/D
N/D
N/0
1,4-DI CHLOROSENIENE, us/1
N/O
N/0
NfO
N/1)
DICHLORQUIFLUOROME�THAKE, ug/l
Nf 1)
N/O
N/D
N / 1)
111-DICHL.OROETHANE t test
N/D
N/D
N/D
N/0
1,2-DICHLOROETHANEs ug/l
N/O
N/D
N/0
N/U
111-01CHLOROETHENE, ug/l
N/0
N/D
N/D
N/D
I
TR'ANS-112-DICHLOROETHENE, ug/l
N/D
N/D
N/D
N/r)
I
112-DICHLOROPROPANE, ug/l
N/0
N/D
N/D
N/D
I
CIS-1,3-DICHLOROPROPENE, ug/I
N/L)
N./D
N/D
N/D
I
TRANS-1t3-UICHLQRQPRQPENE� ws/l
Nit)
N/D
N/O
N/1)
1
METHLENE CHLORIDE, ug/l
N/D
N/11
N/D
N/C
I
1j1,?,2!-TETRACHLQR0ETHANE, ug/l
NIO
N/D
N/D
N/t)
I
TETRA?CHOROTHRONE, u9/1
NN/0
N/DD
N/D
I
I,),-TRICHLOETHANEl, ug/l
N/DN/
N/1)
NN/r)
f()
I
TRICHLOROLiTHENE, u/
/DN
N/0
N/
I
TRICHLOROFLUOROMETHANE, tag/1
NfQ
N/D
N/0
N/0
1
VINYL CHLORIDE, tfl
N/D
1/O
N/D
N/D
1
)1/21/91
11/21/91
11/21/91
11/21/91
ll/ZI/91
11/21/91
11 f 21/91
11 / 21 f 9 1
)1,/21/91
11/1/1
11/21/91
11/21/91
11/21/9)
11/21/91
11/21/91
11/21191
1 1/71/91
1 1 /Zl /91
1 1 /21/91
1 1 /21 /91
11/71/91
1 1 /21/91
1 1/21/91
1 1121 /91
11/?I/ 9 1

SAMPLE DETECTION HATE
I g 4 L IMIT COMPLETED
CIS-1 t Z—DIGHL `H NE, g/ l N D N/ N /i1 1 1 1 r 1 1
ETHYLENE BROMIDE, ug> I N 'II N/ N N L �
BENZENE, ug/1 11 1/ 1
N CI N/ N/I1 N/r, 11 /' 1
CHLOROSENZENE, u g 1 NOD N N/E) N
1 i� 1 CHLORODENZ ENE tag/ 1 1 1/ 1/ 1
� N�" N�'E� ��f{� Nr'L? 1 1 1 �"� ? �" I
1 0-01CHL RO EN ENEs gag/I N I1 N' N/ N
1 1 — II HLOR EN E j 9/ 1 1 1 1 1 I
N�` �.� N.rC� NI
ETHYL BLNZENEI g / 1 N D N/ N N/
T' 1LVEN , t l N Nd Nl N E1 1 1/ 1/ 1
YL NE, g/ I 1 1 11 1
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ANALY ED
8. A. W. LABORATORIES, INC.
N. � CERTIFICATE NO. 48
N .. C. CERTIFICATE N. 37702
E.P.A. CERTIFICATE NO. 02006
,ETI'IAT NO 99004
hl HAFL ,' ' AN * 1
D. ANNE WILSON

B. A. W. LORATORIESj INCORPORATED
4424 TA5GART CREEK ROAD SUITE 105
CHARLOTTE, N. C. 08
(704)393-393U
BACTERIOLOGICAL ANALYSIS
kBORATORY 10#; 3770-2
kTER SYSTEM 1,0� NUMBER: xx-xx-xxx COUNTY: UNION
kME OF SYSTEM: MONITORING WELL #1
'RE OF SAMPLE: ()=ROUTINE; =REPEAT; 3-REPLACEMENT; 4vPLAN APPROVAL; SzOTHER)
)LLECTEG ON; DATE 11/19/91 (MM/DDfYY) TIME: ?*.53 PM (HH'sMM XM)
ICATION WHERE COLLECTED*, MONITORING WELL #1
�CATION TYPE: ) (I -ENTRY TAP; ZzGENERAL TAP,' 3=END TAP; 4uSOURCEfINTAKE; 5=07HER)
iCATION COOL: --- COLLECT50 BY: BOBBY PARKER
R REPEAT SAMPLE: FOR REPLACEMEN'T SAMPLE:
PREVIOUS POSITIVE LOCATTON CODE: ORIGINAL SAMPLE TYPE: (I=ROUTINE
t
POSITIVE COLLECTION DATE: 2itREPEATI S-PLAN APPROVOTHER
AL14*)
TIME: M ORIGINAL COL[ECTION DATE:
PROXIMITY: (I-SAMEI 2uUPSTREAMI TIME:
3-DOWNSTREAM)
IL RESULTS TO: -TYPE OF SUPPLY: COMMUNITY NTNC
NON -COMMUNITY ADJACENT
TOWN OF MARSHVILLL PRIVATE
ROUTE #4, BOX 136 TYPE OF TREATMENT: CHLORINATED
MARSHVILLE, NC Z8103 NON -CHLORINATED
FREE CHLORINE RESIDUAL: ----------
TELEPHONE NO.*(_-) -------- COMBINED CHLORINE RESIDUAL *_-.-
RESULT" INVALID CODES
4TAM TNAN:T METHOD PRESENT ABSENT INVALID I=CONFLUENT GROWTH/NO COLIFORM
rAL COL IFOPM 301 X ZzTNTC/NO COL IFORM
:AL /F, COL 314 x 3kTURBID CULTURE/NO COL IFORM
rEROTROPHIC PC /ML 4zOVER 48 HOURS OLD
nimbar 5=IMPROPER SAMPLE OR ANALYSI$
REPEAT SAMPLES REQUIRED REPLACEMENT SAMPLE REQUIRED
7E ANALYSIS BEGUN. 11/19/91 TTME ANALYSIS BEGUN: 5:00 PM
E ANALYSIS COMPLETED: 11/21/91 TIME ANALYSIS C PLETED: 5�00 PM
----
#ORATORY REFERENCE NO.! 9IK3847a-BY*.---------
1360 CERTIFIED
-''
1 ------------------------------ ­ ----------------------------------------------------

S. A. W. LA ORATCIRIE � INCORPORATED
4424 TµAG A' T CREEK ROAD i SUITE 105
HA.RL TT I 2820E
I7C143—
BACTERIOLOGICAL ANALYSIS
ECIRATUR` ICE. 37702
TER SYSTEM I f D. 'f NUMBER; —— x x
COUNTY:
E OF YSI'E M MONITORING WELL
PE OF SAMPLE: (I -ROUTINE; REPP:A"T";
3-REPLACEMENT;
LLECTEL1 ON; DATE: l I f 1 i I I M/ Y 1
TIME** w 4 PT
LATION WHERE I LLECTE MONITORING 'ELRL
CATION TYPE; ( 1 EI TR TAP; Z=GENERAL
TAP; 3=END TAP;
CATioN CODE: COLLECTED
BY: BOSSY PA
R REPEAT SAMPLEK
FOR REPLA EMEN'
PREVIOUS POSITIVE LOCATION CODE: ...
ORIGINAL SAMf
REPE TI
POSITIVE COLLECTION DATE:
TIME:
ORIGINAL UUL.1
PROXIMITY: i I oSA E; 2uUPSTREAMS
= DOWN STREAM
IL RESULTS TO:
TYPE OF ' UPPLYI
TOWN OF MARE VILLE
ROUTE #41 BOX 136
TYPE UP TREATMENT
ARE VILLEt NC, 28103
FREE CHL01
TELEPHONE NO.:( ——) ---------
GOMBINED
RESULT
I1VAL
NTAC I I A T METHOD PRESENT ENT ABSENT INVALID
1 U�
T,AL L ?L I ORM ail
«TNT,
CAL/E. OL 1 4 X
3=TUR1
TEROTR PHIC P /ML.
VE
REPEAT SAMPLES REQUIRED
TE ANALYSIS BEGUN: r: 1171 1
TE ANALYSIS COMPLETED'. 1 1 f 1 1
E RATOR"Y REFERENCE NO.91K,3847b-1360
t l REPLACEME
TIME ANAT,.
TIME ANALYSIS'
CERTIFIEDBY;-L
IOC
-AN APPROVAL; =UTHEP1
t1-H: 1
�OU1 ✓°d I NTAKE; OTHER
�AMPLE:
TYPE* TIr-R tUTI1`E
PLAN APPROVAL; 4 T1 ER 1
;T I ON ATE
TIME;
IMMUNITY IT IT i
IN —COMMUNITY IT � ADJACENT
I VATE
CHLORINATED"
1E RESIDUAL' --
.R I ICE
CODES
ENT GROWTH/NO COLIFORM
40 OLIPR
# CULTURE /NO COLIFORM
I HOURS OLD
DER SAMPLE OR ANALYSIS
AMPLE REQUIRED
311S PE U1 ; L1 PM
.OMPLaETED M 5:00 TAM
----------------------

8A4 W. LAdQRA'lUXlt!,'5i LNt;UKt'VKoll�ltU
4424 TA ART CREEK ROADS SUITE 105
CHARLOTTE, N. C. 20208
[phone]
SACTQRIOLOGICAL ANALYSIS
SORATORY ID#;
TER SYSTEM I.D. NUMBER: x x - x x - v,),; Y, COONTY:
ME OF SYSTEM; UPSTREAM
PE OF SAMPLE! ) (I=ROUTINE! 2=REPEAT; 3=REPLACEMENT't 4.
LLECTEU ON: DATE: 1)/19/c,0 (MM/DUfyy) TIME$ 2:55 Pt
CATION WHERE COLLECTED: UPSTREAM
CATION TYPE: ( ) (12ENTRY TAP; ?=GENERAL TAP; 3=END TAP;
CATION CODE: --- COLLECTED BY: BOBBY PAR
R REPEAT SAMPLE: FOR REPLACEMENT
PREVIOUS POSITIVE LOCATION CODE'. ORIrAINAL SAME
2=REPEATi
POSITIVE COLLECTION DATE*.
TIME: M ORIGINAL COLD
PROXIMITY: (I -SAME; Z=UPSTREAM;
3=UOWNSTREAM)
IL RESULTS TO; TYPE OF SUPPLY:
TOWN OF MARSHVILLE
ROUTE #41 BOX 136 TYPE OF TREATMENT:
MARSHVILLEi NC 28103
FREE CHLOE
TELEPHONE NO.:(---,) -------- COMUINED C
RESULT INVAL I
NTAMINANT METHOD PRESENT ASSENT INVALID Ir-CONF
TAL COLIFORM 303 x 2-TNTL
CAL/E$ COLI 314 x 3-TURE
TEROTROPHIC PC /ML 4r-OVER
number 5=IMPS
) REPEAT SAMPLES REQUIREO
TE ANALYSIS BE6UN' 11/19/91
TE ANALYSIS COMPLETED: 11/21/91
BORATORY REFERENCE NO.: 91K3847c--1360
NION
LAN APPROVALE i brOTHER)
(HH:MM XM)
iOURCC/INTAKE; 5=OTHER)
AMPLE;
TYPE: (I-ROUTINE-1
PLAN APPROVAL;4=OTHER)
'TION DATE:
TIME: M
)MMUNITY NTNC
)N-COMMUNITY ADJACENT
�IVATS
CHLORINATED
NON -CHLORINATED
IE RE S I DUAL 'I
,ORINE RESIDNA(-:--- -- 2n!t Aft a a 0 WOW a Kam W*W,4ft= M M
CODES
SENT GROWTH/NO COLIFORM
10 COL IFORM
CULTURE/NO COLIFORM
8 HOVRS OLD
,ER SAMPLE OR ANALYSIS
. SAMPLE REQUIRED
TIME ANALYSIS BEGUN: 5�oo PM
TIME ANALYSIS
CERTIFIED BY;

U. A. W. LASORATORIESs INCORPORAT
44�4 TAGGART CREEK ROADt SUITE I
CHARLOTT-tj N. C* ttZaa
(104 )408�9�ao
BACTERIOLOGICAL ANALYSIS
NBORATORY 10#: 37702
�TER SYSTEM I, D. NUMBER: XX-XX-.,Ixx COUNTY: UNION
'­lt UF 5YSTEM: DOWNSTREAM
'PE OF SAMPLE: ) (l=RQUTIN El -REP AT REPLACEMENT; 4
ILLLT ow DATE a 11119f9l (MM/Do/yy) T I ME
CATION WHERE CQLLECTID: DOWNSTREAM
CATION TYPE, ( ) (lv-ENTRY TAP; =GENERAL TART =END TAP;
CATION COOP: COLLECTED BY -
BOBBY PA,�
R REPEAT SAMPLE: FOR REPLACEMENI
�IREVIOUS POSITIVE LOCATION CODE,. QRlQTNAL SAME
::'OSITIVE COLLECTION DATE: 2-REPEAT;
TIME: M ORIGINAL COL
ROXIMITY! �I-SAME; 2zdJPS'
TREAM,'
3=DOWNSTREAM)
(L RESULTS TO: TYPE OP SUPPLY'
TOWN OF MARSHVILLE
ROUTE #41 BOX 136 TYPE OF TREATMENT:
MAR SHVILLEi NC 28103
FREE CHLOR
TELEPHONE NO,!( ...
COMBINED Cl
RESULT INVALI(
TAMINANT METHOD PRESENT ABSENT INVALID 1=CQNFL
AL COLIFORM S03 X Z=TNTC,
AL/F. COL 14 x 3,tTURS'
EROTPOPHIC pc number /ML 4=OVER'
SMIMPRC
) REPEAT SAMPLES REQUIRED
E ANALYSIS BEGUN: 11/19/91
( ) REPLACE
'EANALYSIS COMPLETED: 11/Z1/91 TIME ANALYSIS
DRATORY REFERENCE NO,: 9IK38476-1360 CERTIFIED eY:_,e
-------------------------------
11AN APPROVAL 5=OTHER)
SOURCE/TNTAKEI THER)
5AMPLE:
:-: TYPE: (ll:ROUTINEi
'PLAN ArPROVAL;4=UTHER)
-ION DATE:
TIME M
MUNTTY NTNQ
-COMMUNITY AUJACENT
VATE
CHLORINATED
NON -CHLORINATED
E RESIDUAL:
)RINE RESIDUAL: ------
GOLIFORM
COLIFQRM
CULTURE/N0 COLIPORM
HOURS OLD
A SAMPLE OR ANALYSIS
SAMPLE REQUIRED
S BEGUN: 5:00 PM

a
Engineering Series, Inc,
a s,.
"a
Chris l er.
NC. Division of Environmental Management
Mooresville Regional Office
919 North Main Street
Mooresville, 115
Re: Town of Marshville
Lagoon Monitoring Wells
Dear Chris
The test results r om the second sampling have been received and
copy is enclosed along with a copyof the first sample results.
very much appreciate your call yesterday and l q1':ared your comments
with Hugh Montgomery at a Town Council gearing last night.
The fecal coliform and total dissolved solids levels wr lower in
the second sample. The COD was also linear but only a small
percentage.
have recommended that the Town delay the next sampling until you
have had an opportunity to review these latest results and make
recommendations on any other tests you feel are appropriate.
We sincerely appreciate your continued cooperation and look forward
to hearing from you.
Very truly yours,
.b
Dale C. Stewart,P.
DCS/mn
Enclosure
CC. Hugh Montgomery
MO East Boucle arcd
adore. NC 283
704 37 ,777

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INCORPORATE*0. A. W. LABORATORiiSi
4414 R
CHAPLOTttt
December 5, 199
REFERENCE NO.*. 91 847-19
DATE RECEIVED: NOVEMBER 19, 1991
LIFE"
TOWN F MARSHVILLE
ROUTE #4119 `
MARSHVILLEINC 28103
ATTENTION.' BOBBY PARKER
SAMPLE IDENTIFICATION*.
SAMPLE 1 > MONITORING WELL #1,_
SAMPLE MONITORING WELL
SAMPLE # UPSTREAM
SAMPLE #44. DOWNSTREA
ANALYSIS:
METHOD DATE
SAMPLE 1 2 a 4 CODES COMPLETED
CADMIUM, v /l 0.013 0.013 0.014 0.013 213.1 1 / 9/91
CHLORIDE, mg/1 2.35 2.50 0.95 1.05 4 7A 11/ /91
COD, m/1 29.7 46.6 25.4 9.1 508A 1//91
CHROMIUMmg/1 0.039 0.037 0.035 0.03319.1 1 /03/ 1
COPPER, mg/1 01010 . 10 0.010 0.010 220.1 1 / 3/91
NITRATE mg/1 7.9 0.08 0.35 9.1 353.3 1 /02/91
AMMONIA NITROGEN, mg/1 .1 1 1 <1 350.2 11/20/91
FECAL � :L I FOR
colonies/100 MIS 400 200 2500 1900 909C 11/2 /91'
TOTAL DISOLVED
SOLIDS, m /'1 417 703 380 1130 160.1 11/ /91
TOTAL ORGANIC
CARBONS, m /1 9.0 (1.0(1.9 7.0 415.1 /04/91
pH VALUE, units 6.10 . 94 7.06 7. 1 4' 'k-1 . 1 1 1 /19/91
ANALYZED Y
B. A. W. LABORATORIES, INC.
N. C. CERTIFICATE NO. 48
N. C. CERTIFICATE 6 . 37702
E.P.A. CERTIFICATE NO. 02006
S. C. L RTI 'II ' . 99004
A L . R
. AR WILSON
„T;:gT7Nr. PnR A RF-TTFP I=NVTRONMENT"