NC0068888_Regional Office Historical File Pre 2018

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HECEIVED
JAN 1 7 1995
F;11,ES ass xt unit
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N.C. DEPT. CF
ENVIRONMENT. N r'
&NATURAL RFc ,s
JAN 20
Special Order of Consent ►Oli OF ENVIRONMENTAL '"A'IAO.EM
�pS4114 BF�ONAL OfflGc
Application
Town of Dallas
NC 0068888
As prepared by
Audwin S. Williams, ORC
Day & Zimmerman UES
Hydro Operations Division

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APPLICATION FOR
SPECIAL ORdER Of CONSENT
RESOLUTION FOR
SPECIAL ORdER of CONSENT
A DESCRIPTION Of TOWN Of DALLAS
WATER TREATMENT PLANT
ANd
ITS PROCESS HISTORY
FINES ANd PENALTIES HISTORY
3CORRESpONdENCE HISTORY
VIOLATIONS HISTORY
PAGES Of PERMIT LIMITATIONS
BOD LOAdING AVERAGES
fOR PAST 12 MONTIiS
REVIEW of DMR's fROM
APRIL '9 3—NOVEMbER '94
5 FOX ENGINEERING REpORT
ON
EQUALIZATION BASIN
GRAphs ANd TABLES ON
EfflUENT FLOW FROM
DUNE '9 3—NOVEMbER '94
INFLUENT CHARTS
SLOWING
INFLOW
MUNICIPAL COMPLIANCE
8 INITIATIVES PROGRAM
REpORT

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ft
State of North Carolina
Department of Environment, Health,and Natural Resources
Division of Environmental Management
APPLICATION FOR A SPECIAL ORDER BY CONSENT
(INFORMATION REQUIRED FOR FACILITIES REQUESTING AN SOC)
I. GENERAL INFORMATION:
1. Applicant(corporation, individual, or other): Town of Dallas
2. Print or Type Owner's or Signing Official's Name and Title (the person who is
legally responsible for the facility and its compliance):
Nicholas E. Vlaservich, Town Clerk
3. Mailing Address: 131 N. Gaston Street
City: Dallas State: NC Zip: 28034
Telephone No.: [phone]
4. Facility Name(subdivision,facility,or establishment name-must be consistent
with name on the permit issued by the Division of Environmental
Management):
Town of Dallas WWTP
5. Application Date: 9-29-94
6. County where project is located: Gaston
II. PERMIT INFORMATION FOR THE FACILITY REQUESTING THE SOC:
1. Permit No.: NC0068888
2. Name of the specific wastewater treatment facility (if different from I.4 above):
3. Issuance Date of Permit: 12-1-92
4. Expiration Date of Permit: 9-30-96
5. Attach a listing of all effluent parameters addressed in the permit, including
limitations and monitoring requirements.
III. COMPLIANCE HISTORY FOR FACILITY REQUESTING THE SOC:
Please attach a listing of all SOC(s) and amendments, Judicial Order(s) and
amendments, EPA 309 letter(s), EPA Administrative Order(s), civil penalty
assessment(s), notices of violation(s), etc. issued for this facility during the past 5
years. This listing must contain the issue dates, reasons for issuance, when the
facility returned to compliance and actions taken to return the facility to compliance.
FORM: SOCA 10/91 Page 1 of 5

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PAGE 2 (10/91)
SOC REQUEST
IV. EXPLANATION AS TO WHY SOC IS NEEDED:
Please attach a very specific detailed explanation as to why the SOC is being
requested.
Please address the following issues:
1. Existing or unavoidable future violation(s) of Permit Limitation(s)
2. Existing or unavoidable future violation(s)of Permit Condition(s)
3. Magnitude, duration and date(s) of all existing Violations
4. Explanation for any existing or unavoidable future violation(s) along with
any mitigating factor(s)
5. Expected duration of any existing or unavoidable future violation(s)
V. EXPLANATION OF ACTIONS TAKEN BY THE APPLICANT TO
MAXIMIZE THE EFFICIENCY OF THE FACILITY PRIOR TO
REQUESTING THE SOC:
Please attach a very specific detailed explanation of the actions taken.
Please address the following issues:
1. Describe the existing treatment process and any modifications that have
been made in an effort to correct and avoid violations of effluent
limitations.
2. Changes made to facility operations such as use of polymers,more frequent
wasting of solids, additional aeration, additional operators,etc.
3. Collection system rehabilitation work completed or scheduled (including
dates).
4. Coordination with pretreatment facilities for municipalities or production
facilities for industries. Identify any noncompliant significant industrial
users and measure(s) taken or proposed to be taken to bring the
pretreatment facilities back into compliance.
5. If the SOC is being requseted for failure to meet permit effluent limitations,
the applicant must submit a report prepared by an independent consultant
(a professional with expertise in wastewater treatment) or by the Municipal
Compliance Initiative program of the Construction Grants and Loans
Section of the Division of Environmental Management. This report must
address the following:
a. An evaluation of all existing treatment units, operational procedures
and recommendations as to how the efficiencies of these facilities can
be maximized.
b. A certification that these facilities could not be operated in a manner
that would achieve compliance with final permit limitations.
c. The effluent limitations that the facility could be expected to meet if
operated at their maximum efficiency during the term of the requested
SOC (Be sure to consider interim construction phases listed in section
VI.4. of this application).
6. Any other actions taken to correct problems prior to requesting the SOC.
Page 2 of 5

I
PAGE 3 (10/91)
SOC REQUEST
IV. REQUESTED TIME SCHEDULE TO BRING THE FACILITY INTO
COMPLIANCE WITH ALL PERMIT CONDITIONS AND STATE
REGULATIONS/STATUTES
The applicant must submit a detailed listing of activities along with time frames
that are necessary to bring the facility into compliance. This schedule must include
interm dates as well as a final compliance date. The schedule should address such
activities as:
1. Request any needed permits)
2. Submit plans, specifications and appropriate engineering reports to DEM
for review and approval
3. Begin construction
4. Occurrence of major construction activities that are likely to effect facility
performance (units out of service, diversion of flows, etc.)
5. Complete construction
6. Achieve compliance with all effluent limitations
7. Complete specific Infiltration/Inflow work
8. Have all pretreatment facilities achieve compliance with their pretreatment
permits
9. Conduct needed toxicity reduction evaluations (TRE)
IV. IDENTIFY FUNDING SOURCES TO BE USED TO BRING THE
FACILITY INTO COMPLIANCE
The applicant must provide an explanation as to the sources of funds to be utilized
to complete the work needed to bring the facility into compliance. Possible funding
sources include but are not limited to loan commitments, bonds, letters of credit,
block grants and cash reserves. This explanation must demonstrate that the funds
are available or can be secured in time to meet the schedule outlined as part of this
application.
IV. REQUEST FOR ADDITONAL FLOW
Only facilities owned by a unit of government may request to add additional flow
to the treatment system as part of the SOC in accordance with NCGS 143-
215.67(b). If a request is made,it must contain the following information:
1. If domestic wastewater flow is requested for residential and commercial
growth, a justification must be made as to the flow being requested. This
flow request must be based on past growth record, documented growth
projections, annexation plans, specific subdivision commitments, etc. The
justification must include a listing of all proposed development areas and
associated flows. The total additional domestic flow that is needed during
the term of this requested order is(0)Zero gallons per day.
Page 3 of 5

PAGE 4 (10/91)
SOC REQUEST
2. If nondomestic flow is requested, a justification must be made based on
actual commitments from the industry. Copies of these commitments (such
as building permits) must be included as part of the application.
Nondomestic flow is only allowable when its strength and volume can be
demonstrated to be such as to not adversely impact the wastewater
treatment system, limit the ability to dispose of/utilize the sludge/residuals
and be similar to domestic wastewater for all parameters that are relaxed as
part of the requested SOC. This level of strength can be either prior to
pretreatment or after pretreatment if the applicant is requiring the industry
to meet the pretreated levels. The application must contain a detailed
analysis of all parameters that can be reasonably expected to be contained
in the proposed industrial wastewater. The total nondomestic flow that is
requested during the term of this order is (0) Zero gallons per day. A
complete breakdown of the business/industries and the requested flow for
each must be attached.
3. The total flow requested as part of the SOC application (both domestic and
nondomestic) is (0) Zero gallons per day.
Please be advised that the actual additional flow, if any, that could be
allowed as part of the requested SOC will be determined by a complete
analysis of any projected adverse impact that could be expected as the
result of this additional wastewater on the wastewater treatment facility
and the surface waters.
THIS APPLICATION PACKAGE WILL NOT BE ACCEPTED BY
THE DIVISION OF ENVIRONMENTAL MANAGEMENT UNLESS
ALL OF THE APPLICABLE ITEMS ARE INCLUDED WITH THE
SUMITTAL.
Required Items
a. One original and two copies of the completed and appropriately executed
application form, along with all required attachments. If the SOC request is
for a city/town or county, the applicant must submit a copy of a resolution
(example attached) from the city council or the county commissioners
authorizing the person signing the order to do so. This resolution must
clearly state that the council or commission is aware of the financial
commitment that is necessary to bring the facility into compliance. If the
applicant is a company,the person signing the application must be an upper
management company official.
Page 4 of 5

PAGE 5 (10/91)
SOC REQUEST
b. The nonrefundable SOC processing fee of $400.00. The check must be
made payable to The Department of Environment, Health and Natural
Resouces.
Applicant's Certification:
I,Nicholas E. Vlaservich, attest that this application for an SOC has been reviewed by me
and is accurate and complete to the best of my knowledge. I understand that if all required
parts of this application are not completed and that if all required supporting information
and attachments are not included, this application package will be returned as incomplete.
Signature )4. /`"' z Vh-v•A‘i)Ze--4__ Date______gs
THE COMPLETED APPLICATION PACKAGE,INCLUDING ALL SUPPORTING INFORMATION
AND MATERIALS,SHOULD BE SENT TO THE FOLLOWING ADDRESS:
NORTH CAROLINA DIVISION OF ENVIRONMENTAL MANAGEMENT
WATER QUALITY SECTION
FACILITY ASSESSMENT UNIT
POST OFFICE BOX 29535
RALEIGH, NORTH CAROLINA 27626-0535
TELEPHONE NUMBER: 919/733-5083
Page 5 of 5

futt
ALDERMEN: Zo of p aiIas ALDERMEN:
TOMMY L.CLINE
'Q.CLONINGER.JR. FRANK J.HOLLAND
dNETH R.HAYES EST. 1863 GEORGE H.JAGGERS.JR.
Mayor Coleen H.Cioninger
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September 15, 1995
Mr. Rex Gleason, T.E.
Water Quality Regional Supervisor
DE1INR
919 North Main Street
Mooresville, North Carolina 28115
Dear Mr. Gleason:
Please find enclosed the Special Order by Consent Resolution from the Town.
Thank you for your help in this matter.
Sincerely,41(0;:t.Al icholas E. Vlaservich
Town Clerk
enc:
131 N.Gaston Street.Dallas,North Carolina 28034-1798.Telephone [phone]

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RESOLUTION
FOR
SPECIAL ORDER BY CONSENT
WHEREAS, the Town of Dallas has a permit to discharge wastewater to a
unnamed stream; and
WHEREAS, this discharge is allowed in WQ/NPDES Permit No. 0066888.
effective December 1, 1992, and scheduled to expire on September 30, 1996; and
WHEREAS, the Town of Dallas agrees to maintain and operate the wastewater
treatment system at its maximum level of efficiency during the interim period of the Special
Order and thereafter; and
WHEREAS, the Town of Dallas has or will secure funding for the necessary
plant improvements in the form of existing funds; and
WHEREAS, the Board of Aldermen of the Town of Dallas hereby authorizes
Coleen H. Cloninger, Mayor, to have the authority to sign and execute the Special Order
of Consent on behalf of the Town.
THEREFORE, BE IT RESOLVED that the Board of Aldermen of the Town of
Dallas request a Special Order by Consent from the Environmental Management
Commission and the Board of Aldermen authorizes the Mayor to sign and execute this
document on behalf of the Town.
Adopted this the 13th day of September, 1994.
(� Mayor Coleen H. Cloninger
ATTESTED:
own Clerk

A DESCRIPTION OF
THE TOWN OF DALLAS WWTP
AND ITS PROCESS HISTORY
In 1989, the Town of Dallas WWTP Permit No. NC0068888 went on
line. The plant is designed as an extended aeration using Sanitaire Sewage
Treatment Equipment for aeration of plant. The floor of the aeration basin has
a series of pipes running across its width that have the Sanitaire large stone
diffusers spaced along the pipes. The entire aeration system consists of three
grids covering 1/3 each of the aeration basin. Air is supplied to the system
using a Roots California Series Blower. Control of air into each grid is
supplied by a butterfly valve to each grid unit.
The plant is a dual-train system, each rated for 0.3 MGD, for a total of
0.6 MGD. Since the plant has been completed, there has only been one unit
on line at a time, although in 1991 because of clogging in the diffusers in Unit
1, Unit 2 was engaged and Unit 1 shut down for maintenance. There is
insufficient flow and nutrients available to run both units under normal flow
conditions. The normal average flow and the normal maximum flow not
associated with inflow from rain can be handled by the one unit that is on-
line. Considering Dallas' potential for the next several years, it is not yet
economical for Dallas to start the other unit up and run it just to handle the
effects of rain storms that hit the area. Current average flow is not sufficient
to adequately supply nutrients to feed the microorganisms into the aeration
units.
Inflow conditions created by rainstorms in the area can create a peak
flow that exceeds the capacity of both units if they were both on line. This
creates a greater problem because there is only one unit on line at this time.
Options will be presented to control the inflow problem later in this report;
however, historical and current problems will be detailed at this point.
At the initial start-up of the plant, the design called for hydraulic
wasting to control the solids in the aeration basin. The scum trough for the
clarifier was rigged so that it dumped straight into the digester continuously.
Considering the size of the digester, the amounts of water that would have
been pumped into the digester would have been excessive and drastically
limited settling in the digester as well as the amount of time necessary for
filling the digester with water and required decanting. The excess amount of
water pumped into the digester would have required near daily settling and
decanting of the digester. This would have proved to be difficult or

impossible under the flow conditions for the digester. Therefore, it was
determined that the scum trough line should also be piped back into the
aeration basin. The option was kept so that under some circumstances the
scum trough could also be pumped back into the digester. Under normal
usage, the scum line will continuously be pumped into the aeration basin and
have diverted the water that would have gone to the digester.
It was also determined that a second method to waste solids was
required. A valve and bypass line was installed on the Return Activated
Sludge line that discharges into the beginning of the aeration basin. The valve,
when closed, would have diverted RAS to the digester in a higher
concentration than what is normally found in the aeration basin. This would
allow more time for digestion and settling because of the higher concentration
of solids that could be sent to the digester from the clarifier rather than from
the aeration basin.
Unfortunately, when the pipes and the valves were installed, the
engineer had placed butterfly valves on the new lines. This was not
discovered until after the plant had been on line for a while. Problems arose
almost immediately. The valves were being clogged regularly by rags and
other stringy debris that got through the bar screen. Several times after being
cleaned out, the contract operator at the time removed the valves from the
lines and discontinued usage of those lines. The plant was modified without
the knowledge of the Town so that the digester, instead of being an aerobic
digester, became an ambient temperature anaerobic digester. The contractor
did this by continuously wasting via the clarifier's scum trough which
connected to the stilling wall of the clarifier. A small notch was cut in the
stilling wall where it connects to the scum trough which allowed solids from
the clarifier inlet to continuously discharge to the scum trough. The solids
were then pumped to the digester. As the digester was now anaerobic, there
was no air being pumped into the digester for mixing. The decant line of the
digester was set by the operator so that it continuously decanted water from
the top of the digester which usually has settled out its solids and discharged
this water back to the aeration basin. This is the way the digester was
operated and solids controlled by that digester from the time the Number Two
Unit came on line until the new contractor was hired. At that time the new
contractor was required to repair and return the units to operation as
designed.
One fact concerning the digester which was not discovered until
repiping of the scum line back to the aeration basin was completed and the
process of turning the digester back to aerobic conditions was that the decant

line discharges its water at the end of the aeration basin where the inlet to the
clarifier is located. This caused one month to be out of compliance when the
digester was decanted containing high ammonia water that immediately went
into the clarifier and from there out of the plant. On the first day this was
done, there was an effluent ammonnia level of greater than 18.0 mg/L. By
itself, this would not have created a problem; however decanting continued
for the next five days under these conditions. An outside laboratory was
employed at this time as Dallas was not yet certified for lab testing, and the
reports were being returned about seven days after the samples were
submitted. This caused an unawareness of the problem caused by the
ammonia until after decanting was done. Once the reports were returned,
correlation was quickly confirmed between the high ammonia level and the
decanting of the digester. Steps were taken to rectify this problem by
controlling the decanting from the digester so that any future releases would
not affect the plant. As a permanent solution, it has been decided to repipe the
decant line so that it discharges into the beginning of the aeration basin. This
allows full treatment of the decanted water before it reaches the clarifier. This
work has not yet been completed; however, it is scheduled for completion
during this fiscal year.
The aeration basin under normal loading for ammonia is quite efficient
in reducing it to nitrites and nitrates. Denitrification is dependent upon
alkalinity which is low in the influent of this plant. Thus, for a couple of years
now, lime has been fed into the influent stream at the rate of 50 lbs. minimum
per day. There have been numerous problems with the lime feeding systems
ranging from clogging of the pump to freezing of the solution discharge line.
For extra lime or in case of pump failure, the operators have been manually
feeding lime one (50 lbs.) bag per day to the influent. Under normal
conditions, this lime addition and the current plant capacity has been able to
reduce the incoming ammonia to a harmless level. As can be seen from the
test data since the Town's lab has been certified, most of the results are less
than 0.25 mg/L ammonia as NH3. There has been a trend in influent ammonia
that is becoming a concern. The influent ammonia has been reaching double
of what the usual averages are. Most times the plant can handle the sudden
increase of ammonia, but on days the influent ammonia runs high for several
days, there has been a noticeable increase of effluent ammonia. As standard
operating procedures pH, total alkalinity, dissolved oxygen, temperature, and
mixed liquor suspended solids are monitored regularly. At this time no known
reason for the increase in influent ammonia has been discovered.

Fecal coliform violations have happened on numerous occasions. In the
beginning these were mainly due to clogging of the eductor by small floating
grease solids that manage to go over the clarifier's weir and were picked up
by the pump that supplied water to the eductor. Normally, these floating
solids are captured by the skimmer in the chlorine contact chamber and
pumped back into the plant. But because of the pump's location, it sucked up
these solids first causing repeated clogging of the chlorine eductor. To
prevent clogging, the pump was first screened and then later moved to a
location where solids were not likely to be. This point is just before the
effluent is discharged from the plant. This has solved a good percentage of
the clogging problems, but not all of the fecal counts can be associated with
clogging pumps.
The chlorine level vs. the time that it is in contact with the effluent was
drastically short in the original design of this plant. Therefore, a secondary
chlorine application point was added to the plant to increase the amount of
time that the chlorine was in contact with the water before it was discharged.
This has allowed us a better fecal coliform kill ratio without having to
drastically increase the amount of chlorine that is used in the system, and
therefore the amount of chlorine that would eventually enter the receiving
stream.
The chlorine level is also the factor that effects the toxicity of the
plant. The greater the level of chlorine. The more likely the effluent's toxicity
level will be to high and the plant will fail the test. By increasing the chlorine
contacat time it was possible to lower the chlorine feed rate. Thereby
decreasing the toxicity of the effluent.
The majority of the repairs required to return the units to normal
operating condition have been completed as of this date. One factor still
causes major disruption in the process control, and it is inflow from
rainstorms. Since June, 1993, the current operators of the WWTP have been
collecting data on rainstorms and their effect on this plant. There is a direct
correlation showing between a rainstorm in the area and an increase of the
influent flow related to the volume of rain released per time unit. The Town
has had in use an inflow abatement program which in 1994 was increased.
While lines have been smoked, walked, and manholes inspected, the major
inflow points have been still been missed. Because of the problem in finding
the source location of the inflow it has been determined that options should be
drawn up to handle the situation.
During the course of 1994, information was gathered and studied to
determined what options were available to the Town of Dallas to abate the

inflow problem. Two primary options have been selected as possible
solutions to the problem. The first option was to adapt the spare unit and
utilize it as an equalization basin. This would allow any surges above what
one unit could handle to be diverted into the other unit for temporary storage.
A review of flows for the past year suggests that under most conditions the
excess flow could be handled by the use of an equalization basin. However,
due to the design of the other unit as well as the quantity of water experienced
after a rainstorm it has been mathematically proven that an overload could
still occur if wet weather was to continue for several weeks, as it has in the
past. Part of the study included operational and construction costs necessary
to adapt and operate the other unit as an equalization basin. The cost of
adapting and operating the unit in this manner is in excess of what could be
considered a reasonable expense to have done. Therefore, the contractor and
the Town's engineer are recommending the second option to the Town. The
second option, while initially costing more in the short term, will save money
in the future rather than operating the other basin as an equalization unit. It
has been decided to recommend that the Town's sewer collection system have
an inflow and infiltration study performed. Based upon this study, the
locations found to have inflow will be repaired.
Therefore, until this study and repairs can be completed, the Town of
Dallas is requesting that a Special Order of Consent be issued. The Town of
Dallas is requesting the following permit modifications to its permit in order
that it may remain in compliance until the aforementioned repairs can be
finished.
Requested therefore are the following limits:
1. Biochemical Oxygen Demand 26 mg/L
2. Total Suspended Solids 60 mg/L
3. Ammonia as NH3 2.0 mg/L
4. Fecal Coliform Monthly Ave. 300/100m1
5. Fecal Coliform Weekly Ave. 600/100m1
6. Other Permit Limitations to remain the same
Also, please consider the following as a possible SOC Permit
Modification for the Town of Dallas WWTP.
That the current Permit Limitations to be held as is with the
Modification being that the test results that are the result of inflow be allowed
to be discarded from calculations for the monthly DMR. The operators for the
plant will record all results of testing onto that month's DMR. If any results

are produced by the effects of inflow on the plant, the Town of Dallas will
show this via rainfall data, chart recordings, and other pertinent data. These
results, when running the calculations for the monthly DMR or for the weekly
calucations of the DMR, will not be averaged in. The Town of Dallas will
have one day after a major inflow to bring the plant back into compliance
with the existing permit. Under these conditions, the Town of Dallas will be
required to meet its current monthly Permit Limits in regards to all factors
with the effects inflow would have on this plant.
The Town of Dallas proposes to finance the inflow study and repairs of
the pipeline by its current cash reserves and by postponing one other project
scheduled for this fiscal year, thereby producing adequate funding for this
fiscal year with next fiscal year being handled through a different budget.
Enclosed also find the $400.00 processing fee. Should there be any questions
concerning this application, please contact Audwin S. Williams, Project
Manager (Seacor Services, Inc.), Day & Zimmermann Utility Engineering
Services Hydro Operations Division, 704-922-1309, 1342 Dallas-Stanley
Hwy., Dallas, NC 28034.
Sincerely,
Audwin S. Williams
Project Manager and Operator in Responsible Charge
Day & Zimmermann UES, Hydro Operations Division

SECTION 4, PART 1
Existing or unavoidable violation(s)of Permit Limitation(s).
BOD; most likely caused by Inflow from storms.
TSS; most likely caused by Inflow from storms.
NH3; most likely caused by Inflow from storms, also from decant line discharging onto
clarifier inlet.
Fecal Coliform; most likely caused by Inflow from storm or failure of chlorine system.
SECTION 4,PART 2
Existing or unavoidable future violation(s)of Permit Condition(s)
Unavoidable future violations are unknown at this time.
SECTION 4, PART 3
Magnitude, duration and date(s) of all existing Violations
Please review the History Section detailing information from December, 1992,to
November, 1994.
SECTION 4, PART 4
Explanation for any existing or unavoidable future violation(s) along with any mitigating
factors.
Unavoidable future violations are:
BOD,Fecal Coliform,Ammonia as NH3,TSS, and Flow.
These violations are most likely to be caused by inflow from rainstorms.
SECTION 4,PART 5
Expected duration of any existing or unavoidable future violation(s).
From 1 to 1.5 years beginning with the I&I Study. This time frame is variable depending
upon the time that is required to finish and severity of damage to the sewer pipes.

,
Town of Dallas fine's and penalties history
8/10/93 Assessment of Civil Penalities, $14,105.52
10/25/93 Assessment of Civil Penalities, $500.00
2/9/94 Reduction of Civil Penalities, $14,105.52 to $6,265.52

Correspondence History of the Town of Dallas WWTP Permit #NC0068888
1989 1989 1989 1989 1989 1989 1989 1989 1989 1989 1989 1989 1989 1989 1989 1989 1989
5/17/89 Letter to NC NRCD regarding compliance inspection and lack of working gas
chlorinator.
9/26/89 Letter from Solid Waste Secretary regarding WWTP sludge disposal at the
Gaston Landfill.
10/16/89 NOV BOD 14.9 mg/L (13.0 mg/L Limit) July 89.
12/4/89 NOV BOD 13.6 mg/L (13.0 mg/L Limit) June 89.
1990 1990 1990 1990 1990 1990 1990 1990 1990 1990 1990 1990 1990 1990 1990 1990 1990
1/31/90 Letter to Water Quality Regional Supervisor regarding toxicity requirement for
NC0068888.
4/18/90 Letter from Water Quality Regional Supervisor regarding Compliance Evaluation
Inspection NC0068888, requesting written response to inspection dated 4/12/90.
6/13/90 Letter from Ronald Phelps, environmental chemist, requesting correspondence
for Compliance Inspection Report dated 4/18/90.
6/18/90 Letter to Ronald Phelps, environmental chemist, DEM, from Dennis Fox of Fox
and Ritter, Inc., regarding the Request for Written Response to Compliance
Inspection dated 4/12/90.
6/25/90 NOV, BOD 24.1 mg/L (13.0 mg/L limit) April 1990.
7/11/90 Letter to Dennis Fox, of Fox and Ritter, Inc., regarding letter dated 6/18/90.
1991 1991 1991 1991 1991 1991 1991 1991 1991 1991 1991 1991 1991 1991 1991 1991 1991
1/17/91 Letter from Water Quality Regional Supervisor, regarding toxicity testing
requirements and a letter dated 7/19/90.
1/31/91 Letter to Water Quality Regional Supervisor, response to letter dated 1/17/91
regarding toxicity testing requirements.
10/1/91 Chronic Toxicity, Fail
10/16/91 Letter to DEM Water Quality Section from Mayor Cloninger regarding effluent
toxicity self-monitoring, replying to letter dated 7/19/90.
11/26/91 Letter from Aquatic Toxicology Unit regarding effluent toxicity evaluation.
12/16/91 NOV Fecal Coliform 2127 CFU (1000 CFU Limit) September 91.
1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992
2/20/92 Letter from Aquatic Toxicology Unit regarding test protocol toxicity.
2/26/92 Letter from Regional Water Quality Supervisor about wasteload allocation
changes in the permit.#NC0068888.
2/26/92 Letter from NPDES permits supervisor regarding deficiences in NPDES permit
application from the town.
3/9/92 Chronic Toxicity, Fail
4/20/92 Chronic Toxicity, Fail
6/2/92 Chronic Toxicity, Fail
7/15/92 Chronic Toxicity, Fail
7/27/92 NOV, Biochemical Oxygen Demand, 14.8mg/L(13mg/L Limit) May, 1992
9/22/92 Chronic Toxicity , Pass
9/30/92 NOV, Fecal Coliform Weekly, 21000CFU (400CFU Limit)
1

Correspondence History of the Town of Dallas WWTP Permit#NC0068888
1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992 1992
11/4/92 Letter from Regional Water Quality Supervisor regarding permit, NC0082694
11/15/92 Letter from Regional Water Quality Supervisor regarding permit NC0068888
12/30/92 NOV, pH, Lower than 6.0, 2 times.
12/31/92 Chronic Toxicity, Fail
12/31/92 NOV, Monitoring, 2x Month Instead of Daily
1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993
1/31/93 NOV, Monitoring, 2x Month Instead of Daily
2/28/93 NOV, Monitoring, 2x Month Instead of Daily
3/8/93 Chronic Toxicity, Pass
3/25/93 Letter from Aquatic Toxicology Unit about 2/93 effluent toxicity test.
3/25/93 Letter to town regarding changes in chronic toxicity testing.
3/31/93 NOV, Monitoring, 2x Month Instead of Daily
3/31/93 pH, Lower than 6.0, 2 times.
4/30/93 NOV, Fecal Coliform Weekly
4/30/93 pH, Lower than 6.0, 6 times.
4/30/93 NOV, Total Suspended Solids Weekly, 47mg/L (45mg/L Limit)
5/1/93 Chronic Toxicity, Fail
5/27/93 Chronic Toxicity , Fail
6/21/93 NOV, Compliance Evaluation Inspection, Fail, Mulitple NOV's during past 12
months.
6/30/93 Chronic Toxicity, Fail
6/30/93 Chronic Toxicity, No sample taken for a failed test in May 93.
7/10/93 Letter to DEM regarding NOV and Compliance Inspection on 7-21-93.
7/2/93 DEM letter regarding change in facility classification from Class II to Class III.
7/10/93 Letter to DEM regarding Compliance Inspection of 6/21/93 and missing
monitoring for December, 92 to March, 93.
7/10/93 Letter to DEM regarding June 93 DMR.
7/26/93 Notice of Recommendation of enforcement action for permit violations from
Regional Water Quality Supervisor.
7/31/93 Chronic Toxicity, No sample taken for a failed test in May 93.
8/4/93 Letter to DEM Permits Group requesting reduced monitoring from Class IV to
Class Ill.
8/10/93 Letter from DEHNR regarding classification of the plant as a Class III facility.
8/10/93 Letter to the town transmitting notice of civil penalty against the in the amount of
$14,105.52 for numerous permit violations.
8/19/93 Letter to the town regarding the possible need for lab authorization due to facility
reclassification.
8/20/93 NOV Toxicity failure to monitor June 93.
8/24/93 Letter to DEM regarding July 93 DMR.
8/24/93 Letter to DEM from town regarding composite sampler and plant reclassification.
8/25/93 Chronic Toxicity, Fail
8/31/93 Chronic Toxicity, Pass
2

Correspondence History of the Town of Dallas WWTP Permit#NC0068888
1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993 1993
9/8/93 Letter to DEHNR Environmental Services Branch about missing toxicity tests of
June and July, 1993.
9/8/93 Chronic Toxicity, Pass
9/20/93 Letter from Director, DEHNR, regarding monitoring requirement changes from
Class IV to Class III.
9/23/93 Letter from Director of DEHNR regarding plant monitoring modifications.
9/23/93 Letter authorizing contained onsite sludge storage from Regional Water Quality
Supervisor.
9/24/93 Letter to DEM requesting on-site storage of sludge at WWTP.
10/13/93 Letter from DEM regarding Proposed Enforcement action for failure to report
toxicity self-monitoring data
10/20/93 NOV Effluent Toxicity fail. August 93 and retest August 93. Pass.
10/25/93 Letter to town from DEM regarding assessment of civil penalties for failure to
report toxicity self-monitoring data. June and July 1993. Fine$500.
10/19/93 NOV, Toxicity Fail May 1993.
10/19/93 Letter to Regional Supervisor regarding awareness of toxicity violations. May 93.
11/1/93 Letter to DEHNR regarding September 93 DMR.
11/3/93 Letter to DEM about Toxicity Options.
11/17/93 Letter acknowledging receipt of Check#23837 for$500.00 Civil Penalty.
11/22/93 NOV, Ammonia, 1.6 mg/L (1.1 mg/L limit) September 93
11/22/93 NOV, Fecal Coliform,227.6 CFU (200 CFU Monthly limit) September 93
1/11/94 Letter from Regional Water Quality Supervisor regarding NOV on Compliance
Evaluation Inspection NC0068888 on 1-4-94.
1/23/93 Letter to DEHNR regarding Violation Compliance Evaluation Inspection, Letter
dated 1-11-94
1994 1994 1994 1994 1994 1994 1994 1994 1994 1994 1994 1994 1994 1994 1994 1994 1994
2/1/94 Letter from Water Quality Regional Supervisor regarding toxicity test invalidation
on Permit NC0068888. Test Date:January 5, 1994
2/9/94 Letter from Director, DEHNR, regarding request for Remission of Civil Penalty
from$14,105.52 to$6,265.52.
4/4/94 NOV, Fecal Coliform Weekly, 2111 CFU (400CFU Limit) January 94
4/4/94 NOV, Total Suspended Solids,63.3 mg/L (30 mg/L limit) January 94
4/11/94 NOV, Total Suspended Solids,30.8 mg/L (30 mg/L limit) February 94
5/3/94 Letter to Regional Supervisor about letters dated 4/4 and 4/11, 1994, regarding
NOV of Effluent Limitations.
6/13/94 NOV, Ammonia,1.55 mg/L (1.1 mg/L limit) April 94
8/8/94 Letter from Regional Water Quality Supervisor regarding Notice of
Recommendation for enforcement
8/24/94 Letter to Water Quality Regional Supervisor about recommended enforcement
action.
8/29/94 NOV, Biochemical Oxygen Demand, 23.69 mg/L (13 mg/L limit) June 94
8/29/94 NOV, Total Suspended Solids,90 mg/L (30 mg/L limit) June 94
8/31/94 Letter to Water Quality Regional Supervisor regarding meeting at Mooresville
about SOC.
10/17/94 NOV, Total Suspended Solids, 80.0 mg/L Limit)August 94
11/30/94 Chronic Toxicity, Pass
3

VIOLATION HISTORY TOWN OF DALLAS WWTP
June 89 BOD 13.6 mg/L (13.0 mg/L Limit)
July 89 BOD 14.9 mg/L (13.0 mg/L Limit)
April 90 BOD 24.1 mg/L (13.0 mg/L Limit)
September 91 Fecal Coliform 2127 CFU (1000 CFU Limit)
October 91 Chronic Toxicity Fail
March 92 Chronic Toxicity Fail
April 92 Chronic Toxicity Fail
May 92 BOD 14.8 mg/L(13.0 mg/L Limit)
June 92 Chronic Toxicity Fail
July 92 Chronic Toxicity Fail
September 92 Chronic Toxicity Pass
September 92 Fecal Coliform Weekly 21000CFU (400CFU Limit)
December 92 pH Lower than 6.0, 2 times.
December 92 Chronic Toxicity Fail
December 92 Monitoring 2x Month Instead of Daily
January 93 Monitoring 2x Month Instead of Daily
February 93 Monitoring 2x Month Instead of Daily
February 93 pH Lower than 6.0, 1 time.
March 93 Chronic Toxicity Pass
March 93 Monitoring 2x Month Instead of Daily
March 93 pH Lower than 6.0, 2 times.
April 93 Fecal Coliform Weekly
April 93 pH Lower than 6.0, 6 times.
April 93 TSS Weekly 47mg/L (45mg/L Limit)
May 93 Chronic Toxicity Fail
May 93 pH Lower than 6.0, 3 times.
June 93 Compliance Evaluation Inspection Fail, Mulitple N.O.V.'s during past 12
months
June 93 Chronic Toxicity No sample taken for a failed test in May 93.
June 93 pH Lower than 6.0, 2 times.
July 93 Chronic Toxicity No sample taken for a failed test in May 93.
August 93 Chronic Toxicity Fail
August 93 Chronic Toxicity Pass
September 93 Chronic Toxicity Pass
September 93 Ammonia 1.6 mg/L (1.1 mg/L limit)
September 93 Fecal Coliform 227.6 CFU (200 CFU Monthly limit)
December 93 Total Nitrogen No sample 4th quarter 1993
December 93 Total Phosphorus No sample 4th quarter 1993
January 94 Fecal Coliform Weekly 2111 CFU (400CFU Limit)
January 94 TSS 63.3 mg/L (30 mg/L limit)
February 94 TSS 30.8 mg/L (30 mg/L limit)
April 94 Ammonia 1.55 mg/L(1.1 mg/L limit)
June 94 BOD 23.69 mg/L (13 mg/L limit)
June 94 TSS 90 mg/L (30 mg/L limit)
August 94 TSS Weekly average failure
November 94 Chronic Toxicity Pass

A. (). EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS WINTER (November 1 - March 31) Permit No. NC0068888
During the period beginning on the effective date of the permit and lasting until expiration, the Permittee is authorized to discharge from outfall
serial number 001. Such discharges shall be limited and monitored by the permittee as specified below:
Effluent Characteristics Discharge Limitations Monitors g Requirements
Measurement Sample 'Sample
Monthly Avg, Weekly Avg, Daily Max Frequency Lug Location
Flow 0.600 MGD Continuous Recording I or E
BOD, 5 day, 20°C 26.0 mg/1 39.0 mg/I 3/Week Composite E, I
Total Suspended Residue** 30.0 mg/I 45.0 mg/I 3/Week Composite E, I
NH3 as N 2.0 mg/I 3/Week Composite E
Dissolved Oxygen *** 3/Week Grab E, U, D
Fecal Coliform (geometric mean) 200.0/100 ml 400.0 /100 ml 3/Week Grab E, U, D
Total Residual Chlorine 3/Week Grab E
Temperature Daily Grab E,U,D
Total Nitrogen (NO2 + NO3 + TKN) Quarterly Composite E
Total Phosphorus Quarterly Composite E
Conductivity • Grab U, D
* Sample locations: E-Effluent, I-Influent, U-Upstream at a convenient access point, D- Downstream at NCSR 2275. Upstream and
downstream samples shall be grab samples. Stream samples shall be collected three times per week during June,July, August, and September
and once per week during the remaining months of the year.
** The monthly average effluent BODS and Total Suspended Residue concentrations shall not exceed 15 %of the respective influent value
(85% removal).
*** The daily average dissolved oxygen effluent concentration shall not be less than 5.0 mg/l.
**** Chronic Toxicity (Ceriodaphnia) P/F at 90%; February,May, August and November; See Part III, Condition E.
The pH shall not be less than 6.0 standard units nor greater than 9.0 standard units and shall be monitored 3/week at the effluent by grab
sample.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

A. (). EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS WINTER(November 1 -March 31) Permit No. NC0068888 .
During the period beginning on the effective date of the permit and lasting until expiration, the Permittee is authorized to discharge from outfall
serial number 001. (Continued)
Effluent Characteristics Discharge Limitations Monitoring Requirements
Units (specifv1 Measurement Sample *Sample
Monthly Ava, Weekly Avg, pally Max Frequency Type Location
Chronic Toxicity* * Quarterly Composite E

A. (). hrrLUENT LIMITATIONS AND MONITORING REQUIREMENTS SUMMER(April 1 -October 31) Permit No. NC0068888 .
During the period beginning on the effective date of the permit and lasting until expiration, the Pernmittee is authorized to discharge from outfall
serial number 001. Such discharges shall be limited and monitored by the permittee as specified below:
Effluent Characteristics Discharge Limitations Monitoring Requirements
Measurement Sample •Sample
Monthly Avg, Weekly Avg, pally Max Frequency Type Location
Flow 0.600 MGD Continuous Recording I or E
BOD, 5 day, 20°C 13.0 mg/I 19.5 mg/I 3/Week Composite E, I
Total Suspended Residue** 30.0 mg/I 45.0 mg/I 3/Week Composite E, I
NH3 as N 1.0 mg/I 3/Week Composite E
Dissolved Oxygen ••• 3/Week Grab E, U, D
Fecal Coliform (geometric mean) 200.0/100 ml 400.0 /100 mi 3/Week Grab E, U, D
Total Residual Chlorine 3/Week Grab E
Temperature Daily Grab E,U,D
Total Nitrogen (NO2 + NO3 + TKN) Quarterly Composite E
Total Phosphorus Quarterly Composite E
Conductivity • Grab U, D
* Sample locations: E-Effluent, I-Influent, U- Upstream at a convenient access point, D-Downstream at NCSR 2275. Upstream and
downstream samples shall be grab samples. Stream samples shall be collected three times per week during June,July, August, and September
and once per week during the remaining months of the year.
**The monthly average effluent GODS and Total Suspended Residue concentrations shall not exceed 15 %of the respective influent value
(85% removal).
***The daily average dissolved oxygen effluent concentration shall not be less than 5.0 mg/l.
**** Chronic Toxicity (Ceriodaphnia)P/F at 90%; February,May, August and November; See Part III, Condition E.
The pH shall not be less than 6.0 standard units nor greater than 9.0 standard units and shall be monitored 3/week at the effluent by grab
sample.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

1 .
A. (). EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS SUMMER (April 1 - October 31) Permit No. NC0068888
During the petiod beginning on the effective date of the permit and lasting until expiration, the Permittee is authorized to discharge from outfall
serial number 001. (Continued)
Effluent Characteristics Discharge Limitations Monitoring Requirements
Units (specify) Measurement Sample `Sample
Monthly Avg. Weekly Avg. pally Max Frequency Type Location
Chronic Toxicity"" Quarterly Composite E

BOD LOADING AVERAGES FOR LAST 12 MONTH
BOD BOD BOD FLOW BOD,Ib/DAY LOADING/
AVE MAX MIN AVE-DAILY LOADING 1000FT3
DEC-93 390 631 270 0.29094 946.311444 27.014315
JAN-94 332 660 201 0.29105 805.882524 23.005496
FEB-94 305 475 172 0.28536 725.870232 20.721388
MAR-94 239 321 136 0.33194 661.642724 18.887888
APR-94 281 404 167 0.24584 576.135874 16.446928
MAY-94 273 404 208 0.23294 530.362451 15.140236
JUN-94 254 331 156 0.24467 518.299141 14.795865
JUL-94 149 247 24 0.22051 274.018957 7.8224081
AUG-94 132 195 100 0.27005 297.292644 8.4868011
SEP-94 142 174 115 0.262 310.28136 8.8575895
OCT-94 177 265 110 0.26103 385.327265 10.999922
NOV-94 150 221 94 0.26792 335.16792 9.5680251

•
TOWN OF DALLAS WWTP: A REVIEW OF REPORTS FROM MAY 1993 TO
NOVEMBER 1994.
April 1993 Noncompliant
5X Wk Sampling FLOW* *pH* BOD NH3 TSS FECAL DO
AVE 0.393 NA 10.2 0.31 22 157 8.8
MAX 0.853 6.6 50.5 1.43 96 8433 9.1
MIN 0.305 5_ 2.8 <0.1 8 <10 8.5
#Times H/L 18 6 4 3 3 6 0
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
Weekly violations for Fecal >240 CFU & TSS 47mg/L.
May 1993 Noncompliant
5X Wk Sampling FLOW *pH* BOD NH3 TSS FECAL DO
AVE 0.284 NA 7 0.37 24.4 22 8.4
MAX 0.371 6.6 14.9 1.02 52 3967 9
MIN 0.204 5_ 2.3 <.1 5 <10 7.5
#Times H/L 7 3 2 2 3 2 0
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
June 1993 Noncompliant
5X Wk Sampling FLOW *pH* BOD NH3 TSS FECAL DO
AVE 0.23608 NA 10 <1 6.1 83.9 8.5
MAX 0.49829 7.3 19 <1 10 3600 10.2
MIN 0.09435 5.6 5 <1 1 5 5
#Times H/L 4 2 1 0 0 5 0
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
Lime tank left unrefilled by EWS at there leaving WWTP . Took three day to bring back up the pH.
July 1993 Noncompliant
5X Wk Sampling FLOW pH BOD NH3 TSS FECAL DO
AVE 0.24868 NA 9.7 <1 5.6 108.8 7.6
MAX 0.37699 7.2 22 1 19 200000 9.3
MIN 0.15033 6.7 <4 <1 1 <10 5.5
#Times H/L 6 0 3 0 0 7 0
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
Eductor of chlorine system clogged.
Study started on chlorine level best suited to disinfect effluent but not be toxic.
Noncompliant because of weekly fecal to hihg in last week.
August 199*3 Noncompliant
5X Wk Sampling FLOW pH BOD *NH3* TSS DO
AVE 0.20834 NA 7.7 1.04 11.4 176.5 7.5
MAX 0.35007 7.1 14 2 30 41000 10
MIN 0.07751 6.4 4 <1 1 <10 5.1
#Times H/L 2 0 1 1 0 9 0
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
Eductor system for chlorine clogged
2nd month of study on chlorine level best suited to disinfect effluent but not be toxic.
1

TOWN OF DALLAS WWTP: A REVIEW OF REPORTS FROM MAY 1993 TO
NOVEMBER 1994.
September 1993 Noncompliant
5X Wk Sampling FLOW pH BOD *NH3* TSS *FECAL* DO
AVE 0.22166 NA 7.5 2.41 7.4 353 8.57
MAX 0.26533 7.3 20 18.7 29 45000 9.8
MIN 0.17003 6.1 4 < 1 2 < 5.5
#Times H/L 0 0 2 4 0 10 0
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
October 1993 Compliant
3X Wk Sampling FLOW pH BOD NH3 TSS FECAL DO
AVE 0.24515 NA 5.3 <1 4.8 48.2 8.5
MAX 0.43434 8.9 8 < 1 15 21000 11
MIN 0.18597 6.5 <4 <1 1 <10 7
#Times H/L 7 0 0 0 0 2 0
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
November 1993 Compliant
3X Wk Sampling FLOW pH BOD NH3 TSS FECAL DO
AVE 0.24946 NA 4.9 1 26.8 19.5 7.6
MAX 0.36213 6.9 8 1.11 173 3400 8.8
MIN 0.20961 6.3 <4 <1 3 <10 5.2
#Times H/L 4 0 0 1 1 1 0
LIMITS .3 / .6 MGD 6 - 9 26 mg/L 2 mg/L 30 mg/L 200/100 > =5.0
December 1993 Noncompliant
3X Wk Sampling FLOW *pH* BOD NH3 TSS FECAL DO
AVE 0.29094 NA 6 < 1 19.1 65.6 8.3
MAX 0.39404 6.7 11 <1 75 1550 10.4
MIN 0.23122 4,2_ <4 <1 8 <10 6
#Times H/L 11 3 0 0 1 2 0
LIMITS .3 / .6 MGD 6 - 9 26 mg/L 2 mg/L 30 mg/L 200/100 > =5.0
High Inflow 15th, Frozen lime feeder line not noticed by operator over christmas holiday week
January 1994 Noncompliant
3X Wk Sampling FLOW pH BOD *NH3* *TSS* FECAL DO
AVE 0.29105 NA 13.1 1.04 63.3 176.9 8.5
MAX 0.46643 6.9 62 1.3 470 37000 10.2
MIN 0.21321 6 <4 <1 1 <10 5.5
#Times H/L 13 0 2 2 2 4 0
LIMITS .3 / .6 MGD 6 - 9 26 mg/L 2 mg/L 30 mg/L 200/100 > =5.0
Fecal Violation Weekly 2111CFU Jan 10-14
2

•
TOWN OF DALLAS WWTP: A REVIEW OF REPORTS FROM MAY 1993 TO
NOVEMBER 1994.
Febuary 1994 Noncompliant
3X Wk Sampling FLOW pH BOD NH3 *TSS* FECAL DO
AVE 0.28536 NA 10 < 1 30.8 56.8 7.7
MAX 0.49657 6.9 25 < 1 170 14000 10.6
MIN 0.20628 6.3 <4 < 1 2 <10 5.5
#Times H/L 8 0 0 0 3 3 0
LIMITS .3 / .6 MGD 6 - 9 26 mg/L 2 mg/L 30 mg/L 200/100 > =5.0
March 1994 Noncompliant
3X Wk Sampling *FLOW* pH BOD NH3 TSS FECAL *DO*
AVE 0.33194 NA 12.9 <1 23 31 7.4
MAX 0.52439 7.1 107 <1 220 50000 10.5
MIN 0.20676 6.2 <4 <1 <1 <10 4&
#Times H/L 19 0 1 0 1 2 1
LIMITS .3 / .6 MGD 6 - 9 26 mg/L 2 mg/L 30 mg/L 200/100 > =5.0
April 1994 Noncompliant
3X Wk Sampling FLOW pH BOD *NH3* TSS FECAL DO
AVE 0.24584 NA 7.58 2.3 12.9 34.3 10.1
MAX 0.32504 7.2 26 14.18 40 380 12.1
MIN 0.20357 6.6 4 <1 1 <10 8
#Times H/L 1 0 13 3 1 1 0
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
May 1994 Noncompliant
3X Wk Sampling FLOW pH BOD *NH3* TSS FECAL DO
AVE 0.23294 NA 7 1.49 21.7 34 11.9
MAX 0.34747 7.2 24 3.59 102 1270 13.2
MIN 0.14453 6.5 <4 <1 <1 < 10 6.5
#Times H/L 2 0 2 4 3 2 0
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
Ammonia very high 4 times this month (no decanting done),Plant looked normal, High Inf. NH3?
June 1994 Noncompliant
3X Wk Sampling FLOW pH *BOD* NH3 *TSS* *FECAL* DO
AVE 0.24467 NA 25.8 <1 90.3 236 11.8
MAX 0.3525 7.1 160 1.4 748 >600000 12.04
MIN 0.14515 6.7 3 <1 <1 <10 7.4
#Times H/L 5 0 2 1 2 4 0
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
High Fecal on the 10th clogged eductor on chlorine system.
Very high Inflow in last half of month Dammaging effect on the plant.
3

•
TOWN OF DALLAS WWTP: A REVIEW OF REPORTS FROM MAY 1993 TO
NOVEMBER 1994.
July 1994. Compliant
3X Wk Sampling FLOW pH BOD NH3 TSS FECAL DO
AVE 0.22051 NA 1.64 0.225 25.2 58.5 10.9
MAX 0.31761 7.18 2.8 1.4 237 2430 12.4
MIN 0.13741 6.2 0.1 0.1 3.2 3 7.4
#Times H/L 1 0 1 1 1 3 0
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
August 1994 Noncompliant
3X Wk Sampling FLOW pH BOD NH3 *TSS* FECAL DO
AVE 0.27005 NA 1.4 0.2 80.1 45.2 8.3
MAX 0.48871 7.22 4.6 0.9 579 100000 11.6
MIN 0.18851 6.75 0.25 < 0.1 2.4 1 6.2
#Times H/L 7 0 0 0 2 4 0
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
September 1994 Noncompliant
3X Wk Sampling FLOW pH BOD NH3 TSS FECAL DO
AVE 0.262 NA 2.2 0.2 13.1 3.8 6.9
MAX 0.468 7.27 3.7 0.95 29.3 12 8.7
MIN 0.217 6.93 0.9 0.1 5.2 0 3.5
#Times H/L 2 0 0 0 0 0 1
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
October 1994 Noncompliant
3X Wk Sampling FLOW pH BOD NH3 *TSS* FECAL DO
AVE 0.26103 NA 2.1 0.1 76.7 12 7.3
MAX 0.3418 7.17 4.3 0.18 800 42 8.5
MIN 0.20491 6.76 0.8 < 0.1 2.8 2 3_
#Times H/L 9 0 0 0 1 0 1
LIMITS .3 / .6 MGD 6 - 9 13 mg/L 1 mg/L 30 mg/L 200/100 > =5.0
November 1994 Compliant
3X Wk Sampling FLOW pH BOD NH3 TSS FECAL DO
AVE 0.26792 NA 3.3 0.2 14 18.5 6.9
MAX 0.36288 7.3 5.5 0.19 26.3 173 9.1
MIN 0.22067 6.67 1.6 <0.1 8.3 1 5.6
#Times H/L 4 0 0 0 0 0 0
LIMITS .3 / .6 MGD 6 - 9 26 mg/L 2 mg/L 30 mg/L 200/100 > =5.0
4

•
TOWN OF DALLAS WWTP: A REVIEW OF REPORTS
MONTH OF:
December 1992 Noncompliant Monitoring failure (5x Wk),pH
January 1993 Noncompliant Monitoring failure (5x Wk)
Febuary 1993 Noncompliant Monitoring failure (5x Wk),pH
March 1993 Noncompliant Monitoring failure (5x Wk), pH
April 1993 Noncompliant pH, Flow, Weekly TSS, Weekly Fecal
May 1993 Noncompliant pH
June 1993 Noncompliant pH
July 1993 Noncompliant Weekly Fecal
August 1993 Noncompliant NH3
September 1993 Noncompliant NH3
October 1993 Compliant
November 1993 Compliant
December 1993 Noncompliant pH
January 1994 Noncompliant NH3,TSS, Weekly Fecal
Febuary 1994 Noncompliant TSS
March 1994 Noncompliant DO, FLOW
April 1994 Noncompliant NH3
May 1994 Noncompliant NH3
June 1994 Noncompliant BOD,TSS,FECAL
July 1994 Compliant
August 1994 Noncompliant TSS
September 1994 Noncompliant DO
October 1994 Noncompliant TSS
November 1994 Compliant
5

•
MONTHLY AVERAGES (Bold denotes, Out of Compliance levels)
FLOW BOD NH3 TSS FECAL
April1993 0.393 10.2 0.31 22 157
May 1993 0.284 7 0.37 24.4 22
June 1993 0.23608 10 <1 6.1 83.9
July 1993 0.24868 9.7 <1 5.6 108.8
August 1993 0.20834 7.7 1.04 11.4 176.5
September 1993 0.22166 7.5 2.41 7.4 353
October 1993 0.24515 5.3 < 1 4.8 48.2
November 1993 0.24946 4.9 1 26.8 19.5
December 1993 0.29094 6 <1 19.1 65.6
January 1994 0.29105 13.1 1.04 63.3 176.9
Febuary 1994 0.28536 10 <1 30.8 56.8
March 1994 0.33194 12.9 <1 23 31
April 1994 0.24584 7.58 2.3 12.9 34.3
May 1994 0.23294 7 1.49 21.7 34
June 1994 0.24467 25.8 <1 90.3 236
July 1994 0.22051 1.64 0.225 25.2 58.5
August 1994 0.27005 1.4 0.2 80.1 45.2
September 1994 0.262 2.2 0.2 13.1 3.8
October 1994 0.26103 2.1 0.1 76.7 12
November 1994 0.26792 3.3 0.2 14 18.5
Averages = 0.264531 7.766 0.54425 28.935 87.075
6

MONTHLY MAXIUMS (Bold denotes, Out of Compliance levels)
FLOW BOD NH3 TSS FECAL
April 1993 0.853 50.5 1.43 96 8433
May 1993 0.371 14.9 1.02 52 3967
June 1993 0.49829 19 <1 10 3600
July 1993 0.37699 22 1 19 200000
August 1993 0.35007 14 2 30 41000
September 1993 0.26533 20 18.7 29 45000
October 1993 0.43434 8 <1 15 21000
November 1993 0.36213 8 1.11 173 3400
December 1993 0.39404 11 <1 75 1550
January 1994 0.46643 62 1.3 470 37000
Febuary 1994 0.49657 25 <1 170 14000
March 1994 0.52439 107 < 1 220 50000
April 1994 0.32504 26 14.18 40 380
May 1994 0.34747 24 3.59 102 1270
June 1994 0.3525 160 1.4 748 >600000
July 1994 0.31761 2.8 1.4 237 2430
August 1994 0.48871 4.6 0.9 579 100000
September 1994 0.468 3.7 0.95 29.3 12
October 1994 0.3418 4.3 0.18 800 42
November 1994 0.36288 5.5 0.19 26.3 173
Average of Maxiums= 0.4198295 29.62 2.4675 196.03 26662.85
7

FOX ENGINEERING
1541 Timberlane Gastonia, N. C. 28054
(704) 864 - 4766
December 18 , 1994
Mr. Nicholas E. Vlaservich, Town Clerk
Town of Dallas
131 N. Gaston Street
Dallas, N. C. 28034
Dear Nick:
As you know, I have been working the last two months with Scott
Williams on evaluating some system to try to alleviate the problem
with high rainwater flows at the Waste Water Treatment Plant
(WWTP) . The high flows are having an adverse effect on some of the
effluent parameters.
The original thoughts were to use the existing empty aeration tank
or unit as a reservoir or equalization basin and capture or hold
the excess flows coming through the plant and treat the excess
flows during non-peak flows coming into the plant. Physically,
such an arrangement could be made. Attached is Exhibit A map which
shows such a configuration of pumps and piping. The existing flow
splitter box could be altered to divert the excess flows. Pumps
could be installed in the aeration basin and pumped back to the
flow splitter box during the low flows to the active treatment
unit. Furthermore, the pumping could be automated such that one
could pump from the aeration basin to the active treatment unit on
an automatic basis except when large flows continually come into
the plant day after day.
Attached are flow records at the plant for the months from January,
1994 , thru September, 1994 , which tabulate the daily flows and
shows a plot thereof. Please note that each chart shows a base
flow of 300 , 000 GPD which is the capacity for the active treatment
unit on line. Certainly, the State of North Carolina would not
approve sending more than 300,000 GPD through this unit in that by
sending considerable more flow through this unit, we have our
current problem with weir overflow rates and effluent quality
problems. The base flow of 300,000 GPD is cross-hatched and some
months- namely, April , May, June, July and September, 1994 , were no
problems in that the maximum total flows could have been managed.
However, the months of January, February, March, and August would
have resulted in overflows through the bypass unit (which would not
been allowed) or excessive flows (more than 300 ,000 GPD) through
the on-line treatment unit would have occurred. This is
illustrated by Sheets marked Exhibits B, C and D for the months of

•
Page Two
Mr. Nicholas E. Vlaservich
December 18 , 1994
January, February and March, 1994 , on which it is shown how the
excess flows fill the empty aeration basin and the excess flows are
pumped to the active or on-line unit during the off-base flow days.
For example, during January, 1994 , an excess flow of 625,165
gallons came into the plant while we could only pump 473 ,054
gallons back to the active or on-line treatment unit. This sheet
also shows the aeration basin was empty only 7 days out of the
month of January and the basin contents had to be aerated for 24
days. The excess flow ( 625,165-473 ,054 gallons) = 152 , 111 gallons
would have to go through the active or on-line treatment unit. Of
course, management of these flows by the operator would be very
difficult even if he was at the plant 24 hours a day. A study of
the month of March will show the aeration basin was full all month
long with considerable, additional flows.
As mentioned above, on-site managing the flows would be a big
operational problem. It would also be very expensive operating
such a system in that aeration would have to occur in addition to
the pumping. The original installation of such a system (altering
the flow splitter box, installing dual 100 GPM submersible pumps in
the empty aeration basin, a 4" force main back to the flow splitter
box along with the electrical work) would cost approximately
$25, 000.00. Operational costs (running the pump and the extra
aeration) would cost about $ 45,000 .00 per year depending on
whether we have a wet or dry year. For purposes of this report,
1994 has been slightly below the average rainfall . Therefore, the
above figures or numbers could be worse.
I would not recommend such a system as above. Scott is of the
opinion that placing the second unit in full operation would not
work because there is not enough biological matter coming into
the plant to support the biological treatment. However, this is
not known for sure. It appears that Dallas is growing
considerably and, in the near future, the second unit will have
to go into operation anyway.
In studying these flows coming into the plant and as we have
discussed over the past couple years , it appears to me it is time
for a good, detailed Infiltration-Inflow study. It is estimated
that such a study would cost $ 30-35,000 dollars. It appears
that there is more of an inflow problem than an infiltration
problem. Perhaps , the major inflow would cost only $ 5,000 .00 to
repair or eliminate, once it is found.

Page Three
Mr. Nicholas E. Vlaservich
December 18, 1994
In view of the above, I recommend that the Infiltration-Inflow
Study be made and it become a part of your Special Order by
Consent (SOC) . In addition, I recommend this report along with
the Exhibits be submitted to the State as evidence that the
problems may be major or minor depending on the Infiltration-
Inflow Study.
If there are any questions on the above, please advise.
Sincerely,
FOX ENGINEERIN-/
0 67(
� r
is L. Fbx, P. E.
co to:
. Scott Williams

•
POSSIBLE DIGESTER
4" Ex .tint
FORCE No '
MAIN
-- 36'
-
(2)
POSSIBLE
PUMPS—TWO
100 GPM 0
EACH 3
WASTE TREATMENT PLANT
\13,
TOWN OF DALLAS
Ln ( GASTON COUNTY, NORTH CAROLINA
BY
FOX ENGINEERING
1541 TIMBERLANE --- GASTONIA, N. C. 28054
/ TELEPHONE [phone]
Existing /
Gate Valve
NO SCALE DEC. 19, 1994
PLANT PUMPING STATION
TWO PUMPS:
LOW SPEED HIGH SPEED
350 GPM 1050 GPM
350 GPM 1050 GPM
1LS: 700 GPM 2,100 GPM
•
HEADWORKS
CYUIRIT A

FOX ENGINEERING
1541 Timberlane Gastonia, N. C. 28054
(704) 864 - 4766
December 6 , 1994
EXCESS WASTEWATER FLOWS - TOWN OF DALLAS
JANUARY, 1994
BASE FLOW IS 300,000 GALLONS PER DAY
ACTUAL EXCESS ACCUMULATIVE PUMP NET IN
DATE FLOW FLOW (+) QUANTITY OUT (-) TANK
1. 235 ,000 0 Empty
2 224 ,942 0
3 328 ,903 28 , 903 28 ,903 0 28 ,903
4 466 ,427 166 ,427 195, 330 0 195 , 330
5 411 ,056 111 , 056 306 , 386 0 306 , 386
6 312 , 634 12 , 634 315 ,600* 0 315 , 600**
7 273 , 196 0 315 , 600 26 ,804 288 , 796
8 294 ,924 0 288 ,796 5,076 283 ,720
9 302 ,987 2 ,987 286 ,707 0 286 ,707
10 268 , 173 0 286,707 31 , 827 254 , 880
11 256 , 387 0 254 , 880 41 ,700 213 , 180
12 308 ,644 8 , 644 221 ,824 0 221 ,824
13 353 , 065 53 , 065 274 , 889 0 274 , 889
14 307 , 374 7 , 274 282 , 163 0 282 , 163
15 249 ,181 0 282 , 163 50 , 819 231 , 344
16 243 , 361 0 231 , 344 65 , 236 166 , 108
17 243 , 263 0 166,108 56 ,737 109, 371
18 319 ,072 19 ,072 128,443 0 128 ,443
19 345 ,494 45 , 494 173 , 937 0 173 , 937
20 272 , 214 0 173 ,937 27 ,786 146 , 151
21 256 ,986 0 146, 151 43 , 014 103 , 137
22 243 , 175 0 103 , 137 56 , 825 46 , 312
23 213 , 211 0 46 , 312 46 , 312 0
24 228, 303 0 0 0 0
25 239 ,796 0 0 0 0
26 228,212 0 0 0 0
27 235 ,930 0 0 0 0
28 315, 583 15 ,583 15,583 0 15,583
29 405, 368 105 , 368 120 ,951 0 120 ,951
30 348,658 48,658 169,609 0 169,609
31 279 ,082 0 169 ,609 20 ,918 148 ,691
TOTALS 8 ,731 , 436 625 , 165 473 ,054
AV'G. 291 ,048
MAX 466,427
MIN 213 , 211 * = Capacity of empty aeration basin
and clarifier.
** = Shows an overflow would occur
EXHIBIT B

.
•
• FOX ENGINEERING
1541 Timberlane Gastonia, N. C. 28054
(704) 864 - 4766
December 6 , 1994
EXCESS WASTEWATER FLOWS - TOWN OF DALLAS
FEBRUARY, 1994
BASE FLOW IS 300,000 GALLONS PER DAY
ACTUAL EXCESS ACCUMULATIVE PUMP NET IN
DATE FLOW FLOW (+) QUANTITY OUT (-) TANK
1. 279 ,466 0 148 , 691 20 , 534 128 , 157
2 270 ,996 0 128, 157 29 ,004 99,153
3 221 ,686 0 99 , 153 78 , 314 20 ,839
4 242 ,877 0 20, 839 20,839 Empty
5 248 , 936 0 0 0 "
6 228 , 396 0 0 0 II
7 273 ,728 0 0 0 "
8 238, 309 0 0 0 "
9 206 , 285 0 0 0 "
10 235 ,659 0 0 0 II
11 309,561 9 ,561 9 ,561 0 9 , 561
12 388,843 88 ,843 98 ,404 0 98 , 404
13 319,445 19 ,445 117, 849 0 117 , 849
14 301 ,056 1 ,056 118, 905 0 118 ,905
15 278 ,015 0 118,905 21 ,985 96 , 920
16 285,737 0 96 ,920 14, 263 82 ,657
17 320 ,041 20 ,041 102 ,698 0 102 ,698
18 249 ,607 0 102 ,698 50 , 393 52 , 305
19 259 ,724 0 52 , 305 40 , 276 12 ,029
20 243 , 149 0 12 ,029 12 ,029 Empty
21 256 , 528 0 0 0 II
22 266,610 0 0 0 "
23 263 ,496 0 0 0 II
24 472, 564 172 ,564 172, 564 0 172, 564
25 496 ,575 196 ,575 315,600* 0 315, 600**
26 305,933 5,933 315,600* 0 315, 600**
27 273 ,076 0 315,600* 26 ,924 288 ,676
28 253 ,803 0 288,676 46 , 197 242, 479
TOTALS 7,990 ,102 514 ,018 360,758
AV'G. 285, 361
MAX 496,575
MIN 206, 285 * = Capacity of empty aeration basin
and clarifier.
** = Shows an overflow would occur
EXHIBIT C

• • FOX ENGINEERING
1541 Timberlane Gastonia, N. C. 28054
(704) 864 - 4766
December 6 , 1994
EXCESS WASTEWATER FLOWS - TOWN OF DALLAS
MARCH, 1994
BASE FLOW IS 300,000 GALLONS PER DAY
ACTUAL EXCESS ACCUMULATIVE PUMP NET IN
DATE FLOW FLOW (+) QUANTITY OUT (-) TANK
1. 243 , 408 0 242 ,479 56 , 592 185 , 887
2 359 , 640 59 , 640 185, 887 0 245 , 527
3 524 , 394 224 , 394 245, 527 0 315, 600**
4 436 ,848 136 , 848 315, 600* 0 315, 600**
5 273 ,885 0 315 ,600* 26 , 115 289 , 485
6 285 ,452 0 289 ,485 14 , 548 274 ,937
7 265,061 0 274 ,937 34 , 939 239 ,998
8 233 , 172 0 239, 998 66 ,828 173 , 170
9 245,527 0 173 , 170 54 ,473 118 ,697
10 334 ,465 34 , 465 153 , 162 0 153 , 162
11 354 ,502 54 , 502 207 , 664 0 207 ,664
12 283 ,789 0 207, 664 16 , 211 191 , 453
13 312 ,647 12 ,647 204 , 100 0 204 , 100
14 377,711 77 ,711 281 , 811 0 281,811
15 361 , 160 61 , 160 315 , 600* 0 315,600**
16 334 ,658 34 ,658 315,600* 0 315,600**
17 289 ,091 0 315,600* 10 , 909 304 ,691
18 340 ,823 40 , 823 304 , 691 0 315, 600**
19 375 ,928 75 ,928 315,600* 0 315,600**
20 320 ,113 20 , 113 315, 600* 0 315, 600**
21 386 , 163 86 , 163 315 , 600* 0 315 , 600**
22 377, 104 77 , 104 315, 600* 0 315 , 600**
23 396 ,437 96 ,437 315,600* 0 315,600**
24 279, 775 0 315,600 20 , 225 295, 375
25 206, 765 0 295 , 375 93 , 235 202 , 140
26 291 , 470 0 202 ,140 8 , 530 193 ,610
27 278 ,444 0 193 ,610 21 , 556 172 ,054
28 301 , 444 1 , 444 173 ,498 0 173 , 498
29 407,872 107 ,872 281 , 370 0 281 , 370
30 480, 551 80,551 315,600* 0 315,600**
31 324 , 586 24 ,586 315,600* 0 315,600**
TOTALS 9 , 958, 297 1 , 307 ,046 424 , 161
AV'G. 331,943
MAX 524 , 394
MIN 206,765
* = Capacity of empty aeration basin
and clarifier
** = Shows an overflow would occur
EXHIBIT D

Day of Month
Flow I
0.2350172
2 ` 0.22494221
3 0.328902.9''
WWTP FLOWS, January94
4 ` 0.4664271
5 ` 0.41 10561
6 10.3126342 0.5 -
7 [ 0.27319551
8 0.294,92441 k
9 0.302r9872 0.45 - �`
N+
10 0.2681727 0.4 �
11 0.25638691 i
12 I'0.3086436 0.35 _. / , is •
13 . 0.3530653 _ H..4EV A
■H.Rain
14 10.30727371 0.3 \sr �H ��, ___15 l 0.2491808 o a X
• 16 • 0.24336141 ( 0.25 • • e17 0.243263.`- ' �' sso a foam
18 0.3190723` 0.219 1 0.3454944t 8PiE
20 0.2722137 0.15 '�t_c, eAi
21 0:25698621 O E-
22 I0.2431748-{ 0.1 -
23 1 0.2132113 3CDC 4)O0 6p � 'f- .-+lf•
24 0.2283032,1 0.05 -
25 0.23979551
26 i 0.22821 191 --
27 1 0.2359299T M Lo n o) .- M in r rn M Ln r` rn
N N N N N M
28 t 0.31558 9-4- DAYS OF MONTH
29 1 0.4053677 .
30 . 0.3 6584 81
31 0.2790821
TOTAL 1 8.7314361
Average r 0.2910479, ~- -- --
Maximum 0.4664271
Minimum f 0.213211-33t -"--

. .
• 0.2794655 0.2709962
'Date Reading
1 0.2794655
2 0.2709962 ,
WWTP FLOWS FEBRUARY 1994
3 0.2216858
4 0.2428774
5 0.2489359 0.5 - ,il
6 0.2283963 aVH.Rain
7 0.2737275 0.45
8 0.238309 7 I . )
9 0.2062851 0.4 -•
aL.R in r"
10 0.2356587 '
0.35 - 7\
, .
11 0.309561.2
111 ,
12 0.3888432 0.3 :..1 r
13 0.3194448 at 'a.•
0 1 / m
a
14 0.301056 o 0.25 . \ a , . ain
•
15 0.2780153 2 • - a
• III • •
16 0.2857372 0.2 - a
17 0.3200413 '
18 0.2496066 0.15 -
19 0.2597238
0.1
20 0.243149 3001 0 co
21 0.2565284 0.05 • 4:5l Fvt:D
22 0.2666102
23 0.2634963 ' 0 •• • ----4---1--- -H----+--+ •- -,---i-___+__N___,..__, . „
24 0.4725643 - cn Lo N cr) "•••• CV) it) N cr) - c,-) in N
25 0.4965753 . - - - ••••• N N N N
26 0.3059332 Days of the Month
27 0.2730759
28 0.2538025
TOTAL 7.9901019
Average 0.2853608
Maximum 0.4965753
Minimum 0.2062851

j 0.243408 j 0.3596404
______
Date I' Reading I_- .. I._.-_._ _._ I. __-...
1 0.243408
2 0.3596404
3 0.524394' WWTP FLOWS: March 1994
4 0.4368475
5 0.2738849
6 0.2854516 0.6 -
7 0.2650605
8 0.2331724 Reason for '
9 0.2455268 0.5 i`spike unknown
•
10 0.3344653
/r' •
11 0.3545015 •
12 0.2837891 ' 0 4 New Anti Fo�ggia'n .71"
13 0.3126474 # s Device
14 L 0.37771 12 i ' pFomStarte� '
.15 Li.i596. p i ■ / ■
16 0.3346578 Q 0.3 `"-- : a - .�!- ---ii'---- - - M 'Wain 1 8
17- 0.2$90909 ■
18 fill
•
0 0.1 • O -
23 0.3964366 -1 pp 420r? Af)Q
24 0.2797751
25 0,2067653�
2 6 0.29147 0 . .. -.. +- -----T-f + --f , - - .-. . ... ..- +--•---+------•--
27 0.2784442 co "' r` CO CI) LO r. °' r- Cl `n rn '
.- .- .- .-- •- N N N N N co
28 0.3014437 DAYS OF MONTH
29 0.4078715
30 0.4805507 - - i - . ..-. - -- ------------
31 T-0.3245855 _ I_
TOTA L 9.958297 7
Average 0.3319432
Maximumi 0.524394
--Minimum 0.2067653 l - - -��-
l

' .
0.28492881 0.2891525
-- 7 r
r.--r i . . _..._._...,.
Date Reading
iTO.28492881
2! 0.289152k- WWTP FLOWS, APRIL 1994
31 0.21277131
--t-
.0 24287031
44- .
5.1 0.2279548'. 0.35 i
61 0.2228848 !
71 0.2268896 '
A !
87 0.261213-3T
91 0.220778r1 .!6" 4651\rain
. \
101 0.2035687i li \ / ,I4. ,
11- 0.24007891 0.25 - 1
it 4, \ . •.46" ral, 4 II m III
44 '1! 0 /1118:88" rai
12 . 0.271173T '., / a us. rain w
13i 0.27800341 ; a ! •
m
•0.2 .
• 14i 0.2851469'; in
1 .5. 0 2217129 (-/
161 0.277633t. 0.15
17' 0.3250387r
• Zb)" .
181- 0.246546-
19: 0.22884771 222220341]1.;!'. 0000....222203430.2578535997469687388658941
0. .1 . i 300
005 4,-PIN
250.2317084 0 \ H - -4 - ' • - • ' ' t--t• •
26 0.258816
4, - el in r•-• ct) - " N .c.74 cc...11 Lc.rNI rc.si °NI 7.
27! 0.2392796
, - DAYS OF MONTH ,.
28; 0..2330794 .
29; 0.23449144 _ . _. ........_ ..______ __. __________..
-t-
0.03 .2474944
TOTAL 7.3751313 I
Average , 0.2458377
-Maximum . 0.3250387
Minimurn---r, 0.2035687 H

0.2457774 0.188675
Date Reading
1 0.2457774,
2 1 0.1886751 WWTP FLOWS : May 1994
3 0.23355431
4 0.34747111
5 1 0.27451061 0.35 - *1.2" Rain
6 ' 0.2289151 t
7 0.24003091 1 4, p
8 ! 0.27043831 0.3
9 0.2577698 i p
10 ; 0.2308212 p p p p e
11 j 0.26680661 0.25 • , \,
12 : 0.2641446 ;\ r a .15"Main p- p
13 ! 0.21646591 ! \ i
14 �0.2592329 0 0.2 i • a a
15 1 0.2283539 (i p
16 ' 0.3094499 0.15 .i 8 IAN% p
17 0.2360763
4.
18 0.1445341 i -.-.1...,0
19 0.1963669� 0.1
20 0.1761682c 4
21 0.1933891 3pp ppp
22 0.11g!
0.05 -t
23 "ii>
__1_..._--4 - N M ct L) CO N CO 0 0 . N c .t In CO N CO O) 0 N C")
26 i 0.2144541 NNNN
27 0.2339411 DAYS OF MONTH
28 0.20914461
29 0.2023198 _ --- --- -- - - --- -----
30 0.2226106
TOTAL 6.9881417 r
Average 0.2329381 i 1 -_-
Maximum r0.3474711 t
Minimum 10.1445341

• i 1, 0.2375969 0.2508548
. Date • I_ Reading ___ i _ [_ _ -
1 0.2375969� _- ----. ._----- - -- -
2 I 0.2508548
3 _! 0.2070929 WWTP FLOWS: June 1994
4 r 0.1992767
5 ; 0.1664861^
6 1 0.1451505 0.4 -,-
7 0.2578587.
8 0.3412152 0.35 r
[R-1 , ain .09"
1 .9 0.252299 eRain .36" Q •
10 0.2789488' 1 •
11 0.2994941 . 0.3
12 0.2487262_1 ;i \ igRa .68"
13 0.2562048
14 0.2299419 0.25 a \\ ! 1w4 / _s
• 15 0.3379254 00 2 it- ! ARa. ?12",11
16 I 0.3525024 •
7------- n Lighting s tion R in:49" Fusi
17 0.2064732
18 0.1658448 out 1(2 da in 2 ch rt blown
' 448_4 0.15 Rai / Out 2
19 ' 0.209335 rs day
20 0.1850149,
21 r 0.2103629 0.1 -
22 0,24043991 ��'�
23 -+ 0.2349802 0.05 0
24 T0.229833 3 1 oot, GPI
25 _0 2381369
26 i 0.2248862 0 \ +-+ I +-_ __tom_'..
"-- -- - N M .1 LC) CO r` coC) O .- N M cr L.') CO N Cb O) 0 •- N M
27 0.1794582 NNNN
28 _0.285_2_386_, DAYS OF MONTH
29-_-' 0.3289764
62 T 0 30 .33996 - -
.-_ -� - - _ - - - - - - - i
T_OTA-1- 7.3401843 _t
verage_ ' 0.2446728 I !-
Maximum 0 50.35224- ---------1 - l - ----
Minimum ^0.1451505 - f r-

. '
` |
Date Reading
--'
3 | 02225424 WWTP EFFLUENT FLOWS: JULY 1994
---'T------ ---
4 U �31732
- ' ! � ' '
5 ! O.2OG72O1 �
O �--- 17OO- 0.35 '
��}
�
---�- .2659791
O3
8 0.184893910
�
+
-----'--'- D �5 '
12 | 0.2809603. ' � Fuse ��ovvn '
- -13 - | 0.1853763 � day
' �
/ \ _ .
'- O '703337
---� 02.
/o ' u.22o592'2 �
o, � �
18 � 02385O75 ~^ F b| 1/2
_ �
17 / O.174�48__- 0.1b Fusgg'b|ovvn
'p ' 0.2 /7208 1/2doy
19
0.235776
2O / D.158552 0.1 ^�
_
�� O.1374O88
22 ! 027 .1985
23 ' 0.2074425 0.05
- �~��~~�
- �
25 0'2S94628'
---'-- 0 ' —+--��� +'~-'�
28 | O.2155431 �
' -~ � cnuu � o* ro � � cm _ rn � � m
27 ! 0.2280�4
28 0.22*80/4 DAYS QfMONTH
30 02 2 5n7�2 ----'�-----'--'---- ------- '- --- ---- '--------
/ 0.2324961 | / |
-� |
TAIL
Maxim
- ---------- | -----'- '
Minimum | 0.1374088'
`

,
- I
0.2523771 0.2529671
I Date A---ea-ding
1 T 6.2523771
2 0.2529671 ' WWTP FLOWS : AUGUST 1994
3 0.2275042
4 0.2067516~'
5 0.2027956 0.5 4.44" rain
6 0.28446761
7 0.2584648 0.45 I``
8 0.1885105 I_
9 0.1991815 0.4 - I.
10 0.238658 *- .2�" Rat
6 : n
11 0.2506636 . 0.35 2�" Rain
12 0.207663
13 0.2250756 0.3 1 1
iii 14 0.227599 0 w' •08" R in s
15 0.2711347^:
0.25 ■ I 2.3�" Rain s
16 0.3352934 ■ �• \ f a se blown
•
17t 0.2318606 0.2 ■.32" R it day ■
181 0.37845551 g a-a
191 0.3716695 0.15 ..
20 0.3103121 T L-c
21 0.4887097_ 0.1 F
22I 0.3842803
231 0.3008159 0.05 300,Do APID
24 00 29-04939 '
25 0.2559312 •- i----- . • • . -_ t- .
. -
26: 02509896 - M � N rn CO N Cr) M � N CT)27r 0.2542108 N N N N N c+)
}-42108.- DAYS OF MONTH
28, 0.269975
29-1 0.2636349 : ---------- --. . _.. . ______ _ _____ _____
30[ 0.2212309
311 0.2075395
TOTAL r8.1016778
Average, 0.2700559` _�-
aximung 0.4887097
Minimum 0.1885105

•
1 0.2173782 0.2515933
--4--- 1-
Date Reading p C�
1 0.2173782+ )9 ' € CC '
2{ 0.2515933. WWTP WWTP FLOWS
3: 0.28536111
41 0.467823
51 0.359704 0.5 •
6' 0.2471415
710.2464238. 0.45 •
8j 0.25010081
91 0.2269118 0.4 ,111\
•,�
101 0.2417527
to 1
114 0.2826321 0.35 ...•I\
-
12 0.2301009 ■
■
13 0.221 1519 + 0.3 �.15"'�Ra�
14 0.2401346I o " ■, 8" Rain
15 0.2441379 0 0.25 M. Rom.* \ • • a■ • li •
16' 0.2443217 ■.29" Ra If • • 21.331iR
17! 0.2458589t- 0.2
18T. 00.264833
191 0.2694421 [. 0.15 Ca)���
201 0.25162581___ _ '��
21 14766 0.1
--22 0.2456895-
23' 0.2347972 0.05 co oce
24 0.2219938!
25. 0.3300332i. 0 ! i - ; , 1 , .
26: 0.3113907! - cn Ls" N a). cn U N C) cn L) N cn NNNNN
271 0.2217147
-+ -- DAYS OF MONTH
281 0.2449533+
0.2549965
--- I 0.23981211
; - _ --- -- -----
TOTAL 7.84528721
Average 0.26150961
Maximum 0.467823' _ _-p
Minimum 0.2173782+-

•
TOWN OF DALLAS WWTP EFFLUENT FLOWS
Day Jun-93 Jul-93 Aug-93 Sep-93 Oct-93 Nov-93 Dec-93
1 0.232046 0.20925 0.219279 0.20057 0.318752 0.243253
2 0.204198 0.217385 0.225697 0.185968 0.264332 0.236269
3 0.199311 0.20598 0.239499 0.201865 0.239672 0.231224
4 0.183724 0.127026 0.265335 0.223331 0.234278 0.232285
5 0.172645 0.13102 0.231253 0.214406 0.250367 0.33909
6 0.172674 0.201258 0.218581 0.20137 0.255977 0.394042
7 0.186929 0.299555 0.234014 0.204901 0.253656 0.343048
8 0.182181 0.21412 0.227254 0.186005 0.260513 0.323254
9 0.176734 0.244138 0.217718 0.191999 0.246607 0.306479
10 0.171562 0.260485 0.185563 0.20518 0.233947 0.285052
11 0.161989 0.206507 0.183667 0.200014 0.223815 0.250502
12 0.177858 0.2068 0.197178 0.205397 0.212508 0.237603
13 0.179721 0.312222 0.196889 0.215955 0.209614 0.24055
14 0.183776 0.301518 0.195373 0.218529 0.301078 0.245547
15 0.244059 0.198893 0.220037 0.196867 0.206568 0.298581 0.271394
16 0.17479 0.228782 0.209706 0.200058 0.200348 0.219782 0.29273
17 0.230193 0.223979 0.202738 0.256044 0.201182 0.212387 0.270704
18 0.237818 0.207933 0.207172 0.246446 0.20213 0.216444 0.250365
19 0.28026 0.212878 0.212302 0.208588 0.23132 0.217882 0.264127
20 0.312477 0.217723 0.201262 0.212308 0.226206 0.219271 0.26464
21 0.330234 0.204267 0.208536 0.208164 0.209412 0.225713 0.33433
22 0.338834 0.202355 0.234536 0.201497 0.217083 0.234186 0.354151
23 0.348014 0.197335 0.237442 0.184281 0.204996 0.226428 0.362041
24 0.319461 0.18801 0.216803 0.197663 0.375914 0.23422 0.371221
25 0.265899 0.213197 0.208071 0.208464 0.434337 0.237084 0.299606
26 0.235655 0.213731 0.213552 0.209591 0.26619 0.227803 0.260138
27 0.22786 0.198765 0.224708 0.170035 0.392503 0.295518 0.260758
28 0.260883 0.175256 0.21604 0.1803 0.417436 0.362126 0.303115
29 0.19229 0.165348 0.204805 0.220249 0.317661 0.30185 0.340449
30 0.19772 0.170639 0.20042 0.211872 0.325099 0.249587 0.320189
31 0.202071 0.22318 0.315898 0.268166
TOTAL 4.196447 5.804436 6.555392 6.349724 7.599768 7.483976 8.728151
Average 0.262278 0.193758 0.218664 0.211657 0.245154 0.249466 0.290204
Maximum 0.348014 0.232046 0.312222 0.265335 0.434337 0.362126 0.394042
Minimum 0.17479 0.161989 0.127026 0.170035 0.185968 0.209614 0.231224

•
TOWN OF DALLAS WWTP EFFLUENT FLOWS
Jan-94 Feb-94 Mar-94 Apr-94 May-94 Jun-94 Jul-94 Aug-94
0.235017 0.279466 0.243408 0.284929 0.245777 0.237597 0.317612 0.252377
0.224942 0.270996 0.35964 0.289153 0.188675 0.250855 0.240696 0.252967
0.328903 0.221686 0.524394 0.212771 0.233554 0.207093 0.222542 0.227504
0.466427 0.242877 0.436848 0.24287 0.347471 0.199277 0.231732 0.206752
0.411056 0.248936 0.273885 0.227955 0.274511 0.166486 0.20672 0.202796
0.312634 0.228396 0.285452 0.222885 0.228915 0.145151 0.2017 0.284468
0.273196 0.273728 0.265061 0.22689 0.240031 0.257859 0.212362 0.258465
0.294924 0.238309 0.233172 0.261213 0.270438 0.341215 0.265979 0.188511
0.302987 0.206285 0.245527 0.220779 0.25777 0.252299 0.1849 0.199182
0.268173 0.235659 0.334465 0.203569 0.230821 0.278949 0.193575 0.238658
0.256387 0.309561 0.354502 0.240079 0.266807 0.299494 0.196441 0.250664
0.308644 0.388843 0.283789 0.271173 0.264145 0.248726 0.28096 0.207664
0.353065 0.319445 0.312647 0.278003 0.216466 0.256205 0.185376 0.225076
0.307274 0.301056 0.377711 0.285147 0.259233 0.229942 0.176334 0.227599
0.249181 0.278015 0.36116 0.221713 0.228354 0.337925 0.229593 0.271135
0.243361 0.285737 0.334658 0.277634 0.30945 0.352502 0.228508 0.335293
0.243263 0.320041 0.289091 0.325039 0.236076 0.206473 0.174249 0.231861
0.319072 0.249607 0.340823 0.246547 0.144534 0.165845 0.217208 0.378456
0.345494 0.259724 0.375928 0.228848 0.196367 0.209335 0.235776 0.37167
0.272214 0.243149 0.320113 0.23475 0.176168 0.185015 0.158552 0.310312
0.256986 0.256528 0.386163 0.235564 0.193389 0.210363 0.137407 0.48871
0.243175 0.26661 0.377104 0.247998 0.224822 0.24044 0.271199 0.38428
0.213211 0.263496 0.396437 0.238969 0.229288 0.23498 0.207443 0.300816
0.228303 0.472564 0.279775 0.205786 0.235624 0.229833 0.212324 0.290494
0.239796 0.496575 0.206765 0.231708 0.206985 0.238137 0.269463 0.255931
0.228212 0.305933 0.29147 0.258816 0.214454 0.224886 0.215543 0.25099
0.23593 0.273076 0.278444 0.23928 0.233941 0.179458 0.22907 0.254211
0.315583 0.253803 0.301444 0.233079 0.209145 0.285239 0.224807 0.269975
0.405368 0.407872 0.234491 0.20232 0.328976 0.261295 0.263635
0.342011 0.480551 0.247494 _ 0.222611 0.33963 0.225873 0.221231
0.283124 0.324586 0.232496 0.20754
8.724789 7.990102 9.958297 7.375131 6.988142 7.340184 6.615239 8.101678
0.290826 0.285361 0.331943 0.245838 0.232938 0.244673 0.220508 0.270056
0.466427 0.496575 0.524394 0.325039 0.347471 0.352502 0.317612 0.48871
0.213211 0.206285 0.206765 0.203569 0.144534 0.145151 0.137407 0.188511

TOWN OF DALLAS WWTP EFFLUENT FLOWS
Sep-94 Oct-94 Nov-94
0.217378 0.284389 0.26995
0.251593 0.2721 0.25945
0.285361 0.213506 0.253855
0.467823 0.235152 0.252009
0.359704 0.2382 0.245247
0.247142 0.254318 0.220668
0.246424 0.210688 0.242829
0.250101 0.229791 0.257302
0.226912 0.300273 0.250583
0.241753 0.330386 0.262886
0.282632 0.30079 0.257265
0.230101 0.29673 0.248503
0.221152 0.278115 0.239462
0.240135 0.238742 0.245245
0.244138 0.311821 0.247064
0.244322 0.341802 0.244425
0.245859 0.210716 0.249286
0.264834 0.262221 0.257529
0.269442 0.23138 0.267509
0.251626 0.233406 0.278257
0.251477 0.221637 0.299462
0.24569 0.20491 0.282109
0.234797 0.301847 0.258946
0.221994 0.33334 0.246151
0.330033 0.210537 0.254339
0.311391 0.249807 0.303434
0.221715 0.227396 0.362881
0.244953 0.217769 0.359489
0.254997 0.218827 0.32736
0.239812 0.315653 0.294017
0.315653
7.845287 8.091901 8.03751
0.26151 0.261029 0.267917
0.467823 0.341802 0.362881
0.217378 0.20491 0.220668

TOWN OF DALLAS WWTP EFFLUENT FLOWS
Total Avg. Max. Min
Jun-93 4.19645 0.262278 0.348014 0.17479
Jul-93 5.80444 0.193758 0.232046 0.161989
Aug-93 6.55539 0.218664 0.312222 0.127026
Sep-93 6.34972 0.211657 0.265335 0.170035
Oct-93 7.59977 0.245154 0.434337 0.185968
Nov-93 7.48398 0.249466 0.362126 0.209614
Dec-93 8.72815 0.290204 0.394042 0.231224
Jan-94 8.72479 0.290826 0.466427 0.213211
Feb-94 7.9901 0.28536 0.496575 0.206285
Mar-94 9.9583 0.331943 0.524394 0.206765
Apr-94 7.3513 0.245838 0.325039 0.203569
May-94 6.98814 0.232938 0.34471 0.144535
Jun-94 7.3402 0.24467 0.352502 0.14515
Jul-94 6.61523 0.22051 0.31761 0.13741
Aug-94 8.10168 0.2701 0.48871 0.18851
Sep-94 7.84529 0.26151 0.467826 0.21738
Oct-94 8.0919 0.26103 0.3418 0.20491
Nov-94 8.0375 0.26792 0.36288 0.22067

Dallas WWTP Flow Study June 93 to November 94
E.
F.
0.6 —
0.5 —
u
0.4 —
QE 0.3 —
a „, s�
■
•
0.2 — a
■
■
0.1 —
0 I I I I I I I I I I I I I I I I I I
�� r� r� r� r� r� r� ro �t �t �r d �t �t �r �t
rn rn rn m rn rn rn rn rn rn rn rn rn rn rn co rn co c > CI) 0 aUi cca @ Q. > > >' a�i 0 o
Q cn O z p u. g Q g -> -' Q w O z
® Avg. ® Max. 111 Min

DALLAS WWTP AVERAGE FLOW INTO THE PLANT
0.35
0.3
t
•
0.25 a
0.2
G
C,
2
0.15
0.1
0.05
0 1 I I I I I I I I
(r) cf) c'M C') c') c) co Tr . Tr Tr . tt Tr TrTr Tr
C) C) C) C) C) C) C) C) C) C) C) C) C) C) C) C) C) C)
l.
> ) 7 N U O N COC N Q Coo > . 7 N V G
n < V) 0 Z 0 -, U 2 Q 2 -) < U) 0 z
MONTH

DALLAS WWTP TOTAL FLOW INTO THE PLANT
10 —
9 —
8 — w 0 w
w
re
•
7 — w
M
c 6 —
.2
5 —
0
4 —
3 —
2 —
1 —
0 I I I I I I I I I I I I I I I I I
CV) C7 Cr) CV) M M C') Ci �t Ct st d �t mot' . . .
c) c) c) c) c) c) c) W c) c) c) CA c) c) c) CA c) c)
—) -' Q u) 0 Z 0 —3 u. 2 Q 2 - �' Q u) 0 Z

WWTP EFFLUENT FLOW: JUNE 93
0.35 —
11- 11 -11\\\
0.3 —
0.25 — "
/1
0.2 —
0
0 H.Rain
2
0.15 —
0.1 —
0.05 —
0 -■ #—#—#—f—'?'—T—T- -'Ii-4--#- I I I I I I I I I I I I I I {
N cr) t n a0 O• O — N C') IL) co O' O t *O n co O• O
N N N N N N N N N N M
DAYS OF MONTH

WWTP EFFLUENT FLOWS, JULY 93
0.25 —
ti
0.2 —- - • -Rain
Rain
i�'�, �
\NI
■ •
N.
0.15 —
CD
2
0.1 —
0.05 —
0 I I I I I I I I I I I I I I I f I I I I I l I I l I lII
N cr) LC) .O N. CO O. O — N cV) d L 4.3 N. co O• l� N c�) V LI) 'O n aO O� O
N N N N N N N N N M M
Days of the month

WWTP FLOWS AUGUST 93
0.35 —
0.3 -- I+. Rain
•
0.25
—•tain
Rain
0.2
0
O
2
0.15
us. :.: ned 1 day Rain
0.1 —
0.05 --
0 I I I I I I I I + I I I I I I F I I 1 1 1 I I I I I I I 1
N cr) V LC) -O n c0 O• O (11 cV) V LO c0 O• O N M d Lt) O n co O• CD
N N N N N N N N N N M
DAYS OF MONTH

WWTP EFFLUENT FLOWS: SEPTEMBER 1993
0.3 —
. Rain
0.25 —
/■ ain
■Rain Rain .•
0.2 — i—■_._■ \•� ti�
0 0.15 —
0.1 —
0.05 —
0 I I i I I I I I I I I I 1 1 1 I I I I I I I I I I I pp I 11
") V �0 ^ N N N N N N N N N N cM C'�) C1) 2 2CV) N. M V V 4
DAYS OF MONTH

WWTP EFFLUENT FLOW: OCTOBER 1993
0.45 —
Foam under Sonar
0.4
0.35 —
I\
■Hl l�Rain
0.3 —
■
0.25 —
G
0.2 - - - - �■—'� - air�•�■� ■r■
0.15 —
0.1 —
0.05 —
0 pp I I I I I I I I I I pp
(NIch LO .O N. a0 O. O r N or) N.LO .o co O. N N N �V N N N N N N M M
Days of the month

WWTP EFFLUENT FLOWS: NOVEMBER 1993
0.4 —
0.35 —
0.3 ' .H. in
0.25 - - - - - anti h
a,
0.2
0.15
0.1
0.05
0
N ch V Lo 4.3 h. co O O N cr V 10 %0 N. co O. p N M N�t tq �O n a0 pp.. O
N N N N N M
DAYS OF MONTH

WWTP EFFLUENT FLOWS DECEMBER 1993
0.4 —
iurfStacsn
0.35 —
Al\H.Ra
■
0.3 — U \ILRaIn. _
L.Rain
H. Rain
0.25 — N_ .Rain
0
CD 0.2
0.15 —
0.1 —
0.05 —
0 IIIIIIIIIIIIIIFIIIIIIIIIIIIIII
r— N M •O Is- a0 0- O N M V in -O Is a0 O% O N M 1g gO I; a0 Q O
N N N N N N N N N cv M M
Days of the month

WWTP EFFLUENT FLOWS, JANUARY 1994
0.5 —
. Rain
0.45 —
0.4 —
0.35 —
H.Rain
0.3 -- - - - - - - - - - - - - - —
Rain H.Rain
2 0.25 • �• H. Rain
0.2 —
0.15 —
0.1 —
0.05 —
0 11 I I I I I I I I I I I I I I 1 1 I I I I I I I I I p pp
N e7 �7 to .0 N. a0 O- O N ch d' `0 r. co O• N N N N N N N cc?, c
DAYS OF MONTH

WWTP EFFLUENT FLOWS FEBRUARY 1994
0.5
H. ain
0.45
0.4
L.Rain
0.35
0.3 - L.Rain A
•� r
■H.Rain •�G • ■ Rain
0.25 7 ■
7\\./.
0.2
0.15
0.1
0.05
0 I I I I I I I I I I I I I I I I I I I I I
CV C') V LO '0 h. a0 Os 0 N M 'ct tO `0 n CO P 0 CV N N N N N N.
CO
Days of the Month

WWTP EFFLUENT FLOWS: MARCH 1994
0.6 —
0.5 —
0.4 — New AnttFoam-Devio Rain 7-1"
ti
V.H.Rain
/4a Starte &Rain
O 0.3 — Rain }.8"- -
. Rain
■Rain
0.2 —
0.1
o p
N C) �7 (C) .0 N. 00 0. O N 0) V' O `0 N. co 0' a N N N a. La N N N °' cCM M
DAYS OF MONTH

WWTP EFFLUENT FLOWS, APRIL 1994
0.35 —
0.3
. " ain .5" rai
0.25 RA,
.46' rain
/IN--. .15"rai �yS rain
■
0.2 —
0
0
2
0.15 —
0.1 —
0.05 —
0 I i I I 1 I I I I I I I I I I I I I I _I I I
N c') V to I. co O• O — N cM • Lt) 'O N• GO O. O N M IC) ,O r- CO O- O
N N N N N N N N N N c')
DAYS OF MONTH

WWTP FLOWS: June 1994
0.4 —
0.35 — Rain.•09"
Rain .36"
1 Rain
0.3 —
Rain 8"
•
0.25
■
Rain .1 f/j
� 0.2 —
Ligh ng station out 1/2 ain .49" Fuse on chart Rain 2.23"
\ •ay,Rain 2.25" blown 1/2 day
0.15 --- Rain 1.87n Out 2 Firs
0.1 --
0.05 —
0
N N) d '0 N. ao CT CD — N M 'Cr U) 'O N. CO 0' O CD
N N N N N N N N N N C')
DAYS OF MONTH

WWTP EFFLUENT FLOWS: JULY 1994
0.35
T
0.3
--
■
0.25 /\1
,\ Fuse blo /2 day \Ivo
— y ■
0.2 _-.
0
O
2 \ /bIown 1/2 day
0.15 —
Fuses blown 1/2 day
0.1 —
0.05 —
0 IIIIIIIIIIIIII I I I I I I I I I I I I I I I
N M V' tO 'O N. co O• O N CV) 'Cr tO 'O N GO O• O N a) V to 40 N. CO O' 0
N N N N CV N N N N N cM
DAYS OF MONTH

WWTP FLOWS : AUGUST 1994
0.5 —
44" rain
0.45 —
0.4 —
.2" R in
0.35 —
26" R in
0.3
1.08* a �.
2.39"Rain Fuse blown 1/2
day
0.2 — .32"Rain
0.15 —
0.1 —
0.05 —
0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
N C) U) •O N a0 O, O — N M 'Ct U) 'O 1, co P O N M cf l!) 'O N- a0 O' O
CV N N N N N N N N N c9,
CV)
DAYS OF MONTH

WWTP FLOWS : SEPTEMBER 1994
0.5 —
0.45
0.4
0.35
0.3 //\.15"
Rain
/'fi8'f4in _
0 0.25 -- :23-Rain �___•—,—� "iy\ ■����
■.29" Rain ' 1.33"Rain
0.2 —
0.15 —
0.1 —
0.05 —
0 I I I I I I I I I F I I I I I I I I I I I I I I
N cv) 44 (f) •O 1.- 00 O• O — N (II ' 10 43 I- a0 O• Q
cv F4-
N N C V N N N N N cc?)
DAYS OF MONTH

.
WWTP FLOWS; October 1994
0.35 —
1" rain
—E1" rain
0.3 — 1•"rain .1" •' a
IIA
\\.
0.25 — y
i, „rain
IIL
.27" rain '—
0.2 —
c
0
2
0.15 -
0.1 —
0.05 —
0 III I I I I I I I I I I I I I I I I I I I I I I I I I I
N 01 'Cp LO ‘O N. a0 P 0 N cr) •7 Lt) -O N. a0 O. O
N N N N CN N N N co N C) c+)
DAYS OF MONTH

r
•
WWTP FLOWS : November 1994
0.4 —
1"
0.35 —
1N
0.3 — 01Rain \.18"
0.25 \ �/~ ��■—■—.�'
N
0 0.2
0.15 —
0.1
0.05 —
0
N 01 d' LO 'O r co 0. O r (NIv.) V LO -O ^ co O. p N N N N N N N N M
DAYS OF MONTH

INFLUENT CHARTS SHOWING SOME OF THE
INFLOW AT THE DALLAS WWTP.
The Influent charts show some of the rain induced flows and their
duration that have been experienced at the plant. The accuracy of the chart is
dependent on the level of grit and sand that have accumulated on the bottom
of the Parshall flume's channel. This build up increase as time goes on until
the next time that the channel is shoveled out.
The influent charts are used as an example as the effluent charts stop at
0.5 mg. Note: for record keeping, the effluent flow is recorded.

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•
MUNICIPAL COMPLIANCE INITIATIVES PROGRAM
PERFORMANCE EVALUATION
TOWN OF DALLAS
WASTEWATER'TREATMENT PLANT
Prepared By
Construction Grants and Loans Section
Division of Environmental Management
NOVEMBER 1993

•
TABLE OF CONTENTS
TOWN OF DALLAS
Page
L INTRODUCTION 1
IL EXISTING SYSTEM AND PERFORMANCE
EXISTING SYSTEM 2
CURRENT NPDES PERMIT REQUIREMENTS 3
SUMMARY OF INFLUENT LOADING AND 4
EFFLUENT DISCHARGE CHARACTERISTICS
RECENT HISTORY 5
III SYSTEM EVALUATION
INFILTRATION AND INFLOW 7
SUMMARY UNIT PROCESS EVALUATION 13
OPERATION AND MAINTENANCE 15
BUDGET AND USER CHARGES 17
IV. CONCLUSIONS AND RECOMMENDATIONS 18
V. APPENDIX
SECTION 1: PROCESS EVALUATION
- Performance Graphs A 1
- Flow Schematic A-4
- Summary Current Process Monitoring A-5
- Technical Process Evaluation A-6
- Recommended Process Monitoring A-9
- Microscopic Examination A-10
SECTION 2: DESIGN EVALUATION
- Summary of Existing Process Units A-11
- Technical Design Evaluation A 13
- Variables Definitions A-25
SECTION 3: MISCELLANEOUS
- Flume and Weir Flow Charts A 29
- Process Monitoring Forms A 31
- Requirements for Achieving Class "B" A 33
Pathogen Requirements

INTRODUCTION
Region IV EPA recommended that the Construction Grants and Loans Section of the
Division of Environmental Management establish a Municipal Compliance Initiatives
Program of F.Y. 1990. The primary purpose of this program is to review wastewater
treatment facilities that are currently in compliance with their NPDES permit limits but
appear to have the potential for a violation. The intent of the program is to advise the
local units of government of the Division's findings and make recommendations of
corrective measures which would maximize the design life of the wastewater treatment
system.
The town of Dallas agreed for the Division to do an evaluation of the wastewater
treatment system. This report includes a design summary of the existing wastewater
plant, an evaluation of each unit process including flow characteristics, operation and
maintenance procedures, adequacy of the budget and user charge assessment,
recommendations, and conclusions.
The intent and purpose of this evaluation is to offer recommendations and/or
suggestions that will help the town remain in compliance with the NPDES permit
limitations. It is not intended to be used for design purposes or in any way obviate
previous or future engineering evaluations of the town's wastewater treatment system.
The Division would like to thank Mr. Nicholas Vlaservich, Town Cleric and Mr. Scott
Williams, Treatment Plant Operator, for their enthusiastic cooperation during this
evaluation.
-1-

EXISTING SYSTEM
The town of Dallas owns and operates a wastewater treatment plant which has a
design capacity of 0.600 mgd. The facility consists of an influent pump station, a bar
screen, influent flow measure with totalizer, dual 0.300 mgd circular extended aeration
wastewater treatment facilities with secondary clarifiers, post aeration, sludge holding
tanks, gas disinfection, and effluent flow measurement with discharge into an unnamed
tributary to Long Creek in the Catawba River Basin. The discharge is to waters
classified Class C.
Page 4 presents a summary of influent and effluent characteristics for the last eighteen
months, and shows one violation each of the BOD and Fecal Coliform limits but not
violations of the flow or TSS limits. Performance is generally good, but some
problems are beginning to arise.
The graphs on page A 1 present an average calculated by linear regression to dampen
the variations and more clearly show the trends, compared to the permitted effluent
limit adjusted to compensate for the amplitude of variation.
Although not plotted, Fecal Coliform appears to be running at about 36% of the limits
but slipping. Also not plotted are chronic toxicity levels which have been a definite
problem.
The evaluation of submitted data utilizing linear regression analyses indicates the
following:
1) Flow is running at about 48% of the limit and is fairly stable.
2) BOD is running at about 46% of the limit and is rather erratic.
3) TSS is running at about 34% of the limit and appears fairly stable.
4) NH3 as N is running at about 68% of the limit and is slipping.
Generally speaking, facility performance is slipping.
The graphs on page A 3 for BOD and TSS compare the influent concentrations as
percent of 200 mg/1, which is a reasonable concentration for domestic influent; and
effluent concentrations as a percent of 13/26 mg/1 for BOD and 30 mg/1 for TSS,
which are the permit limits.
-2-

TOWN OF DALLAS
CURRENT NPDES PERMIT REQUIREMENTS
$ 1_MI FR WINTER
Flow, MGD 0.60 0.60
BOD5, mg/1 13.0 26.0
Suspended Solids, mg/1 30.0 30.0
NH3 as N, mg/1 1.0 2.0
Fecal Coliform, /100 ml 200.0 200.0
PERMIT EXPIRES - 09/30/96
PERMIT NUMBER- N00068888
-3-

TOWN OF DALLAS
•
SUMMARY OF INFLUENT LOADING
AND EFFLUENT DISCHARGE CHARACTERISTICS
FLOW BOD TSS NH3-N FECAL DO .
DATE MGD MG/L MG/L MG/L COL/100ML MG/L
INFLUENT
04-92 no data 172 177 no data no data no data
05-92 no data 191 343 no data no data no data
06-92 no data 207 155 no data no data no data
07-92 no data 219 53 no data no data no data
08-92 no data 283 138 no data no data no data
09-92 no data 239 190 no data no data no data
10-92 no data 137 126 no data no data no data
11-92 no data 212 203 no data no data no data
12-92 no data 431 193 no data no data no data
01-93 no data 246 273 no data no data no data
02-93 no data 178 309 no data no data no data
03-93 no data 121 144 no data no data no data
04-93 no data 151 151 no data no data no data
05-93 no data 222 230 no data no data no data
06-93 no data 325 432 no data no data no data
07-93 no data 438 262 no data no data no data
08-93 no data 337 295 no data no data no data
09-93 no data 353 225 no data no data no data
EFFLUENT
04-92 0.238 5.3 5.7 0.10 100 10.2
05-92 0.275 14.8 9.7 0.10 100 10.1
06-92 0.332 3.2 5.0 4.73 10 9.6
07-92 0.208 3.1 4.5 0.11 10 8.4
08-92 0.212 3.5 18.5 0.52 59 7.9
09-92 0.217 8.0 10.0 0.10 10 8.6
10-92 0.229 5.1 15.0 0.10 10 8.2
11-92 0.366 2.1 9.5 0.06 10 8.8
12-92 0.262 4.1 18.5 0.24 10 8.8
01-93 0.409 3.0 8.0 0.49 25 9.0
02-93 0.390 3.9 17.3 0.28 17 8.9
03-93 0.435 14.3 no data 0.59 63 8.9
04-93 0.393 10.2 22.0 0.31 157 8.8
05-93 0.284 7.0 24.4 0.37 22 8.4
06-93 0.235 7.8 6.7 0.59 46 8.2
07-93 0.249 9.7 5.6 1.00 109 7.6
08-93 0.208 7.7 11.4 1.04; 177 7.5
09-93 0.212 7.5 7.4 241 353 8.6
- 4 -

RECENT HISTORY- TOWN OF DALLAS
The following is a list of documents currently residing in central files for the town of
Dallas Wastewater Treatment Plant covering the last two years. Documents
considered to be significant to plant operation are in bold type, and those related to
permit violations are in bold and underlined Performance has been generally good,
though high chronic toxicity levels and insufficient monitoring have been problematic.
10/01/91 - Chronic Toxicity Report indie ling fail
02/26/92 - Letter from Regional Water Quality Supervisor regarding wasteload
allocation changes in the permit #NC0068888
02/26/92 - Letter from NPDES permits supervisor regarding deficiencies in NPDES
permit application from the town
03/09/92 - Chronic Toxicity Report indicating fail
04/20/92 Chronic Toxicity Report indicating fail
06/01/92 - Chronic Toxicity Report indicating fail
07/15/92 - Chronic Toxicity Report indicating fail
07/27/92 - Notice of Violation for BOD in May, 1992 Daily Monitoring Report
09/22/92 - Chronic Toxicity Report indicating pass
11/04/92 - Letter from Regional Water Quality Supervisor regarding permit
#NC0082694
11/15/92 - Letter from Regional Water Quality Supervisor regarding permit
#NC0068888
12/01/92 - Chronic Toxicity Report indicating fail
03/08/93 - Chronic Toxicity Report indicating pass
03/25/93 - Letter to town regarding changes in chronic toxicity testing
05/27/93 - Chronic Toxicity Report indicating fail
07/02/93 - DEM letter regarding change in facility classification from Class II to
Class III
07/07/93 - Notice of Violation for Compliance Evaluation Inspection held on
06/21/93
07/26/93 - Notice of Recommendation of enforcement action for permit violations
from Regional Water Quality Supervisor
08/10/93 - Letter from DEHNR regarding reclassification of the plant as a Class III
facility
08/10/93 - Letter to town transmitting notice of civil penalty against the town in
the amount of$14,105.52 for numerous permit violations
08/19/93 - Letter to town regarding possible need for lab authorization due to
facility reclassification
08/20/93 - Notice of Violation for effluent toxicity in June, 1993 monitoring report
08/24/93 - Letter to DEM from town regarding composite sampler and plant
reclassification
09/08/93 - Chronic Toxicity Report indicating pass
-5-

09/23/93 - Letter from Director of DEHNR regarding plant monitoring
modifications
09/23/93 - Letter authorizing contained onsite sludge storage from Regional Water
Quality Supervisor
10/13/93 - Letter from DEM regarding Proposed Enforcement Action for failure to
report toxicity self-monitoring data
10/19/93 - Notice of Violation for effluent toxicity in May.._ 199 monitoring report
10/20/93 - Notice of Violation for toxicity in effluent test sample taken on
08/25/93
10/25/93 - Letter to town from DEM regarding enforcement action for failure to
report toxicity self-monitoring data
-6-

INFILTRATION/INFLOW EVALUATION
Infiltration and inflow (I/I) are groundwater and rainwater, respectively, entering a
sewer system through cracked and broken pipes, storm drains, and various types of
connections. Excessive amounts of I/I may adversely affect the capacity and proper
operation of a wastewater treatment facility.
The Construction Grants and Loans Section analyzed flows and rainfall data for the
Dallas wastewater treatment facility. Daily monitoring reports were evaluated from
January 1992 through October 1993 for the treatment plant. The National Oceanic and
Atmospheric Administration does not maintain a weather gauging station in the town
of Dallas, but does keep data from the city of Gastonia, about four miles from
Dallas. Since there were no rainfall records immediately available at the Dallas
facility, the information from the city of Gastonia was utilized in an effort to
determine the impact rainfall has on the treatment plant.
Average Daily Expected Flow - The theoretical flow consists of domestic, commercial,
and industrial wastewater. Flow figures are obtained from sewer records by
subtracting a 10-15 percent consumptive loss for the customers connected to the
collection system. There are approximately 1331 customers who are provided central
collection and treatment service. Of the total, an estimated 1193 are residential
customers, and this sector has an average daily expected domestic sewage flow of
approximately 195,000 gallons per day (gpd). There are various commercial/
industrial/ institutional users which are estimated to contribute 71,300 gpd. Therefore,
according to the monthly sewer records analyzed and allowing for some consumptive
loss, the theoretical wastewater flow should be approximately 266,800 gpd.
The town of Dallas operates a wastewater treatment plant with a permitted flow of
0.60 mgd. The average flow treated at the facility from January 1992 to October 1993
was approximately 0.287 mgd. A minimal difference between the average expected
theoretical flow and the average daily flow recorded at the treatment plant suggests
that on an average daily basis there are minimal I/I problems and/or major errors in
the metering/recording process. However, as discussed later in this report, there may
be substantial problems during the wetter periods of the year.
The attached graph (page 10) depicts the relationship between the average monthly
wastewater flow and the amount of rainfall recorded at the treatment plant. Moreover,
the graph shows that several months of peak flows coincide with months of substantial
rainfall. However, some peaks do not increase with the same level of correlation, and
this indicates that significant variations in monthly flows might be attributed to
changes in the water table between generally dry periods and generally wet periods.
-7-

Infiltration and Inflow - A review of the rainfall data and plant flow data for the
period June 1992 to October 1993 shows an increase in plant flow corresponding to
heavy rains during the wetter times of the year. This correlation is not present during
the dry periods. This suggests that the increase in flow is due to infiltration since
during the wet periods the water table would be higher. During the dry periods, the
flow records suggest an exfiltration problem as the flow measured at the plant is less
than the expected flow as estimated from sewer billings. Since this review is based on
such limited (lam, it is strongly recommended that a thorough I/I study be conducted.
The collection/transport system consists of approximately 27 miles of sewer lines
ranging in diameter from 8- to 15-inches. The system is estimated to be quite old in
certain locations, and significant increases in flow can be attributed to deteriorated
conditions. Daily peak flows of up to 0.853 mgd have been reported. These flows are
in line with the suggested maximum level of population times 275 gallons per person.
For Dallas with a population of 3,038, the maximum flow should be only 835,450
gpd. Therefore, inflow is not considered excessive.
The following recommendations are being made to determine the impact I/I has on the
wastewater treatment plant and collection system:
1) The industrial users should monitor and report daily flows to the town's
treatment plant operator on a monthly basis.
2) All flow metering devices should be checked for accuracy.
3) The town should evaluate the relationship between the water produced, water
billed, and the flows recorded at the treatment plant. The objective is to
determine significant discrepancies.
4) The town should map the collection system and inspect/test lines for significant
infiltration and inflow problems.
5) The attached collection system data report should be used by the treatment
plant operator to calculate levels of I/l.
6) Industrial and commercial accounts should be separated for tabulation purposes
to enable a determination of the effects of industrial flows on the treatment
plant.
7) Daily rainfall data should be collected, preferably at a location near the center
of the collection system.
-8-

. .
_ --- -~
COLLECTION E[`T|ON SYSTEM �l4�4 ����/���T
� _-----_ '_---_--' DATA. REPORT
-- . . .
_-_-_- _-
AUN|C{PAL|TY-
i ----_ FACILITY:
| 1 ---------' �
AONTH�
� _' I:A OPERATOR:
( /wousrn/^I. oowssno TOTAL
/ oowrnounow CONTRIBUTION CONTRIBUTION FLOW �pp' ^~^
, DATE DAY | wso woo uao woo �nswrw� nwwp���
l . | _ wso /woxso
' 2 |
3 / .
\ 4 ' ------' �_--
5
/
O � '
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7
12 |
/
' 13
14
' |
15 '
. 16 . �
|
17
' 18
i
15 � `
20
|
� 21 � ' ' �' �
| |
22
.
23
)
/ 24 '
/ ' |
25 '
' uu
27
28
29
30
' AVER/\GE: | ' - ------- - - '
! |
LOW
-_—,.^~` ..,.
^ '
� .
. .
� . .
. .

I WASTEWATER COLLECTION SYSTEM — EVALUATION OF INFILTRATION AND INFLOW
DALLAS NPDES PERMIT: NC0068888 FLOW LIMIT: 0.60 MGD
1 MONTHLY FLOW: MAXIMUM: 58 %OF LIMIT DAILY FLOW: MAXIMUM: 0.465 MGD
MINIMUM: 28 %OF LIMIT MINIMUM: 0.078 MGD
DALLAS DALLAS
100 ---- --------------—
PLOW
65 i Ii
100 1so f
90 f-� \ 1 i I
I
I
; 33 f I
80((—
I .ri a
=30 r f f
70i- I = 1 Ii
S f f 6 f II
� 60� r 45 ii
w 1 V I 11
f ( d 40 1-
44i
14.1
`30 r i i f
4
II
40
f I
30 i 30' ' 1 1
I //01
20 11 I I 1 1 I 1 1 I f { 23 f ! 1 I f f I [ 1 r I 1
9102 9103 9104 9201 9202 9203 9204 9301 9302 9303 210 211 212 301 302 303 304 305 306 307 308 309
QUARTER MONTH
CALCULATED AVERAGE4_ADJUSTED LIMIT ..FLOW
DALLAS
FLOW-EFFLUENT I 1
f ----—
os - f
0.5
f f
I 0.4r
^
1 I
1- i
0.3 f f
0 • , f SPACE RESERVED FOR
i '' : : : j , ' RAINFALL Vs FLOW CURVE
0.2 f )\i/ V 4"4\
Al
0
I
I
0 1 1 1 1 1 1 1 1 1 1 1 ! I 1 1 1 1 1 1 1 1 l 1 1 l l l l 1 ) 1 1 {
1 3 3 7 9 11 13 15 17 19 21 23 25 27 29 31
DAY
..JAN. -y-AUG.
-11-

1 WASTEWATER COLLECTION SYSTEM - EVALUATION OF INFILTRATION AND INFLOW
1 DALLAS NPDES PERMIT: NC0068888 FLOW LIMIT: 0.60 MGD
il MONTHLY FLOW: MAXIMUM: 58 %OF LIMIT f DAILY FLOW: MAXIMUM: 0.737 MGD
( MINIMUM: 28 %OF LIMIT MINIMUM: 0.078 MGD
( DALLAS DALLAS
100
FLOW 65 I I
WI1 I a II f f
_
( 11
90 I-- —*— ,0--3-`—o----.,k.,
-",,
I70 I!- 2 50 I
it i
1 60 I- 1145 I-
I Lt f is f
-f � �40I
aai s f
,
:::
I 35 iI 3°r`
20{ I I 1 I I I I I I I I 25 1 I I I I I I I I I I I I I
9102 9103 9104 9201 9202 9203 9204 9301 9302 93031
210 211 212 301 302 303 304 305 306 307 308 309
( QUARTER MONTH
.CALCULATED AVERAGE4-ADJUSTED LIMIT -g._FLOW
( DALLAS
FLOW-EFFLUENT f I
0.8, 1 ( f
0.71- " if
( I i I
0.6
f
0.5 F
f ^ SPACE RESERVED
LI 0.4 RAINFALL Vs FLOW CURVEFOR
0.3 ( d
/\\I ‘,4\4 '0,,,y 0-0,14\54/%A
0.1 I- V i
o 1 I I I ! I III 1 I I IIIIIIIIIIIIII 1 I I I I I I ( .
1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31
DAY
$_MAR. AUG.
-12-

SUMMARY UNIT PROCESS EVALUATION
Wastewater Influent Box
Preliminary wastewater screening is accomplished by one manually cleaned bar screen
located prior to a six inch Parshall Flume. The screen, sloped at approximately 60°
and having one inch openings appeared to be in good repair without bent or corroded
bars. The influent box has a sonar flow meter mounted at the Parshall Flume. A
graph indicating head vs. flow is supplied in the Appendix for a 6" Parshall flume.
influent Pump Station
The influent pump station contains 2, two speed, six inch, 30 hp verticle suction
pumps rated at 350 gpm at low speed and 1050 gpm at high speed. The pumps are
housed within a fiberglass enclosure and the entire station appeared to be very clean
and well maintained.
How Splitter Box
Flow is directed to either of the dual train treatment units by the use of weirs located
in the flow splitter box. Alum, to enhance precipitation of light solids, is also fed into
the waste stream at this structure by use of chemical pumps. Since the original
construction of the facility, an additional 3/8 inch opening fine screen has been added
in the flow splitter box.
Aeration Basins
The town of Dallas has two circular extended aeration tanks, each with a volume of
0.262 million gallons. Oxygen is provided to the ceramic fine bubble diffuser system
by three (3), 50 hp, 940 cfm, positive displacement blowers.
Clarifiers
Farh of the dual train aeration units is equipped with a 25' 6" diameter clarifier
located in the center of the unit. The side water depths are approximately 13 feet.
Mixed liquor is transferred to the center-fed clarifiers from the aeration basin by an air
lift pump. Sludge is transferred the digester by means of hydraulic head between the
clarifier and digester. The sludge from the digester is then gravity drained in the
sludge drying beds.
Chlorine Contact Basin
Each of the two chlorine contact basins (one in either treatment train), along with an
aeration basin, a digester and the post aeration region, surrounds a center clarifier in
each of the treatment units. The side water depth of the chlorine contact basins is
thirteen feet.
-13-

•
Effluent Flow Measure
Effluent flow over a 60° v-notch weir is measured ultrasonically. The instrument is
located at the end of the postaeration chamber and is preceded by a baffle to still the
flow. The meter was checked for accuracy during the MCI visit and appeared to be
properly calibrated A graph for a 60° V notch weir indicating head vs. flow is
supplied in the Appendix.
Digesters
The two digesters, each being a portion of the two treatment units, have a capacity of
approximately 46,000 gallons, each, and having a side water depth of approximately
15 feet, and have oxygen supplied by the same blowers that serve the aeration basins.
Sludge Drying Beds
Fah of the four sludge drying beds measured 45 feet by 22 feet. Using a normal
loading depth of one foot, each bed has a capacity of approximately 7,400 gallons. At
the time of the visit, the beds that were loaded had in excess of two feet of partially
dried sludge applied to them.
-14-

OPERATION AND MAINTENANCE
Approximately one man-year is scheduled to operate and maintain the town's
wastewater treatment plant. According to EPA's staffing requirements, a minimum of
one and one-half man-years is needed to operate the facility. The number of staff
appears to be sufficient; however, their duties are multiple and not concentrated at the
waste treatment plant. An increase of at least 50% of the present man hours is
recommended. It is also recommended that the plant operators attend the annual
operator school held at UNC Chapel Hill as a refresher course and/or to upgrade their
current certification.
Presently some process monitoring laboratory tests are being conducted at the plant.
In addition to those now being conducted, a process monitoring program should be
implemented as outlined in the Appendix, Technical Process Evaluation.
A detailed evaluation of preventive maintenance was not done. We were informed
that a computer based maintenance program was currently being developed. We
strongly concur with this action and urge that the program be developed and
implemented at the earliest possible time.
Commendation should be extended to the operator(s) that designed and installed the
fme bar screen at the flow splitter box. This screen removes large and undesirable
solids from the treatment train. A drawback of the current location is that the solids
are not prevented from being passed through the influent pumps. This increases wear
on these pumps. At the time of the visit, the fine screen had not been cleaned recently
and the head behind the screen was extremely high.
The treatment plant has two (2) complete trains. One was removed from service at the
time of the visit. It is suggested that all components of this unit be inspected and
repaired as necessary and maintained as a standby for the town in the event that the
currently operating unit requires service. Appropriate measures should be taken to
prevent possible floatation of the unit and/or damage to its equipment.
The chlorine contact chamber contained up to one and one-half feet of solids. It is
suggested that the unit be cleaned and that a regular schedule for solids removal in
this basin be developed and implemented
-15-

Sludge wasting appears to be the predominate problem at the plant. At present, the
aeration basin has approximately 129,000 gallons of excess solids and the clarifier
approximately 7,600 gallons. Sludge wasting is totally dependent on the operation of
the sludge drying beds. Therefore, it is critical to operate the beds in the most
efficient manner possible; that is to remove the sludge from the beds as soon as
possible to facilitate additional sludge wasting. However, based on the current sludge
production, not considering alum addition, 1,550 gallons of sludge at 2.9% solids (the
present level in the digester) is produced at the plant daily. Utilizing the current beds
at an optimum of 8 cycles per year, the town would need an additional six (6) beds of
the same size to handle the current sludge production. At present the plant also has
approximately 28,000 gallons of excess sludge at a concentration of 2.9% solids.
Therefore, excluding excess sludge and chemical addition only approximately 40% of
the current sludge production can be applied to the beds.
-16-

BUDGET AND USER CHARGE REVIEW
A review of the annual water and sewer budget for the town of Dallas for fiscal years
'92 and '93 was conducted to determine if the financial management system accurately
accounts for revenues and expenditures for operation and maintenance, replacement,
and future expansion for the wastewater treatment facilities. The town presently
combines the annual water and sewer budget statement.
Based on the annual water and sewer budget, it appears that the user charges are
inadequate to generate sufficient revenues to operate and maintain the treatment
systems. Even with the local option sales tax, the fund operated at a loss for the year.
Operating transfers were used to cover the losses. The indicated surplus is in reality
only a reduction in the amount of transfers required. Water and sewer revenue
accounts for only approximately 82 percent of the funds required for the water and
sewer budget.
It is recommended that the water and sewer budgets be completely separate in order to
accurately determine revenues and expenditures for each fund. The sewer charges, of
course, should be adequate to generate enough revenues to operate, maintain, and
repair the wastewater treatment system. A capital reserve fund exists but it covers
other items in addition to water and sewer. Separate capital reserve accounts should
be established for water and sewer.
Federal and state funds for infrastructure (e.g. wastewater treatment) facilities have
become limited. It is suggested that revenue generating infrastructure become self-
supporting. Revenues generated should be used to operate, maintain, and replace the
system as required.
-17-

CONCLUSIONS AND RECOMMENDATIONS
1) With the wide openings (1") in the primary bar screen, only the largest of
materials are being trapped, causing the influent pumps to handle virtually
everything in the wastewater stream. A second, fine bar screen with 3/8"
openings has been installed at the flow splitter box since the original
construction of the treatment plant. The installation of this screen was a
definite aid to the plant. However, the screen would have been more effective
should it have been installed at the headworks of the plant. It is realized that
service of the unit at the headworks would have been more difficult, but
probably much more effective.
2) The treatment facility does not have a grit removal system. All grit entering
the system accumulates in the influent pump station's wet well. Accumulations
of grit can change pump cycle times and can effect the performance of the
plant. Also the grit can dramatically reduce the life of a pump. It is suggested
that the town consider installing some type of grit removal system.
3) The depth of the 6" Parshall flume at the headwork of the plant makes it very
difficult to check the influent meter's calibration. It is suggested that a staff
gauge be installed in the proper location to aid the operator(s) in determining
the accuracy of the meter. It is recommended that the calibration be checked at
least twice a year by a service company and the operator check it weekly. A
chart plotting head vs. flow for a 6" Parshall flume is included in the
Appandix
4) added to a wastewater stream can increase sludge production by as much
as 35%. In that the town of Dallas has a sludge disposal problem, it is
recommended that alum addition be held to a minimum. The town is now
attempting to reduce its inventory of sludge. When the plant's MLSS reaches a
good operational level, the use of alum could probably be discontinued, as
there should be no problem meeting effluent limits without the alum.
5) It appears that the greatest problem at the Dallas wastewater treatment plant is
an excess inventory of solids. In June 1993 plant records indicated that the
MLSS were about 1,450 mg/1. This level has been increasing steadily to the
current reading of nearly 6,000 mg/1. Based on a normal operating level of
around 3,000 mg/1, as of January 1994 there was approximately 7,000 lbs of
excess solids in the aeration basin. The solids would have been even higher if
there had not been a washout due to heavy rains on or about January 2, 1994.
At that time the MLSS dropped from 6,572 mg/1 to 3,556 mg/1. As indicated
in the calculations, the treatment plant is producing approximately 2,550
-18-

gallons of sludge per day in the clarifier. When the sludge is thickened in the
digester, an average of approximately 1,550 gallons should be wasted from the
plant each day. The capacity of each drying bed when loaded to a depth of 1
ft. is 7,400 gallons. Therefore the plant is producing a bed of sludge every
4.77 days. The town would need 10 sludge drying beds of the current size to
keep up with the amount of solids produced by the plant. In addition, the
current inventory of excess solids must also be dealt with. All of these
calculations are based on the production of 0.65 lbs. of solids per lb. of BOD5
entering the system. The addition off-can increase the total amount of 4--Li if
solids by as much as 35%. It is recommended that the town immediately
pursue additional methods of sludge disposal.
Another problem noted in the records is a decrease in the volatile portion of
the solids. As the volatile solids are burned up, an ash residue is formed. The
ash is light and hard to settle. This could lead to problems in meeting the
NPDES limits for solids if not corrected. Therefore, removing solids at the
proper time becomes imperative.
6) At the time of the visit, the effluent meter appeared to be calibrated. It is
suggested that the town continue checking the calibration regularly. A flow
chart for a 60° weir is included in the Appendix.
7) The chlorine contact chamber has upwards of 1.5 ft. of solids in the basin. It
is recommended that the basin be cleaned to reduce the accumulation and that
a regular schedule of cleaning be implemented. This will reduce the potential
for solids being carried out in the effluent.
8) With the implementation of the new, more stringent sludge disposal
regulations, all wastewater treatment facilities will be required to stabilize their
sludges to a much higher degree than has been allowed in the past. To meet
the new regulations, both digesters will need to be operated in the most
efficient manner possible to insure proper sludge treatment. It is recommended
that the town investigate alternative methods of sludge treatment and disposal
to insure that the new regulations are being met in the most efficient and cost
effective manner.
9) The sludge blanket in the clarifier was five feet deep in places. Generally, the
sludge blanket should be maintained at between 1 and 2 ft. It is recommended
that the excess sludge in the clarifier be wasted to the digester, and that a
regular wasting schedule be established and followed to maintain an optimum
solids level in the system.
-19-

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/ A.

Impact of Influent Concentrations on Effluent Concentrations—Town of Dallas
The graphs which follow, for BOD and TSS, compare the influent concentrations, as
percent of 200 mg/1, which is a reasonable concentration for domestic influent, and
effluent concentrations as percent of 13/26 mg/1 for BOD and 30 mg/1 for TSS,which
are the permit limits.
It would appear that with both BOD and TSS. there is no significant relationship
between influent and effluent concentrations, either with long term trends, or with
periodic peaks.
TOWN OF DALLAS
INF.VS EFF.
250
200 a
150 r r \ ,` C I
a a
a
/4 ' a ► I
50 /
0 1 t 1 1 1 E 1 1 1 1 1 t 1 1 1 1 1 1 1
04-92 06-92 08-92 10-92 12-92 02-93 04-93 06-93 08-93
05-92 07-92 09-92 11-92 01-93 03-93 05-93 07-93 09-93
MONTH
INF. BOD—% 200 t EFF.BOD—% 13/26
TOWN OF DALLAS
INF.VS EFF.
250 , I
i I I
200 1-- \
I f
~ 150 i • a I
a j
1n0
50 I— � N ifr\� / ( ii
`�
( U 1
04-92 06-92 08-92 10-92 12-92 02-93 04-93 06-93 08-93
05-92 07-92 09-92 11-92 01-93 03-93 05-93 07-93 09-93
( MONTH
INF.TSS—%200 t EFF.TSS—%30
A-3

..<2.1 .
Chemical F77-1
Feed V,4' ,'.;::1
Building -- ,• Bar Screen
Flow Splitter Box
Chlorine - Influent
oo - Sludge
Chlorine r.....1z, Chlorine'' 41,,x6i,
Contact . Contact
- Effluent
Chamb- Chamb-
' ' •
, .
IT' i - = A,I,•.,
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Blow-ers i. 9e-r,,t ' .1i.,, Itt„,,.11' .
... .j."1i ::
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Clarifier $-,,,,,
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Coarse
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all Station
Parsh
YFlume
A [ Dallas Wastewater
Treatment Plant
Not to Scale

TABLE 2
PROCESS MONITORING SUMMARY
SLUDGE MG/L MGT, MG/L MG&L TEMP. MG'L
DEPTH NH,-N P ALKAL pH D.O. °C CLs RE S
INFLUENT 3.6 187 mg/1 7.3
PRIMARY
CLARIFIER(S)
•
•
AERATION 6.3
BASIN(S)
TRICKLING
FIL l ER(S)
SECONDARY 5.0' 6.2
CLARIFIERS(S)
CLARIFIER
EFFLUENT
FILTER
CL2 TANK 1.5'
POST AERATION 6.4
THICKENER
DIGESIER(S) 7.3
SLUDGE
HOLDING
FILTRATE()
OTHER
OTHER
EFFLUENT 0.84 51 mg/1 7.3 1 mg/1
AVERAGE DAILY FLOW=0.286 mgd
BOD5 INFLUENT=248 mg/1
TSS INFLUENT=217 mg/1
MLSS= 5,900 mg/I
MLVSS=4,130 mg/1 (assumed)
RETURN SLUDGE- % SOLIDS - 1.77%
SE1TLEABILITY 275 ml @ 100%MLSS
EFFLUENT SETTLEABLE SOLIDS- 10 mg/1
SLUDGE WAS th )- 380 gal/day
OTHER
A-5

TECHNICAL PROCESS EVALUATION
AERATION BASIN:
Recommend MLSS is from 2500 to 3500 mg/I
' Current MLSS is 5900 mg/1 ;
Food/Microorganism, F/M= lb influent BOD5
lb MLVSS
Q cI•BOD cF8.34 =0.0
MLVSS ab•NUMBER ab•VOL ab•8.34
F/M ratio for conventional activated sludge=0.05-0.15
Therefore, the F/M value is in the low range for extended aeration plants. A low F/M
generally produces a rapid settling sludge and indicates a well operated treatment
facility. If the plant is operated at the recommended level of approximately 3000 MLSS
(2100 MLVSS)the F/M ratio shifts to 0.12, nearer the high end of the range but still
indicative of a well operated plant.
Sludge Retention Time, SRT= lbs MLSS
solids wasted+ lbs effluent solids
NUMBER ab-MLSS ab•VOL ab
SRT= —=161 days 3
SLUDGE\,at.SOLIDS c+SS e'Q cI
`cSRTisgenerally.16 to 25 daysl
Therefore,the SRT is unusually high. With solids remaining in the aeration basin
for such long periods of time they tend to be burned up,forming ash, a light and
slow or non settling sludge. Reducing the MLSS to approximately 3000 Mg/L and
increasing the sludge wasting to approximately 600 lbs solids/day will reduce the SRT
to approximately 18 days,well within the desired design parameters.
A-6

CLARIFIERS
Normal sludge depth 1 -2 ft
Measured sludge depth 4.0 ft
Sludge Volume Index(SVI) =Settleabilitv.ml x 1000
MLSS, ml
SVI = SETTLEABILITY 1000 =47
MLSS ab
SVI for good settling sludge ranges from 35 to 150.
Conclusion: The SV1, as well as the F/M,indicates a rapid settling sji4 .
Theoretical Sludge Recycle Rate (Qtras) = (current flow, mod) (MLSS. ma/1)
(eras solids, mg/I-MLSS,mg/I)
_ Q erMLSS ab
Q tias SOLIDS ras- MLSS ab
Qt.as=0.1 MGD
% of flow= Q has•100=50 % of current flow
Q cI
Actual Recycle Rate = Q rcl Q ras.100
Q cI
Q rcl =60 % of current flow
Conclusion: Normal sludge recycle rates for activated sludge plants range from 50 to 100%
of the plant flow.At design parameters,the recycle rate would be 100%.
SUMMARY OF MICROSCOPIC EXAMINATION (See microscopic evaluation. page A-10) )
Rotifers, nematodes, and some stalked ciliates are organisims which would be
expected in an aging sludge.The relative predominance of these organisims in the
sludge samples indicates that the sludge is approaching a stage which would lead
to difficulties in plant operation including sludge settling.
A-7

THEORETICAL SLUDGE PRODUCTION
Activated Sludge = .65 lbs solids generated per lb BOD 5 removed
= (.65) (current flow, mgd) (BOD 5 inf-BOD 5 eff, mg/I) (8.34 lb/gal)
S as :_.65•Q ci.(BOD ci- BOD Ce)•8.34
S as =374 lbs/day
S as-365 =i36381 Ibs/yr
Estimated gpd of activated sludge to waste-(SW)
Current solids concentration-1.77% (from plant data)
SW= Ibs/day
(solids conc.) (8.34 lb/gal)
S as
— =253:.i.=gpd' l
SW= SOLIDS c•8.34
SLUDGE WASTED FROM PLANT — SWR ©2.9% (from digester)
SWR= (sludge wasted,gal/yr)(solids concen)(8.34 lb/gal)
SWR :=SLUDGE wst.365•SOLIDS de 8.34
SWR=34703 lbs/yr
SWR =95 '" :Ibs/dayy. .
365
I.Conolusion: Currently,the reported sludge wasting is not adequate to keep up with sludge
• production. Per the operators records, only approximately 25% of the current sludge
production is being wasted.This is resulting in an increase in solids within the
system.As the solids level in the system increases,the chances of the solids level
rising in the effluent also increases.
A-8

RECOMMENDED PROCESS MONITORING
UNIT TEST DAILY 3X WEEK _WEEKLY BIMONTHLY PERIODICALLY
INFLUENT BOD,, SS X
NHi N X
DO X
GREASE X
ALKALINITY(CaCO) X
aH X
UNIT TEST DAILY 3XWEEK WEEKLY BIMONTHLY PERIODICALLY
PRIMARY CLARIFIER WASTE SLUDGE%SOUDS,VSS
EFFLUENT BOD,, SS
UNIT TEST DAILY 3X WEEK WEEKLY BIMONTHLY PERIODICALLY
TRICKLING FILTER/RBC BODS, SS
NH,—N
UNIT TEST DAILY 3X WEEK WEEKLY BIMONTHLY PERIODICALLY
AERATION BASIN MLSS,MLVSS X
SETTLEABIUTY X
pH X
DO X
0, UPTAKE
UNIT TEST DAILY 3XWEEK WEEKLY BIMONTHLY PERIODICALLY
•INAL CLARIFIER RETURN/WASTE SLUDGE%SOLIDS X
BOD,, SS, NH,—N X
DO X
pH X
SLUDGE DEPTH X
UNIT TEST DAILY 3XWEEK WEEKLY BIMONTHLY PERIODICALLY
EFFLUENT BODS, SS, NH,—N
DO
pH
UNIT TEST DAILY 3X WEEK WEEKLY BIMONTHLY PERIODICALLY
DISINFECTION FECAL COUFORM X
Cl2 RESIDUAL X
UNIT TEST DAILY 3XWEEK WEEKLY BIMONTHLY PERIODICALLY
DIGESTER/THICKENER %SOUDS X
VOLATILE SOUDS X
SUPERNATANT:BOD„. NH,—N, SS,P X
DO X
UNIT TEST DAILY •3X WEEK WEEKLY BIMONTHLY PERIODICALLY
DEWATERING %SOUDS,VOLATILE SOUDS
FILTRATE:BODS,NH,—N,SS.P
A-9

FIGURE L
' WORKSHEET FOR MICROSCOPIC EXAMINATION FOR ACTIVATED SLUDGE
. AMX
CE: NOVFMRER 93, 194:13 .TIME: 11:30 PM
BY: GENE JOHNSON TEMP: 22 °C
SAMPLE LOCATION:
•
MICROORGANISM SLIDE SLIDE SLIDE
GROUP NO. I NO. 2 NO. 3 TOTAL
AMOEBOIDS
FLAGELLATES '
FREE •
SWIMMING . • •
C ILEATES
STALKED
CILIATES X X
•
ROTIFERS .� %� Xri• X
i.
WORMS C-J X x
FILAMENTOUS
RELATIVE PREDOMINANCE:
1. ROTIFERS
2. WORMS .
3. STALKED CT!.TATF.S (WRY F'Q.
rOMMENTS:
TEIE MICROSCOPIC T1�TATTON RFiTFALFn WnRMS AND R(1TTFFRS TN TRF ST 1TTX
AN INDICATION OF AN O .n SI UDGE-
•
A-10

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SLII�II1 SS3OO1Id OILLSI AO AITVINLIIRS

Secondary Clarifiers
number - 2 (one in service)
diameter - 25' 6"
depth - 12' 6"
volume of each - 0.0477
overflow rate @ design - 588 gpm
overflow rate @ current flow - 561 gpm
detention time @ design - 3.8 his
detention time @ current flow - 4.0 his
weir length - 77' 0"
weir rate @ design - 3,896 gpd/ft
weir rate @ current flow - 3,714 gpd/ft
type influent feed - center
Return Sludge Pumps
number - 1
type - airlift
Chlorine Contact Basin
number - 2 •
A 12

TECHNICAL DESIGN EVALUATION
Influent Design Data:
BOD 5 Influent = (Design flow, mgd) (Design BOD 5, mg/I) (8.34 lb/gal)
BOD 5 Influent= Q di-BOD di-8.34=1001 lbs
SS Influent= (Design flow, mgd) (Design SS, mg/I) (8.34 lb/gal)
SS Influent= Q dI•SS dr 8.34=1001 lbs
NH3N Influent= (Design flow,mgd) (Design NH3N) (8.34 lb/gal)
NH3N Influent= Q dI-NH 3d1.8.34= 125 lbs
Existing Influent Data:
BOD5 Influent= (Existing influent flow, mgd) (Influent BOD5,mg/I) (8.34 lb/gal)
BOD5 Influent= Q ci-BOD 68.34=592 lbs
SS Influent= (Existing influent flow, mgd) (Influent SS,mg/I) (8.34 lb/gal)
SS Influent= Q cI-SS c/-8.34=518 lbs
NH3N Influent= (Existing influent flow, mgd) (Influent NH3N, mg/I) (8.34 lb/gal)
NH3N Influent= Q crNH 3cI.8.34=60 lbs
A-13

• AERATION BASINS
Detention = (number of basins) (VOL) (24 hr/day) = hrs
ADF, mgd
NUMBER ab'VOL ab•24
Detention = =22.0 hrs @ current flow
Q cI
NUMBER abd'VOL abd'24
Detention = =22.5 hrs @ design flow
QdI
Suggested detention is 18-36 hrs for extended aeration
Volumetric Loading = (ADF, mad) (BOD, ma/1) (8.34 lb/gal)
1000 cf of basin
BOD 8 34
Volumetric Loading= QcI' cI' =17 lb BOD5/1000 cf
NUMBER ab•VOL abcf
© current flow
1000
Q dI BOD dI.8.34
Volumetric Loading = = 13 lb BOD5/1000 cf
'NUMBER abd'VOL abcfdl
I ©design flow
1000
Suggested loading is 10-25 lbs BOD5/1000cf for extended aeration.
Oxygen Required = (1.5 lb 02/lb BOD5) (ADF,gpd) (Influent BOD5, mg/1) (8.34 lb/gal) +
(4.5 lb 02/lb NH3N) (ADF,gpd) (Influent NH3N, mg/1) (8.34 lb/gal)
© Current Load = AOR c := 1.5•Q cI•BOD cr8.34+4.5•Q cI 1 3cI'8.341bs 02/day
AOR c= 1156 lbs 02/day
@ Design = AOR d:= 1.5•Q dI•BOD dI.8.34+4.5•Q dI•NH 3dr8.34bs 02/day
AOR d=2064 lbs 02/day
Oxygen Supplied:
Diffused Aeration: (Assume 8% efficiency)
02 Supplied = (Number of blowers) (cfm) (0.0691 lb air/cf) (.2) (0.08) (1440 min/day)
02 Supplied= NUMBER abb'CFM abb'0.0691•.2.0.08.1440 =4490 lb/day/3blowers
02 Supplied = 4490 = 1497 lbs/day/blower
3
A-14

Mixing required-25 to 30 cfm/1000ft3
Mixing Supplied = CFM abb =27 cfm/1000 cf
(NUMBER ab•VOL abcf)
1000
Adequacy:At current BOD and NH3 loadings, one blower is adequate to supply oxygen
for biological treatment.Adequate air for mixing is also supplied.
Detailed evaluation of oxygen and horsepower requirements:
SOR((3C sw- C L)•a 1T-2o>
AOR= •1.024
CS
AOR= Lb 02/day transferred under field conditions
SOR= Lb 02/day transferred in water at 20°C, and zero dissolved oxygen
(3 = Salinity-surface tension correction factor, usually 0.95 to 1
C sw = Oxygen-saturation concentration for waste at given temperature and altitude, mg/I
C L =Operating oxygen concentration,mg/I
T=Temperature, °C
a = Oxygen -transfer correction factor for waste, usually 0.6 to 0.7 for wastewater
C sw = C s. P.4- D)
I\ 34
P=Atmosphere
D= Depth of submergence
C sw = Saturation @ 20°C
P := 1 atm
D := 13.5 ft
Cs:=9.07 mg/I
C :=C • p+ .4•D
sw s ( 34 )
C sw= 10.51 mg/I
A-15

a:=0.7 ELEV :=800ft D :=13.5 ft
:=.95 CL:=2.0 mg/1 Csw=10.51 mg/1
T :=20 0 C s:=9.07 mg/1 AOR := 1155 lbs/day
_ (a sw C - C L/ a (T 20)
SOR c ._ •1.024
Cs
SOR c=1
AOR c= 1156 Ibs 02/day
SOR := AOR
SOR c
SOR =1874 lbs 02/day
Convert to SCFM:
Ibs/dav SOR
SCFM= Density of air @ 20°C x%02 in air x diffuser efficiency x min/day
A d:=0.075 Density of air @ 20°C
02 :=0.232 % 02inair
D e :=0.08 (%) Diffuser efficiency
SCFM :_— SOR
Ad•02•De•I440
SCFM =935
A-1 6

Convert to CFM @ 90° F:
CFM= 4609+ 902 X SCFM
4600+68°
CFM :=460+ 90•SCFM
460+ 68
CFM=974.0
Convert to Ibs/sec:
CF
lbs/sec= 60 se min X lbs/ft air© EL&TEMP •
ELa= lbs/ft air @ EL&TEMP
ELa :=0.0730 lbs
Ibs/sec= CFM ELa= 1.18
60
Horsepower required:
w= cfm x 1/60 sec./min x Density of air @ elev&temp lbs/cf
w :=CFM 1•0.0730
60
w= 1.18 Weight of air, lb/sec
R :=53.4 Gas constant, (53.5)
T 1 :=550 Absolute inlet temperature
n .=0.283 Constant(0.283 for air)
e :=0.75 Efficiency(Blower)
p 2 :=22.7 Absolute inlet pressure, pounds per square inch absolute
p 1 :=14.7 Absolute inlet pressure
wRT1 p2 0.283
= ---• — - 1 =39 hp
550•n•e p 1
PConclusion : For biological treatment a 40 Hp blower should suffice.This blower should also meet
mixing requirements.
A-17

CLARIFIERS
Detention =Itt3 of clarifier) (7.48 aal/ft2) (24 hr/dav) = hrs
•
ADF,gpd
NUMBER c•VOL ccf 24.7.48
Detention = =4.0 hrs @ Current flow
Q cIg
NUMBER cd•VOL ccf 24.7.48
Detention = =3.8 hrs @ Design
Q dig
Suggested detention time is 2.0 to 4.0 hours.
Weir Rate = ADF,gpd
Length of weir,ft
Weir Rate = Q cIg =3714 gpd/ft @ Current flow
NUMBER LENGTH cw
Weir Rate = Q dIg =3896 gpd/ft © Design
NUMBER cd•LENGTH cw
Suggested weir rates should be less than 10,000 gpd/ft
Overflow Rate = ADF,aDd
Total clarifier area,ft2
Overflow Rate = Q cIg =561 gpd/ft2 @ Current flow
AREA c•NUMBER c
Overflow Rate = Q dig =588 gpd/ft2 @ Design
AREA cd•NUMBER cd
Suggested overflow rates are 300 to 400 gpd/ft2
Average Solids Loading Rate @ Design =lbs solids/ft2/hr
ASLR= (ADF.mad + Recir.,mad) (MLSS,ma/I) (8.34 Ibs/gal)
(Clarifier area,ft2) (24 hr/day)
(Q dI+ Q rand)•MESS abd•8.34 2
ASLR— =2.45 Ib/ft /hr
NUMBER c•AREA c•24
A-18

Average Solids Loading Rate @ Current Flow
(Q cI+Q ras)'MLSS ab•8.34 2
ASLR= =1.84 lb/ft2/hr
NUMBER •AREA -24
Typical solids loading values for activated sludge vary from
1.25 lb/ft2/hr for peak conditions to 0.5 Ib/ft2/hr for average
conditions.
Conclusions: The overflow rate exceeds the recommended level by 40 to 50 %.The solids
loading also exceeds the recommended level by nearly four times.These factors
will greatly increase the likelyhood of poor settling and a corresponding increase
in the solids level in the effluent. Should the MLSS be reduced to a level of
approximately 3000 mg/I,the ASLR would be about 0.9 lbs/ft2/hr,well within the
recommended range.
CHLORINE CONTACT BASIN
Contact time= Number of basins x Basin Volume (MG) X 24 hrs.X 60 min.
Average daily flow(MGD)
NUM ccbc'VOL ccbc
Contact time = 24 60= I I 1 min @current flow
Q cI
NUM ccbd'VOL ccbd\
Contact time= •24.60= 106 min @ design flow
Q dI
The required contact time is a minimum of 30 min at average daily flow.
Conclusions: A portion of the chlorine contact tank is used for post aeration.A definite size for
this could not be determined.However, based on the observed portion of the tank
occupied by the post air,the chlorine basin is still more than adequate to provide
sufficient contact time at both current and design flows.
A-19

DIGESTERS
Estimated Sludge.Production©Current Flow and Load
Thickened Solids=2.9%
= (.65 lbs solids/lb BOD removed) (lb influent BOD, mg/I-lb effluent BOD, mg/I)
==:.65) (ADF,mgd) (lb influent BOD, mg/1-lb effluent BOD, mg/I) (8.34 lb/gal)
.65•Q ei-(BOD ei- BOD ce).8.34=374 lb/day
Estimated Sludge Production @ Design Flow and Load
Thickened Solids= 2.5 %
= (.65 lbs solids/lb BOD removed) (lb influent BOD, mg/I-lb effluent BOD, mg/1)
= (.65) (ADF,mgd) (lb influent BOD, mg/I-lb effluent BOD, mg/I) (8.34 lb/gal)
= .65•Q dr(BOD di- BOD de)•8.34=6181b/day
Solids Detention @ Current = (cf digester) (62.4 lb/ft)
lbs solids/day /solids conc
NUMBER d•VOL d•62.4
Solids Detention @ Current= -- =31 days
.65.Q ci•(BOD ci- BOD ce)•8.34
SOLIDS de
Solids Detention @ Design = (cf digester) (62.4 lb/ft)
lbs solids/day /solids conc
NUMBER dd•VOL dd-62.4
Solids Detention @ Design = =33 days
.65•Q di.(BOD di- BOD de)-8.34
SOLIDS dde
Suggested aerobic digester detention time is 30 days. Additional storage is
required for land application systems to hold sludge when weather conditions do
not permit application.
Conclusions: The digesters are adequately sized for the existing and design loads.
A-20

Solids loading = lb VSS
VSS @ current load = (MLVSS, mall) (lbs sludae/dav)
MLSS, mg/1
= .7•.65•Q l•(BOD cI- BOD Ce)-8.34=262 lbs
Solids loading = lbs VSS/dav
ft3 digester
.7-.65•Q cl•(BOD cj- BOD Ce)•8.34
=0.04 lb/ft3/day
NUMBER d•VOL d
VSS @ design load = (MLVSS, ma/1) (lbs sludge/day)
MLSS, mg/I
= .7•.65•Q di (BOD dl- BOD de)•8.34=433 lbs
Solids loading = lbs VSS/dav
ft3 digester
.7•.65•Q (BOD dl- BOD de -8.34
=0.03 lb/ft3/day
NUMBER dd-VOL dd
Suggested VSS loading for aerobic digesters is 0.1 to 0.2 lb/ft3/day
Volatile Solids to be removed (VSSr)
(Assume 60% Reduction)
VSSr @ current load = .6•.65•Q cl (BOD ci- BOD Ce)•8.34•.7 = 157 lbs
VSSr @ design load = .6•.65•Q di•(BOD dl- BOD de)•8.34•.7 =260 lbs
A-21

Oxygen required for VSS removed=2 lbs 02/lb VSS removed
02 required @ current= 2•.6..65.Q cl (BOD ci- BOD Ce)•8.34•.7 =314 lbs 02
VOLd
02 required for mixing = •30= 184 cfm
1000
02 required @ design= 1.6•.65•Q dr(BOD dl- BOD de)-8.34•.7 =519 cfm
VOL dd
02 required for mixing = •30=198 cfm
1000
Conclusion : The air required for digestion is supplied by the same blowers which supply the
air for the aeration basins.When the additional air requirement for digestion is
added to the aeration demand,the current blowers are not adequate to supply
the total air requirement. Under current conditions,the extra air can be
supplied by one of the idle blowers. However, under design conditions there
would be insufficient air for both aeration and digestion.
A-22

DRYING BEDS:
Drying Cycles Per Year= (lbs solids/day) (365 daysNr)
(%solids) (62.4 Ib/ft3) (loading depth,ft) (area,ft2)
.65•Q d1'(BOD dl- BOD de)•8.34.365
Drying cycles @ design = =31
SOLIDS db•62.4•DEPTH db.AREA db'NUMBER db
.65•Q cI•(BOD c1- BOD Ce)•8.34.365
Drying cycles @ current= — =19
SOLIDS db'62.4•DEPTH db'AREA db'NUMBER db
Adequacy: The number of beds are grossly inadequate at both current and design
loadings. Normally 8 cycles per year is considered to be optimum.
Number of beds required for 8 cycles per year:
.65•Q cl (BOD c1- BOD Ce)•8.34.365
Beds required= — - =10
SOLIDS db-62.4-DEPTH db'AREA db'8
Excess In The Plant
In The Clarifier=
SLUDGE ecg :=AREA c'SLUDGE cb•7.48
SLUDGE ecg=7630 gallons or
SLUDGE eclb :=SLUDGE ecg•SOLIDS c•8.34
SLUDGE ea) =1126 lbs
In The Aeration Basin
SLUDGE eablb '_(MLSS ab- MLSS abd)'VOL ab•8.34
SLUDGE eablb=6337 lbs
SLUDGE eablb
SLUDGE eabg SOLIDScon•8.34
SLUDGE eabg =128780 gallons
Total excess sludge= SLUDGE ecg+SLUDGE eabg= 136409 gallons
A-23

Each sludge drying bed has a capacity of approximately 7,400 gallons. Therefore,
approximately 4 beds of the size the town of Dallas has is required to remove the
excess sludge from the system at this time. With approximately 1550 gallons of sludge
being produced daily, a bed would have to be drawn approximately every 5 days to
accomodate new solids in addition to the current excess.
LAND APPLICATION
Land application of sludge : (Assume 5 dry tons/acre/yr for design and 3.12 dry
tons/acre/yr as per NPDES permit)
Land area required = Tons/vr sludge produced
5 dry tons/acre/yr
Land area required @ design =•65•Q dr(BOD di-BOD de)•8.34.365
=22.6 acres
2000.5
.65-Q ci (BOD ci- BOD Ce)-8.34.365
Land area required @ current= = 14 acres
2000.5
Buffer Requirements @ design= 32.3 acres
Buffer requirements @ current= 17.5 acres
Total Estimated Area Needed @ design=88.1 acres
Total Estimated Area Needed @ current=30.5 acres
A-24

• TOWN OF DALLAS
WASTEWATER CHARACTERISTICS
Q cI :=0.286 mgd Current influent flow in mgd
:=286000 gal Current influent flow in gal
Q cIg
Q dI :=0.600mgd Design influent flow in mgd
Q dIg :=600000 gal Design influent flow in gal
BOD cI :=248 mg/I Current influent BOD5
BOD :=200 mg/I Design influent BOD5
BOD Ce :=7 mg/1 Current BOD5 in effluent
BOD de:= 10 mg/I (Assumed) Design BOD5 in effluent
NH 3dI :=25 mg/I (Assumed) Current influent NH3
Ili 3dI :=25 mg/I (Assumed) Design influent NH3
SS ci :=217 mg/I Current influent suspended solids
SS di :=200 mg/I (Assumed) Design influent suspended solids
SS e := 10 mg/I Suspended solids in the effluent
A-25

AERATION BASIN ( CURRENT)
AREA ab :=2506 sf Area of aeration basin
VOL ab:=0.262 mg Volume of each aeration basin in mg
VOL abcf 35100 cf Volume of each aeration basin
NUMBER ab:=1 ea Number of aeration basins
SLUDGE wst:=380 gpd (Approximately) Sludge wasted per day(from digester)
SOLIDS con :=0.0059 .% Solids concentration of aeration basin
in decimal percent
SOLIDS eff:= 10 mg/I Solids in effluent
MLSS ab:=5900 mg/1 Mixed liquior suspended solids
in aeration basin
MLVSS ab :=4130 mg/I (Assumed) Mixed liquior volatile suspended
solids in aeration basin
CFM abb =940 cfm CFM of each blower
NUMBER abb :=3 ea Number of blowers @ design and
current flows
•
SETTLEABILITY :=275 ml
DEPTH ab:= 14 ft Depth of aeration basin
AERATION BASIN ( DESIGN)
VOL abd :=0.281 mg Volume of each aeration basin in mg
VOL abcfd 37600 cf Volume of each aeration basin
NUMBER abd :=2 ea Number of aeration basins
SLUDGE wstd 10500 gpd Sludge wasted per day(from clarifier).
SOLIDS cond 0.003 .% Solids concentration of aeration basin
in decimal percent
SOLIDS effd:= 10 mg/I Solids in effluent
MLSS abd 3000 mg/ (Assumed) Mixed liquior suspended solids
in aeration basin
MLVSS abd 2100 mg/I (Assumed) Mixed liquior volatile suspended
solids in aeration basin
CFM abbd .•=940 cfm CFM of each blower
DEPTH abd = 15 ft Depth of aeration basin
A-26

CLARIFICATION ( CURRENT)
NUMBER c := 1 ea Number of clarifiers
VOL c :=0.0477 mg Volume of each clarifier in mg
VOL ccf =6375 cf Volume of each clarifier in cf
SLUDGE ex:=2.0 ft Excess sludge in clarifier
AREA c :=510 sf Area of each clarifier in sf
LENGTH cw :=77.0 ft Length of weir in each clarifier
Q ras:=0.172 mgd Recirculation flow in mgd
SOLIDS ras :=17700 mg/I Solids Concentration of return
sludge
SOLIDS c :=0.0177 Solids Concentration in clarifier
return sludge
SWD cc :•= 12.5 ft. Clarifier Sidewater Depth
CLARIFICATION ( DESIGN )
NUMBER cd:=2 ea Number of clarifiers
VOL cd:=0.0477 mg Volume of each clarifier in mg
VOL ccfd 6375 cf Volume of each clarifier in cf
SLUDGE exd 0.0 ft Excess sludge in clarifier
AREA cd:=510 sf Area of each clarifier in sf
LENGTH cwd:=77.0 ft Length of weir in each clarifier
Q rasd:=0.600 mgd Recirculation flow in mgd
SOLIDS rasd :=8000 mg/I (Assumed) Solids Concentration of return
sludge
SOLIDS cd:=0.008 Solids Concentration in clarifier
return sludge
SWD cd:= 12.5 ft. Clarifier Sidewater Depth
A-27

CHLORINE CONTACT BASIN (CURRENT)
NUM ccbc := 1 ea Number of basins
VOL ccbc :=0.022 mg Volume of basin
CHLORINE CONTACT BASIN( DESIGN
NUM ccbd 2 ea Number of basins
VOL ccbd 0.022 mg Volume of basin
DIGESTER( CURRENT)
NUMBER d:= 1 ea
Number of digesters
VOL d:=6146 cf
Volume of each digester in cubic
feet
SOLIDS de:=0.03 (%) Solids concentration in digester
SLUDGE cb :=2.0 ft Depth of excess sludge in clarifier
SWD do := 14 ft. Digester Sidewater Depth
DIGESTER ( DESIGN )
NUMBER dd :=tea Number of digesters
VOL dd :=6585 cf Volume of each digester in cubic
feet
SOLIDS dde :=0.025 (%) Solids concentration in digester
SLUDGE dcb 2.0 ft Depth of excess sludge in clarifier
SWD dd := 15 ft. Digester Sidewater Depth
DRYING BEDS
NUMBER db :=4 ea Number of drying beds
AREA db :=990 ft2 Area of each drying bed
DEPTH db :=1.0 ft Depth of drying beds
• SOLIDS db :=0.029 % Current concentration of sludge
placed on beds
VOL db :=3960 ft3 Volume of drying beds in ft3
VOL dbg :=29621 gal Volume of drying beds in gal
A-28

DALLAS MCI EVALUATION
FLOW IN 60-DEGREE V-NOTCH WEIR
0.11
0.105 - — -
0.1 /
0.095
0.09 ,
0.085
0.08
0.075 /
•
0.07
0.065
0.06
MGD(Inches)0.055
0.05
0.045
0.04
0.035
0.03
0.025
0.02
0.015
0.01 /
0.005
0
0 0.25 0.5 0.75 1 1.25 1.5 1.75 2 2.25 2.5 2.75 3 3.25 3.5 3.75 4 4.25 4.5 4.75 5
inches
A-29

DALLAS MCI EVALUATION
FLOW IN 6-INCH PARSHALL FLUME
2
1.9
1.8 — - -
1.7 -
1.6 -
1.5 - —
•
1.4
1.3
1.2
1.1
MGD(Inches)
0.9
0.8
0.7
0.6 —
0.5 - -
0.4
0.3
0.2 /
0.1
0-�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Inches
A-30 •

MONTI-II T FORM .
FOR AERATED S... si— HOLDING 'TANK
Operator: Month: Year:
`.•taste Sludge to Tank Waste D ge.sted Sludge to ed.s Supernatant
Vol. pH TS Vol. pH �- TS VS Vol. NH,-N BOD5
Date bals mg/1 gal. % gals
_ -m971 mg/1
1
2 - .
3
4
5
6
9
10
11
12
Lo- 13 ---14 15
16 - —
17 --_ --
•
18 -
19 -- T— —
20
'21 22 23 - --
24
25 •
26
27 - --
29 — '
30
31 •
•

FOR SLU SIG BEDS
Operator: Month: Year:
Sludge to Beds Polymer Feed Bed Underdrainage
Vol. Loading
Date gals Depth mg/1 lb. Vol. pH NH3-N BOD5
Bed No. inch gals mg/1 mg/1
1
2
3
4
6
7
8
9
10
11
12
13
14 •
twv 15
16 1
17
18
19
20
21 !,
22
23
24
25
26 _-
27
28
29
30
31 --
Average —___—_

• i
REQUIREMENTS FOR ACHIEVING CLASS "B" PATHOGEN REQUIREMENTS
Sewage sludge that does not qualify as Class B cannot be land
applied. Class B, sewage sludge must meet one of the following
pathogen requirements : •
1) The sewage sludge must be treated by a PSRP or PSRP
equivalent process .
Q
2) At least seven sewage sludge samples should be collected
• at the time of use or disposal and analyzed for Fecal
coliforms during each monitoring period. The geometric mean
of the densities of these samples will be calculated and
should meet the following criteria:
•
- Less than 2 , 000 , 000 Most Probably Number per gram of
total dry solids ( 2 , 000, 000 MPN/g TS) .
OR
- Less than 2 , 000 , 000 Colony Forming Units per gram of
total dry solids (2 , 000 , 000 CFU/g TS) .
In addition, for any land applied sewage sludge that meets Class
B pathogen reduction requirements , but not Class A, the site
restrictions described earlier must be met .
•
1
PATHOGEN TREATMENT PROCESSES
1 Processes to Significantly Reduce Pathogens (PSRP)
1) Aerobic Diaestion - Sewage sludge is agitated with air or oxygen to
maintain aerobic conditions for a mean cell residence time and
temperature between 40 days at 20°C and 60 days at 15°C.
2) Air Drying - Sewage sludge is dried on sand beds or on paved or
unpaved basins for a minimum of three months . During two of the
three months , the ambient average daily temperature is above 0°C .
3) Anaerobic Digestion - Sewage sludge is treated in the absence of air
for a mean cell residence time and temps . between 15 days at
35 to 55°C and 60 days at 20°C .
4 ) Composting - Using either the within-vessel, static aerated pile, or
windrow composting methods , the temperature of the sewage sludge is
raised to 40°C or higher for five days . For four hours during the
five days , the temperature in the compost pile exceeds 55°C .
5) Lime Stabilization - Sufficient lime is added to the sewage sludge
to raise the pH of the sewage sludge to 12 after 2 hours of contact .
I
A-33 • .

•
PATHOGEN TREATMENT PROCESSES
Processes to Further Reduce Pathogens (PFRP)
1) Comoostinq - Using either within-vessel or static aerated pile
composting, the temperature of the sewage sludge is maintained at
55°C or higher for 15 days or longer. During this period, a minimum
of five. windrow turnings are required.
2 ) Heat Drying - Sewage sludge is dried by direct or indirect contact
with hot gases to reduce the moisture content of the sewage sludge '
to 10% or lower. Either the temperature of the gas in contact -with
. the sewage sludge exceeds 80°C or the wet bulb temperature of the
gas in contact with the sewage sludge as the sewage sludge leaves
the dryer exceeds 80°C.
3) Heat Treatment - Liquid sewage sludge is heated to a temperature of
180°C or higher for 30 minutes .
4 ) ThermoDhilic Aerobic Digestion - Liquid dewatered sewage sludge is
agitated with air or oxygen to maintain aerobic conditions and the
mean cell residence time for the sewage sludge is 10 days at
55 to 60°C .
5 ) Beta Ray Irradiation - Sewage sludge is irradiated with beta rays
from an accelerator at dosages of at least 1 . 0 megarad at room
temperature (ca . 20°C) .
6 ) Gamma Rav Irradiation - Sewage60sludge 13 irradiated with gamma rays
from certain isotopes such as Co and Ce, at dosages of at least
1 . 0 megarad at room temperature (ca . .20°C) .
7 ) Pasteurization - The temperature of the sewage sludge is maintained
at 70bC or higher for at -least 30 minutes .
Vector Attraction Reduction Requirements
Vector attraction reduction reduces the potential for spreading
of infectious disease agents by vectors (i .e . , flies, rodents ,
and birds ) . The alternative methods for meeting the vector
attraction reduction requirement imposed by Part 503 include the
following:
1) Aerobic or Anaerobic Digestion - Mass of volatile solids
(VS) are reduced by 38% or more . VS reduction is measured
between the raw sewage sludge prior to stabilization and the
sewage sludge ready for use or disposal . This criterion
should be readily met by properly designed and operated
anaerobic digesters , but not as readily by typical aerobic
digesters . POTWs with aerobic digesters may need to meet
vector attraction reduction requirement through Alternative
3 or Alternative 4 below.
•
•
A-34

•
PATHOGEN TREATMENT PROCESSES
Processes to Further Reduce Pathogens (PFRP)
1) Composting - Using either within-vessel or static aerated pile
composting, the temperature of the sewage sludge is maintained at
55°C or higher for 15 days or longer. During this period, a minimum
of five. windrow turnings are required.
2) Meat Drying - Sewage sludge is dried by direct or indirect contact
with hot gases to reduce the moisture content of the sewage sludge :
to 10% or lower. Either the temperature of the gas in contact with
the sewage sludge exceeds 80°C or the wet bulb temperature of the
gas in contact with the sewage sludge as the sewage sludge leaves
the dryer exceeds 80°C.
3) Heat Treatment - Liquid sewage sludge is heated to a temperature of
180°C or higher for 30 minutes .
4 ) Thermophilic Aerobic Digestion - Liquid dewatered sewage sludge is
agitated with air or oxygen to maintain aerobic conditions and the
mean cell residence time for the sewage sludge is 10 days at
55 to 60°C .
5) Beta Ray Irradiation - Sewage sludge is irradiated with beta rays
from an accelerator at dosages of at least 1 . 0 megarad at room
temperature (ca . 20°C) .
6 ) Gamma Rav Irradiation - Sewage sludge 137 irradiated with gamma rays
b
from certain isotopes such as Co and Ce, at dosages of at least
1 . 0 megarad at room temperature (ca . 20°C) .
7 ) Pasteurization - The temperature of the sewage sludge is maintainer'
at 70°C or higher for at -least. 30 minutes .
1 Vector Attraction Reduction Requirements
Vector attraction reduction reduces the potential for spreading
of infectious disease agents by vectors (i .e . , flies , rodents ,
and birds) . The alternative methods for meeting the vector
attraction reduction requirement imposed by Part 503 include the
following:
1) Aerobic or Anaerobic Digestion - Mass of volatile solids
(VS) are reduced by 38% or more . VS reduction is measured
between the raw sewage sludge prior to stabilization and the
sewage sludge ready for use or disposal . This criterion
should be readily met by properly designed and operated
anaerobic digesters , but not as readily by typical aerobic
digesters. POTWs with aerobic digesters may need to meet
vector attraction reduction requirement through Alternative
3 or Alternative 4 below.
11
•
•
A-35 .

AR
2 ) Anaerobic Digestion - If 38% VS cannot be achieved, vector
attraction reduction can be demonstrated by further
digesting a portion of the digested sewage sludge in a bench
scale unit for an additional 40 days at 30 to 37°C or higher
and achieving a further VS reduction of less than 17% .
3) Aerobic Digestion - if 38% VS cannot be achieved, vector
AR attraction reduction can be demonstrating by further
digesting a portion of the digested sewage sludge with a
solids content of 2% or less in a bench scale unit for an
additional 30 days at 20°C and achieving a further VS
reduction of less than 15% .
it 4 ) Aerobic Digestion - Specific oxygen uptake rate (SOUR) is
less than or equal to 1 . 5 mg 02/hr-gram of total solids (TS)
at 20°C. If unable to meet the SOUR criteria, POTWs may be
able to satisfy Alternative 3 .
5) Aerobic Processes - (e . g. , composting) Temperature is kept11
at greater than 40°C for at least 14 days and the average
temperature during this period is greater than 45°C .
6) Alkaline Stabilization - pH is raised to at least 12 by
ik alkali addition and, without the addition of more alkali,
remains at 12 or higher for 2 hours and then at 11 . 5 or
higher for an additional 22 hours .
7/8) Drying - TS is at least 75% when the sewage sludge do not
contain unstabilized primary solids and at least 90% when
11] unstabilized primary solids are included . Blending with
other materials is not allowed to achieve the total solids
percent .
9 ) Infection - Liquid sewage sludge (or domestic septage) is
injected beneath the surface with no significant amount of
sewage sludge present on the surface after 1 hour, except
for sewage sludges that. are Class A •for pathogen reduction,
which shall be injected within 8 hours of discharge from the
pathogen reduction process . . This alternative is applicable
to bulk sewage sludge land applied to agricultural land,
forest, public contact sites or reclamation sites; domestic
septage land applied to agricultural land, forest or
reclamation sites ; and sewage sludge or domestic septage
11 placed in a surface disposal site .
10) Incorporation - Sewage sludge (or domestic septage) that is
11 land applied or placed in a surface disposal site shall be
incorporated into the soil within 6 hours of application,
except for sewage sludge that is Class A for pathogen
reduction which is land applied shall be incorporated within .
8 hours of discharge from the pathogen reduction g p g process .
th
Rr!� A-36

1OWN U1- DALLAS
GIAL FUND No. 026371
DALL N.C. 28034
INVOICE DATE REFERENCE ACCOUNT NUMBER INVOICE AMOUNT DEDUCTION BALANCE
83 53 400.00
RECEIVED
JAN 17 199c
FACILITIES ASSESSMENT WIT
DETACH BEFORE DEPOSITING
68-129
TOWN OF DALLAS 531
GENERAL FUND No. 026371
DALLAS, N.C. 28034
I DATE CHECK NUMBER DISCOUNT PROTECTION AMOUNT
1 -11 -95 26371
$400.00** $400.00
PAY TO THE ORDER OF:
N.C.D.E.M.
P 0 Box 29535
Raleigh, NC 27626-0535
PROVISION FOR THE PAYMENT OF THIS CHECK HAS BEEN MADE
BY AN APPROPRIATION DULY MADE OR BONDS OR NOTES DULY
AUTHORIZED PURSUANT TO THE LOCAL GOVERNMENT BUDGET A
AND FISCAL CONTROL ACT. 1 .
BRANCH BANKING IITRUST CO. M),AYORVVR TR 1 SURE9
DALLAS.N.C. VOID AFTER 120 DAYS
CLERK OR ASSISTANT CLERK
II■0 2637 L1I' I:053 LO L 2991: L60637000411'

TOWN OF DALLASt.
.
131 NORTH GASTON STREET
DALLAS.N.C.28034
FIRST CLASS
U.S.POSTAGE •
PAID
DALLAS.N.C.
PERMIT NO.3
:/ ^! ‘+1,-;;:-1 „0rf��•,: *. 1t(R . .` -'\(''71\1,`_�• c1 .7i-:,,fxe P -SORTED
.J ,,k �
n L .e.:t• -..1,\ ,1 tcri\\71 h,c.:3',V,"'. , 4),