NC0036196_Environmental Assessment_19910530

NPDES DOCU BENT :;CANNING COVER SHEET
NPDES Permit:
NC0036196
Clark Creek WWTP
Document Type:
Permit Issuance
Wasteload Allocation
Authorization to Construct (AtC)
Permit Modification
Complete File - Historical
Engineering Alternatives (EAA)
Correspondence
Owner Name Change
Instream Assessment (67b)
Speculative Limits
Environmental Assessment (EA)
Document Date:
May 30, 1991
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North Carolina Wildlife Resources Commission
512 N. Salisbury Street, Raleigh, North Carolina 27604-1188, 919-733-3391
Charles R. Fullwood, Executive Director
MEMORANDUM
TO:
Melba McGee, Planning & Assessment
Dept. of Environment, Health & Natural Resources
FROM: Dennis Stewart, Manager
Habitat Conservation Program
DATE: May 30, 1991
SUBJECT: Division of Planning & Assessment PROJECT NO. 406:
Clark Creek Wastewater Treatment Plant, Newton,
Catawba County.
This correspondence is a follow up to our memorandum
dated May 23, 1991, in which I acknowledged the receipt of
supplemental information concerning the Environmental
Assessment (EA) for the expansion of the Clark Creek
Wastewater Treatment Plant. The North Carolina Wildlife
Resources Commission (NCWRC) requested this information in a
memorandum dated April 24, 1991. Staff field biologists
have now reviewed the updated EA. These comments are
provided in accordance with the provisions of the North
Carolina Environmental Policy Act (G.S. 113A-1 through 113A-
10; 1 NCAC 25).
The NCWRC is statutorily charged with the
responsibility to conserve, protect, manage, and restore the
fish and wildlife resources of the State, including their
habitats. Although we will not object to the expansion of
the wastewater treatment plant, it is our responsibility to
express concerns over present and potential adverse
conditions in Clark Creek resulting from the operation of
the plant. We are concerned that the wastewater treatment
plant is having adverse impacts on the fisheries resources
of Clark Creek in the following ways:
1) The City of Newton is currently permitted to
discharge 5 million gallons per day (MGD) into Clark
Creek and is proposing to upgrade its facilities to
discharge 7.5 MGD. Eventually the city plans to expand

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Memo Page 2 May 30, 1991
to treat 10 MGD. According to the EA, the 7-day, 10-
year low flow for Clark Creek is 3.9 MGD. The NCWRC
finds it difficult to understand how the plant can be
in compliance with its current NPDES permit during the
exceedingly low flow the creek experiences
periodically. It appears that the discharge is
presently too much for a creek of this size to handle,
a condition that will worsen if the plant capacity is
expanded.
2) Seventy percent of the wastewater treated at the
plant is of industrial origin (textile mills, furniture
manufacturers, metal works). Field staff observed
during a site visit on April 22, 1991, that effluent
being discharged into Clark Creek was black in color,
resulting in a black plume extending for some distance
downstream. Again, it is likely that this condition
will worsen if plant capacity is expanded. We feel
that efforts should be made to lessen this problem
before plant capacity is expanded.
We appreciate the opportunity to participate in the
review process and urge the resolution of the adverse
impacts of the wastewater treatment plant on Clark Creek and
its fisheries resources. If we can provide further
assistance, please advise.
DLS/lp
cc: Ms. Stephanie Goudreau, Mt. Region Habitat Biologist
Mr. Chris Goudreau, District 8 Fisheries Biologist
Mr. Jack Mason, District 8 Wildlife Biologist

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EFFLUENT LONGTERM BOD'S AND NITROGEN VALUES
(all values in mg/1)
SAMPLE DESCRIPTION
TOT
DAY BOD NH3 TKN NOX N
Gastonia Long Creek 0 0.46 4.3 5.1 9.4
Composite
October 7-8, 1986 5 4.9
Time: 1100-1100
NBOD = 1.9 * 4.57 = 8.7 12 9.5
CBOD = 30.0 - 8.7 = 21.3 16 11.5 0.11 3.7 5.9 9.6
22 13.9
32 17.1 0.19 2.9 6.2 9.1
40 19.5 0.19 2.9 6.4 9.3
62 24.8 0.11 3.5 6.4 9.9
71 26.9
92 30.0 0.11 3.1 7.0 10.1
Hickory Henry Fork 0 1.3 4.2 6.3 10.5
Composite 3 13.1
September 8-9, 1986 5 20.5 2.2 4.6 5.9 10.5
NBOD = 3.7 * 4.57 = 16.9 7 28.1
CBOD = 78.9 - 16.9 = 62.0 9 36.1
12 46.0 0.40 4.5 8.3 12.8
14 50.7
19 58.4
28 64.3 0.14 2.7 9.7 12.4
33 66.7
41 69.4 0.06 2.1 4.4 6.6
50 71.9
60 74.3
90 75.4
122 78.9 0.07 1.3 10.0 11.3
Newton WWTP 4 - D•oZ 0 0.31 1.5 1.1 2.6
Composite _ 5 2.8
September 9-10, 1986 va�v_ 13 6.7 0.37 1.9 1.1 3.0
Stop at day 60 49„ 7 18 9.4 0.40 3.6 1.0 4.6
NBOD = 0.9 * 4.57 = 4.1 27 13.3
CBOD = 22.0 - 4.1 = 17.9 32 15.3
40 17.6 0.04 2.4 1.9 4.3
G/���= �. 49 19.8
60 22.0 0.05 .80 2.0 2.8
joyj /%065_ = 12 . S/' ( _ 91 24.7
:fir
y' 121 27.7 0.09 .80 2.0 2.8
High Point Eastside 0 0.31 1.8 10.0 11.8
Composite 5 4.6
October 28-29, 1986 11 7.7
1020-10il 20 11.1 0.06 2.' 1().o 12

DIVISION OF ENVIRONMENTAL MANAGEMENT
April 19, 1991
MEMORANDUM
TO: Allen Clark
THRU: Trevor Clement
Ruth Swanek �c
FROM: Jacquelyn M. Nowell
SUBJECT: Environmental Assessment for City of Newton
NPDES Permit No. NC0036196
Catawba County
The Technical Support Branch has completed its review of the EA
submitted for the City of Newton's Clark Creek WWTP. The assessment
seems to be thorough and we have no comments.
cc: WLA File

Environmental Assessment
Clark Creek Wastewater
Treatment Plant
City of Newton
April 1991
UUiIliSENGINEERS

1.0 BACKGROUND.
The City of Newton collects and treats domestic and industrial wastewater
from within the Newton corporate limits, surrounding unincorporated areas, and
portions of Hickory and Conover. Wastewater collected in the service area is
comprised of nearly 70 percent industrial wastewater, mainly from textile mills,
furniture manufacturers and metal works. The remaining 30 percent is of domestic
origin. With a few exceptions, the existing collection system is in good condition
and has adequate capacity to carry the projected wastewater flows over the next
20 years.
Wastewater from the area is treated at the Clark Creek Wastewater
Treatment Plant. The Clark Creek Plant began operation in 1979 and is currently
permitted to treat an average of 5.0 million gallons per day (MGD). The current
facilities at the treatment plant include rough screening, aerated grit removal, lime
treatment, biological nitrification, filtration, disinfection, and sludge handling
facilities. The performance of the Plant since it began operation has been very
good.
The nature of the wastewater received at the Clark Creek Plant is not
expected to change in the near future, therefore no new treatment processes are
anticipated. The quantity of wastewater however continues to increase. In order
to maintain the current effluent standards, expansion of the treatment plant is
required.
The current expansion project will include duplicating some of the existing
treatment units in order to provide a treatment capacity of 7.5 MGD. The Plant will
eventually be expanded to 10.0 MGD. The current project consists of expanding
the lime treatment facilities, adding two aeration basins, one secondary clarifier,
additional sludge handling facilities, and repair and replacement of various
mechanical equipment. This expansion will provide all the facilities needed to treat
7.5 MGD at, or above, the current treatment level.
949.028 (34) Page 1 of 9

A location map showing the Clark Creek Plant and the service area are
presented in Figures 1 and 2. An overall site plan showing the proposed Plant
expansion is presented in Figure 3.
2.0 EXISTING ENVIRONMENT.
The Clark Creek Treatment Plant is located on McKay Road off US 321 south
of Newton. The area around the treatment plant was cleared and graded in the late
1970s when the Plant was constructed. The area is predominantly grass with trees
and undergrowth remaining in the flat wide flood plain between the treatment plant
and Clark Creek.
Portions of the previously cleared areas adjacent to the Plant have not been
maintained and have grown over with low scrub growth. These areas will be
cleared to provide area for spoil disposal. Spoil material will be compacted and
planted with grass. The fill area will not encroach on the flood plain and no change
in the 100-year flood elevation is expected.
Soils in the area are predominantly clays and silty clays 30 to 40 feet deep
with underlying layers of weathered rock, typical of Piedmont North Carolina.
Groundwater is found at 30 to 40 feet deep. The City of Newton provides water
service within the corporate limits and surrounding areas, therefore no groundwater
is used in the immediate area of the Clark Creek Plant. All new facilities proposed
at the Plant will be constructed of concrete. In addition, the existing stone lined
aeration basins are to be Tined with concrete as part of the expansion project.
Seepage from basins will be minimal and the groundwater supply will remain
protected should it be needed in the future.
3.0 PROJECT NEED.
The Clark Creek Wastewater Treatment Plant is currently permitted for an
average flow of 5.0 MGD. The Plant operates at or near that level during the work
week with significantly lower flows on weekends.
949.028 (34) Page 2 of 9

Residential growth and expanding industrial facilities will likely increase the
average wastewater discharge to more than 5.0 MGD within a few years.
Continued growth is expected with the Clark Creek Plant receiving 10.0 MGD within
the next 20 to 25 years.
Expanding the treatment plant to 7.5 MGD should provide adequate hydraulic
capacity for the next ten years. An additional expansion project will then be
undertaken to increase Plant capacity to 10.0 MGD. Provisions are being made in
the current expansion project to allow for future expansion.
4.0 PROJECT ALTERNATIVES.
Several alternatives to expanding the treatment plant have been investigated.
One alternative is to not expand the treatment plant and limit discharges to the
existing 5.0 MGD level. This would require the City to hold industrial wastewater
flows at their current level and discourage residential growth in order to remain
within the current Permit. Controlling residential and industrial growth of the area
in order to satisfy the existing permitted discharge level is difficult at best. The area
will likely continue to enjoy slow steady growth with wastewater discharges
increasing proportionally. The increase in flow would soon violate the existing
permit and exceed the design capacity for the existing treatment plant.
Another alternative to expansion is land application of the additional
wastewater received at the Plant. Additional facilities would be required to treat
wastewater so that it may be land applied. If wastewater were applied at a
reasonable hydraulic loading of one-half inch per week, at least three square miles
of suitable cleared land in large tracts would be required. Suitable land in such large
quantities is not available in the immediate area of Newton. Land application of
wastewater is therefore considered impractical.
Other alternatives that have been considered include building new
pretreatment facilities for large industries that discharge wastewater to the Clark
949.028 (34) Page 3 of 9

Creek Plant. Although additional pretreatment would reduce the pollutant loading
to the Plant, there would be no reduction in the quantity of water treated at the
Plant. The City has been actively planning for future increases in wastewater flow
by upgrading the sewer outfall network. Given the limited space available for new
treatment facilities and the size of the outfall network, expansion of the current
facilities provides the best alternative to meet future treatment needs.
5.0 ENVIRONMENTAL CONSEQUENCES.
The Clark Creek Plant has performed very well since it began operation in
1979. Under the current Permit the facility may discharge an average of 5.0 MGD
with the effluent quality standards given in Table 5.1.
TABLE 5.1
CLARK CREEK WASTEWATER TREATMENT PLANT
CURRENT NPDES PERMIT LIMITS
Average Daily Flow
BOD (Five Day) *
Total Suspended Solids (TSS)
Ammonia Nitrogen*
* Summer/Winter
5.0 MGD
15/30 mg/I
30 mg/I
6/12 mg/I
In general the facilities provide effluent of significantly higher quality than that
required by the current Permit. Although the average monthly discharges are low,
there have been a few occasions when the daily permitted limits on total suspended
solids have been exceeded and flow violations have occurred. These violations have
been the result of high infiltration rates along several older outfalls during heavy
rains. The City has replaced several of these outfalls and plans to continue
improvements in the future.
949.028 (34) Page 4 of 9

As part of the Plant expansion project, a new Permit will be issued to allow
for an average flow of 7.5 MGD and pollutant limits similar to those currently
permitted. Preliminary discussions with the Division of Environmental Management
have produced a set of speculative limits presented in Table 5.2. In addition to the
conventional pollutant limits given, additional monitoring will be performed and some
limits established for various metals. Practical limits for color and residual chlorine
are also being investigated.
TABLE 5.2
CLARK CREEK WASTEWATER TREATMENT PLANT
ANTICIPATED PERMIT
Average Daily Flow 7.5 MGD
BOD (Five Day) * 15/30 mg/I
Ammonia Nitrogen* 1.4/3.1 mg/I
Dissolved Oxygen 5 mg/I
Fecal Coliform (MPN) 200
pH 6-9
* Summer/Winter
The overall impact the project will have on water quality will be small. Given
the discharge limits discussed, the quality of water in Clark Creek is not expected
to change.
Other environmental consequences in the immediate area of the Plant as well
as downstream have been considered. The Plant is located in a rural area and is
well buffered from other development. Expansion of the Plant is fully within the
limits of the existing site, and should have little effect on either the environment
around the Plant or further downstream.
949.028 (34) Page 5 of 9

There will be some secondary or indirect impacts that are either attributable
to the Plant expansion or will occur as a result of continued growth in the service
area. Most of these effects are expected to be small but are difficult to quantify.
The City of Newton is committed to controlling impacts from development through
enforcement of zoning ordinances and regulating waste discharges from industry.
As development continues in the Clark Creek drainage basin there will likely be more
nonpoint source pollution and additional changes in land use. The City will continue
to mitigate the effects of development through the use of local ordinances.
In response to more specific concerns of various regulatory agencies the
following assessments should be noted:
1. Land Use - The Clark Creek Treatment Plant site is zoned for use as
a wastewater treatment facility by Special Use Permit. No changes in
land use will occur as a direct result of the Plant expansion. Changes
in land use will continue throughout the service area as part of
ongoing development.
2. Wetlands - The area to be cleared does not include any area
designated as wetlands. The project should have no effect on any
wetlands downstream.
3. Prime Agricultural Lands - There are no prime or unique agricultural
lands in the project area.
4. Public Lands - There are no public lands in the project area. There
should be no impact on public lands downstream as a result of the
project.
949.028 (34) Page 6 of 9

5. Scenic and Recreational Areas - There are no scenic or recreational
areas in the project area. Scenic or recreational areas downstream
should not be affected by the project.
6. Historical Sites - There are no historical or archeological sites in the
project area.
7. Air Quality - Air quality at the Clark Creek Plant is generally very good.
The Plant is free of excessive odor under normal operation. The
frequency of objectionable odors will not increase as a result of the
project. There will be some increase in air pollution as a result of
increased plant size. Additional wastewater flow may result in
increased volatile compounds entering the atmosphere. The City will
continue to enforce pretreatment standards to mitigate these effects.
Some indirect increase in air pollution will occur from increased electric
power demand at the plant and from the increased development in the
area.
8. Groundwater - Groundwater quality will not be adversely affected by
the project and may improve slightly as a result of new concrete basin
linings.
9. Noise - The addition of new mechanical equipment should not change
the level of noise significantly. The Plant is not a source of excessive
noise during normal operation. Additional noise will be experienced
during construction but will be limited to daylight hours except under
unusual circumstances.
10. Water Supplies - Although the allowable discharges will increase, the
mass of pollutants discharged will not increase significantly. It is
therefore believed that the project will have little or no affect on
949.028 (34) Page 7 of 9

downstream water supplies. The nearest downstream intake is on the
South Fork of the Catawba River in Lincolnton, North Carolina,
approximately 12 miles downstream from the Clark Creek Wastewater
Treatment Plant.
11. Fish and Shellfish - Impact on downstream fish habitat should be
minimal. Increases in oxygen demand and pollutant loadings will be
small. The Plant will maintain its high standard of effluent quality and
high dissolved oxygen levels at discharge. Secondary impacts may
result from continued development in the service area and increased
nonpoint source pollutant discharges.
12. Endangered Species - Expansion of the Clark Creek will not result
directly in any change in land use or loss of habitat. The project
should therefore have no direct impact on endangered species.
Secondary effects on endangered species may result from increased
development in the service area.
13. Toxic Substances - No new toxic substances will be introduced into
the environment as a result of the project. The City will continue to
monitor discharges from the Plant for toxic substances as part of their
ongoing monitoring effort.
14. Eutrophication - The mass of pollutants discharged from the Plant will
not increase significantly. Therefore, eutrophication of waters
downstream of the Plant is not expected as a result of the Plant
expansion.
949.028 (34) Page 8 of 9

6.0 MITIGATIVE MEASURES.
Adverse impact on the environment as a result of the treatment plant
expansion is expected to be minimal. Every effort will be made to protect the
environment both during construction and in future Plant operations.
During construction, land disturbing activity will be held to a minimum.
Clearing of trees and vegetation will be limited to those areas required for new
structures and spoil disposal. Sedimentation and erosion control will be provided in
accordance with the North Carolina Sedimentation Pollution Control Act of 1973 as
amended. Periodic review of construction activities will be conducted by the Land
Quality Section of the Department of Environment, Health and Natural Resources.
When the project is complete the new facilities will provide additional
protection for the downstream watercourse. The operation of the expanded Plant
should not create any significant negative impacts in the area of the Plant or
downstream. As growth continues in the Newton area, other indirect environmental
impacts may result. Through enforcement of State and local environmental policies,
the Newton area should continue the current pattern of slow growth without
significant environmental consequences. The expanded Plant will insure the City's
ability to safeguard water quality in Clark Creek and any minor environmental
impacts as a result of construction are far outweighed by the additional ability of the
Plant to protect Clark Creek.
Attachments:
Figure 1 - Location Map
Figure 2 - Existing Facilities
Figure 3 - Area Plan, Expansion
949.028 (34) Page 9 of 9

FIGURE I
CLARK CREEK
PLANT EXPANSION
LOCATION MAP

LEGEND:
LIMITS OF DRAINAGE BASIN
® TREATMENT PLANT
• PUMPING STATION
• • FORCE MAIN
— ---- OUTFALL
OUTFALLS:
CLARK CREEK
HILDEBRAN CREEK
CLINE CREEK
TOWN BRANCH
SMYRE CREEK
SNOW HILL CREEK
EASTMONT PARK
LOWER MCLIN CREEK
UPPER MCLIN CREEK
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.rrw ADC
Oros MLw
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INIT.
CLARK CREEK
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State of North Carolina
Department of Environment, Health, and Natural Resources
Division of Environmental Management
512 North Salisbury Street • Raleigh, North Carolina 27611
James G. Mardn, Govemor George T. Everett, Ph.D.
William W. Cobey, Jr., Secretary Director
February 20, 1991
Mr. Charles A. Willis
Willis Engineers
6525 Morrison Boulevard
Charlotte, N. C. 28211
Subject: City of Newton -Clark Creek WWTP Expansion
Dear Mr. Willis:
Your request for speculative effluent limits for the proposed expansion
of Newton's facility has been completed by the staff of the Technical
Support Branch. The speculative nature of this analysis must be emphasized
because of its completion without review or comments from the staff of our
Mooresville Regional Office. Upon their review, additional information
could be provided that was not input during this analysis. In order to
receive final permit limits, a formal application will have to be submitted
to the Division's Permits and Engineering Unit.
Based on the information available, the Technical Support Branch
developed effluent limits at the proposed expansion wasteflow of 7.5
MGD. The tentative summer and winter limits for conventional constituents
are as follows:
Summer Winter
BOD5 15 30
NH3 1.4 3.1
DO 5 5
Fecal Coliform 200 200
pH 6-9 6-9
It should be noted that the tentative NH3 limits were evaluated and are
based on the protection of Clark Creek against instream toxicity. North
Carolina is currently evaluating all NPDES dischargers for ammonia toxicity
and following EPA guidance to protect the waters for an instream criteria of
1 mg/1 in the summer and 1.8 mg/1 in the winter under 7Q10 conditions.
Due to the industrial constituency of Newton's discharge, effluent
limits were developed for metals at the expanded wasteflow. The recom-
mended daily maximum limits are:
Poludon Prevention Pays
P.O. Box 27687. Raleigh, North Carolina 27611-7687 Telephone [phone]
An Enual Opportunity Affirmative Action Employer

q
Cadmium 3 ug/1
Chromium 76 ug/1
Nickel 133 ug/1
Lead 38 ug/1
Cyanide 7.6 ug/1
Toluene 17 ug/1
Monthly effluent monitoring requirements should also be included for
copper, zinc, silver, mercury and fluoride. The facility should continue
instream monitoring above and below Newton's effluent pipe for the parame-
ters of temperature, dissolved oxygen, fecal coliform, conductivity, SODS,
NH3, total phosphorus, total nitrogen, and cadmium. It should be noted that
instream monitoring for BOD5 should be replaced by periodic long-term BOD
monitoring•after the State adopts a standard method of analysis. During our
evaluation, it was determined that the current downstream site should be
changed from State Road 2012 to State Road 2007 to provide better data con-
cerning the impact of Newton's discharge in Clark Creek. The instream waste
concentration (IWC) at 7.5 MGD is 66% and a chronic toxicity testing
requirement, with sampling in the months of June, September, December, and
March, will remain a condition of the NPDES permit.
North Carolina has recently adopted an action level for total residual
chlorine (TRC) of 17 ug/1 to protect against toxicity to aquatic life under
low flow conditions. Based on your IWC of 66%, an effluent TRC limit of 25
ug/1 would be applied to the Newton facility at its expanded wasteflow. The
process of chlorination-dechlorination or alternative methods of disinfec-
tion are options to be considered in order to comply with the TRC limit.
The Division of Environmental Management (DEM) is currently planning a
basinwide water quality management initiative. Our schedule for implementa-
tion in the Catawba River Basin begins in 1995. The plan will address all
sources of point and nonpoint pollutants. In addressing interaction of
sources, wasteload allocations may be affected. Those facilities that
already have high levels of treatment technology are least likely to be
affected. The Town of Newton may want to consider the implementation of
this basinwide strategy in planning their expansion, as opposed to limits
proposed here which only address localized receiving waters of Clark Creek.
Clark Creek is a tributary of South Fork of Catawba River which flows
into Lake Wylie. Lake Wylie is undergoing intensive study by both North and
South Carolina. Preliminary information points to the need for pollutant
reduction in some of the Lake's tributary arms including the South Fork
Catawba. Although no management decisions have been made, nutrient limita-
tions on point sources are considered a possibility. It is yet unknown
whether limitations would apply uniformly through the South Fork Basin.
Newton may want to design a plant with a high degree of flexibility to
include nutrient removal in the future.
Color and turbidity in the South Fork Catawba Basin are viewed by DEM
as problems. Basin management plans are likely to develop strategies to
address these problems. If your significant industrial users contribute
color to your effluent, you may wish to begin building a data -base of
influent and effluent color (we recommend monitoring in units of ADMI).

Finally, let me remind you that final NPDES effluent limitations will be
determined after the completion of your environmental assessment study and a
formal permit application has been submitted to the Division. If there are
any additional questions concerning this matter, please feel free to contact
me at [phone].
Sincerely,
CT evor Clements, Asst. Chief
T4chnical Support Branch
•
JTC/JMN
cc: Steve Tedder
Rex Gleason
Don Safrit
Allan Clark
Central Files
Of2,„*,

UAW ENGINEERS
January 11, 1991 949.028 (34)
Mr. Trevor Clements
NC Division of Environmental Management
P. Q. Box 27687
Raleigh, North Carolina 27611
Subject: Clark Creek Wastewater Treatment Plant Expansion
City of Newton
Dear Mr. Clements:
As you know from our phone conversation on January 10, 1991, we are
currently preparing an Environmental Assessment (EA) for the expansion of the
Clark Creek Wastewater Treatment Plant. The proposed expansion will increase
treatment capacity from 5.0 to 7.5 MGD.
Wastewater treated at Clark Creek is comprised of about 80 percent industrial
wastes with the remaining 20 percent of domestic origin. As growth continues
in the Newton area these percentages are expected to remain about the same.
We therefore anticipate the nature of the wastewater to remain unchanged.
We would like for your Division to consider limits that may be required for the
expanded wastewater treatment plant so that speculative limits may be included
in the EA. If you need any further information, please let me know.
Yours very truly,
WILLIS ENGINEERS
/vN
Charles A. Willis, Jr.
CAWjr/jcg
rts
J? N 1 5 1991
6525 Morrison Boulevard
Charlotte, North Carolina 28211
704/365-2325

NEWTON-CLARK CREEK WWTP EXPANSION
The Town of Newton (through their consulting engineers) has
requested a speculative wasteload allocation for a proposed expansion to
7.5 MGD. The Town is in the process of completing an EA and wanted the
speculative limits to include in the report.
A Level B model was done for the entire Clark Creek Basin, other
major dischargers included the Town of Maiden and 0elta Mills, Inc.. The
model was complicated by the fact that Delta Mills had an inhouse WLA
request for discharge relocation at two sites and three flow scenarios.
The Delta Mills WLA had to be completed prior to beginning the Newton
analysis. The model inputs are included in this package.
Special Note: The Division has completed a long-term BOG study for
Newton in 1986. According to that data, a CLOG/BG05 multiplier of 8.8
should be used. After conferring with Ruth Swanek, it was decided that
since the Newton facility was operated so well, (averaged 3.65 mg/1 of
BOGS in 1990; The 5-day B0G value in the long term study was 2.8 mg/1)
it would be penalizing them to use the much higher multiplier. There-
fore, the regular CBOG/BOGS multiplier of 3 was used in the model of
Clark Creek.
It was also decided that even though the model showed that Newton
could be allowed a less stringent BO0 limit than currently permitted (15
mg/1) , we will give the same 6005 limit @ 7.5 MGD and assign a new NH3
limit based on ammonia toxicity.
Pretreatment information on file was used to determine metals limits
that could be assigned.

02/15/91 ver 3.1 T OXICS REVIEW
Facility: city of newton
NPDES Permit No.: nc0036196
Status (E, P, or M) : E
Permitted Flow: 7.5 mgd
Actual Average Flow: 3.7 mgd
Subbasin: '030835
Receiving Stream: clark creek I PRETREATMENT DATA I----EFLLUENT DATA ----
Stream Classification: C I ACTUAL PERMITTEDI
7Q10: 6.0 cfs I Ind. + Ind. + 1 FREQUENCY
IWC: 65.96 % I Domestic PERMITTED Domestic 1 OBSERVED of Chronic
Stn'd / Bkg I Removal Domestic Act.Ind. Total Industrial Total 1 Effluent Criteria
Pollutant AL Conc. I Eff. Load Load Load Load Load I Conc. Violations
(ug/1) (ug/1) 1 % (#/d) (#/d) (t/d) (f/d) (#/d) I (ug/1) (#vio/#sam)
Cadmium S 2.0 1 92% 0.03 0.14 0.17 0.79 0.820 1 12.00 '16/36 1
Chromium S 50.0 1 95% 0.07 1.35 1.42 5.84 5.910 1 50.00 '3/38 I i
Copper AL 7.0 1 59% 0.18 6.84 7.02 19.28 19.460 1 150.00 '24/24 I N
Nickel S 88.0 I 76% 0.07 0.84 0.91 2.47 2.540 1 163.00 '7/38 I P
Lead S 25.0 1 55% 0.14 0.97 1.11 2.14 2.280 1 30.00 '3/37 I U
Zinc AL 50.0 1 75% 0.56 3.57 4.13 5.40 5.960 1 100.00 '4/24 1 T
Cyanide S 5.0 1 59% 0.07 0.04 0.11 0.45 0.520 1 I
Mercury S 0.012 * 86% 0.00 0.00 0.00 0.00 0.002 1 1 S
Silver AL 0.06 1 94% 0.03 0.00 0.03 0.25 0.280 1 1 E
Selenium S 5.00 1 0% 0.00 0.00 0.00 1 1 C
Arsenic S 50.00 1 0% 0.00 0.00 0.00 1 1 T
Phenols S NA 1 0% 0.00 0.00 0.00 1 1 I
NH3-N C 1 0% 0.00 0.00 I 1 0
T.R.Chlor.AL 17.0 1 0% 0.00 0.00 1 1 N
Toluene S 11.0 1 94% 2.50 2.46 4.96 3.50 6.000 1 10.0
Fluoride S 1800.00 1 50% 6.80 0.32 7.12 3.88 10.68 1 5.0
Pollutant
ALLOWABLE PRDCT'D PRDCT'D PRDCT'D MONITOR/LIMIT I--ADTN'L RECMMDTN'S--
Effluent Effluent Effluent Instream 1 Recomm'd
Conc. using using Conc. Based on Based on Based on 1 FREQUENCY INSTREAM
Allowable CHRONIC ACTUAL PERMIT using ACTUAL PERMITTED OBSERVED 1 Eff. Mon. Monitor.
Load Criteria Influent Influent OBSERVED Influent Influent Effluent 1 based on Recomm'd ?
(#/d) (ug/1) (ug/1) (ug/1) (ug/1) Loading Loading Data 1 OBSERVED (YES/NO)
Cadmium S 1 1.58 3.032 0.440 2.125 7.91 Limit Limit Limit 1 NCAC YES I A
Chromium S 1 63.22 75.806 2.299 9.570 32.98 Monitor Limit Limit I NCAC NO 1 N
Copper AL I 1.08 10.613 93.217 258.404 98.94 Monitor Monitor Monitor 1 Weekly YES I A
Nickel S 1 23.18 133.419 7.073 19.743 107.51 Monitor Limit Limit I NCAC YES I L
Lead S 1 3.51 37.903 16.177 33.229 19.79 Limit Limit Limit 1 NCAC YES 1 Y
Zinc AL 1 12.64 75.806 33.440 48.257 65.96 Monitor Monitor Monitor 1 Weekly YES 1 S
Cyanide S 1 0.77 7.581 1.461 6.905 0.00 Limit Limit 1 1 1
Mercury S 1 0.01 0.018 0.009 0.009 0.00 Limit Limit 1 1 S
Silver AL 1 0.06 0.091 0.058 0.544 0.00 Monitor Monitor 1 I
Selenium S i 0.32 7.581 0.000 0.000 0.00 1 1 R
Arsenic S 1 3.16 75.806 0.000 0.000 0.00 1 1 E
Phenols S 1 0.000 0.000 0.000 0.00 1 1 5
NH3-N C 1 0.000 0.00 1 1 U
T.R.Chlor.AL 25.774 0.00 1 1 L
Toluene S I 11.59 16.677 9.638 11.659 6.60 Limit Limit Limit I NCAC NO 1 T
Fluoride S I 227.60 2729.032 115.298 172.947 3.30 Monitor Monitor 1 NCAC NO I S

newton- clank creek ',,vv1:)
Aivir uN1A ANALYSTS
NH3 E'Ff 1 . Conc: 5,51400 my/ 1
AL (1/1.8 m /1): 1000.00 ug/1
Upstream NH3 Conc.. 220.0000 a j/ I
Design Flow: 7.5000 MGD
Predicted NH3 Downstream: 3728.94 ug/1
3.728936 mg/1
NH3 Limit: 14.02 .5,80 ag;' 1
1.402580 mg/ I /-vJ)0
AMMONIA ANALYSIS (WINTER)
7(10: 10.0000 cF_
NH3 E r'f1 . 5.5400 mg/1
AL (1/1.8 m9/1) : 1300.00 ug/1
Upstream NH3 Conc.: 290.0000 uq/1
Design Flow: 7.5000 MGD
Predicted NH3 Downstream: 3079.88 ug/1
3.079834 mg/1
NH3 Limit: 3159,130 uq/1
3 , 1 591 39 mg/ 1 NiU9 = /3.9s—

newton-c1 ark creek wwtp
'CHLORINE ANALYSIS
7C 10: 6.0000 cfs
CL2 Ef H . Conc: 0.3000 mg/1
AL (17/ 1 9 u9/i) : 17.0000 urq/1
Upstream CL2 C:onc.. 0,0000 ug/f
Design Flow: 7.3000 MGD
Predict -ell 0L2 Downstream: 197.87 ug/1
0.197872 mg/1
CL2 Limit: 25.,'7?+19 u:7/I
0.09577h mar/

10/89
Facility Name ALfreni - C4,4_ Cac.4 GJ
6,779
Permit # /60636 / 9
CHRONIC TOXICITY TESTING REQUIREMENT (QRTRLY)
The effluent discharge shall at no time exhibit chronic toxicity in any two consecutive toxicity tests,
using test procedures outlined in:
1.) The North Carolina Ceriodaphnia chronic effluent bioassay procedure (North Carolina Chronic
Bioassay Procedure - Revised *September 1989) or subsequent versions.
The effluent concentration at which there may be no observable inhibition of reproduction or
significant mortality is 4 (o % (defined as treatment two in the North Carolina procedure
document). The permit holder shall perform quarterly monitoring using this procedure to establish
compliance with the permit condition. The. first v� will be performed after thirty days from
issuance of this permit during the months of , P /EC, AVM- . Effluent
sampling for this testing shall be performed at the NPDES permitted final effluent discharge below
all treatment processes.
All toxicity testing results required as part of this permit condition will be entered on the Effluent
Discharge Monitoring Form (MR-1) for the month in which it was performed, using the parameter
code TGP3B. Additionally, DEM Form AT-1 (original) is to be sent to the following address:
Attention: Environmental Sciences Branch
North Carolina Division of
Environmental Management
P.O. Box 27687
Raleigh, N.C. 27611
Test data shall be complete and accurate and include all supporting chemical/physical measurements
performed in'association with the toxicity tests, as well as all dose/response data. Total residual
chlorine of the effluent toxicity sample must be measured and reported if chlorine is employed for
disinfection of the waste stream.
Should any single quarterly monitoring indicate a failure to meet specified limits, then monthly
monitoring will begin immediately until such time that a single test is passed. Upon passing, this
monthly test requirement will revert to quarterly in the months specified above.
Should any test data from this monitoring requirement or tests performed by the North Carolina
Division of Environmental Management indicate potential impacts to the receiving stream, this
permit may be re -opened and modified to include alternate monitoring requirements or limits.
NOTE: Failure to achieve test conditions as specified in the cited document, such as minimum
control organism survival and appropriate environmental controls, shall constitute an invalid test
and will require immediate retesting(within 30 days of initial monitoring event). Failure to submit
suitable test results will constitute noncompliance with monitoring requirements.
7Q10 6 cfs
Permited Flow 7,5_ MGD Recommended by:
IWC% (06 %
Basin & Sub -basin C1z 35
Receiving Sjream Ci#vR ey,L /G
County C4rA )34
**Chronic Toxicity (Ceriodaphnia) P/F at 66 %, 7vi/ SCP Pecille8ee Part 3 , Condition .

Discharger
Receiving Stream
MODEL RESULTS
: NEWTON-CLARI< CREEK WWTP
CLARI< CREEK
The End D.C. is 5.68 mg/1.
The End CBOD is 19.86 mg/1.
The End NBOD is 4.76 mg/1.
SUMMER
MODEL F O R NEWTON to 7.5 M C D
WLA WLA WLA
DO Min CBOD NBOD DO Waste Flow
(mg/1) Mi 1 epoi nt Reach # (mg/1) (mg/1) (mg/1) (mgd)
Segment 1 7.39 0.00 1
Reach 1 45.00 90.00 0.00 0.00800
Segment 2 5.18 0.60 2
Reach 1 45.00 90.00 4.00 0.10000
Reach 2 0.00 0.00 0.00 0.00000
Reach 3 0.00 0.00 0.00 0.00000
Segment 3 5.46 6.70 4
Reach 1 0.00 0.00 0.00 0.00000
Reach 2 0.00 0.00 0.00 0.00000
Reach 3 0.00 0.00 0.00 0.00000
Reach 4 46.00 6.30 5.00 7.50000
Segment 4 7.06 0.00 1
Reach 1 45.00 90.00 0.00 0.00800
Segment 5 5.01 5.16 5
Reich 1 0.00 0.00 0.00 0.00000
Reach 2 0.00 0.00 0.00 0.00000
Reach 3 0.00 0.00 0.00 0.00000
Reach 4 46.80 13.50 5.00 1.25000
Reach 5 63.00 90.00 0.00 1.00000
Reach 6 0.00 0.00 0.00 0.00000
Reach 7 0.00 0.00 0.00 0.00000
Reach 8 0.00 0.00 0.00 0.00000

K** MODEL SUMMARY DATA ***
Discharger : NEWTON-CLARK CREEK WWTP
Receiving Stream : CLARK CREEK Stream Class: C
Summer 7Q10 : 6.0
Design Temperature: 25.0
6ubbas n : 030835
Winter 7Q1 0 : 10.0
ILENG THI SLOPE' VELOCITY 1 DEPTH! Kd 1 Kd 1 Ka 1 Ka 1 KN I KN I KNR 1 KNR
mile 1 ft/mil fps 1 ft Idesign1 @20° Idesign' @20° 'design l @20° Idesign1 @20°
I I I
Segment 1 1 1.401 16.701 0.198 1 0,76 1 0,35 1 0.28 1 6.64 1 5.951 0.44 1 0,30 1 0.44 1 0.00
Reach 1 I I I 1 1 1 1 1 1 1 1 I
I I 1 I 1 I 1 1 1
Segment 2 1 0.301 63,001 0,187 1 0.31 1 0.11 1 0.56 123.63 1 21.201 0,73 1 0.50 1 0.73 0.00
Reach 1 1 I I
I I I
Segment 2 1 0.601 37.001 0.159 1 0.36 1 0.53 1 0.42 111,84 1 10,621 0.73 1 0.50 1 0,13 1 0.00
Reach 2 1 I I 1 1 1 1 1 1 1 I I
I I I 1 1 1 1 1 1 1 1 I
Segment 2 1 1.501 20.701 0,185 1 0.65 1 0,38 1 0.30 1 1.69 1 6.901 0,73 1 0.50 1 0.73 1 0.00
Reach 3 1 I I
I I I
Segment 3 1 2.701 7.101 0.187 1 1.07 1 0.29 1 0.23 1 2,66 1 2.391 0.44 1 0.30 1 0,44 1 0,00
Reach 1 l I I 1 1 1 1 1 1 1 1 1
I I
Segment 3 1 1,401 7.101 0.200 1 1.18 1 0.29 1 0.23 12.86 1 2,561 0.44 1 0,30 1 0,44 1 0.00
Reach 2 l I I 1 1 1 1 1 1 1 1 1
I I I 11 1 1 I 1 1 1 1
Segment 3 1 0.901 1.101 0.229 1 1.31 1 0.29 1 0.23 1 3.27 1 2.931 0.44 1 0.30 1 0,44 1 0.00
Reach 3 1 I I ! 1 1 1 1 1 1 1 I
I I 1 1 1 1 1 1 1 1 I
Segment 3 1 1.701 7.101 0.509 1 1.52 1 0.33 1 0.26 1 5,24 1 4.701 0.44 1 0,30 1 0,44 1 0.00
Reach 4 1 1 I
I I I 1 1 1 1 1 I 1 1
Segment 4 1 1.001 27.001 0.129 1 0,47 1 0,40 1 0.31 1 1.01 1 6.291 0.73 1 0.50 1 0,73 1 0,00
Reach 1 i I I 1 1 1 1 1 1 1 1 f
I I I 1 1 I 1 1 1 I 1 I
Segment 5 1 0.601 7.101 0.501 1 1.56 1 0,33 1 0.26 1 5,16 1 4.631 0.44 1 0.30 1 0.44 1 0.00
Reach 1 l I I 1 1 1 1 1 I 1 1 l
1 1 1 i 1 1 1 1 1 1 1 1
Segment 5 1 1.701 7.101 0.496 1 1.61 1 0,32 1 0.26 1 5.10 1 4.581 0.44 1 0.30 1 0,44 1 0,00
Reach 2
I I I 1 1 1 1 1 1 1 1 1
Segment 5 1 0,021 7.101 0.458 1 1.90 1 0.31 1 0.25 1 4.71 1 4.221 0.44 1 0.30 1 0.44 1 0.00
Reach 3 I 1 I 1 1 1 1 1 1 1 1 1

i 1 1 1 1 1 1 I 1 1 1
Segment ,5 1 0,041 4101 0.6484 1 1,92 1 0.31 1 0,25 1 3.31 1 3,031 0,44 1 0.30 1 0.44 1 0.00
Reach 4.1 1 i 1 1 1 1 1 I I i
• I I I
Segment 5 1 2,801 1.101 0.502 1 1.94 1 0,31 1 0.25 1 3.50 1 3.141 0.44 1 0.30 1 0.44 1 0,00
Reach 5 I 1 I 1 1 1 1 1 1 1 I !
I I
Segment 5 1 2,401 1.101 0.506 •1 2.00 1 0.31 1 0.25 1 3,52 1 3.161 0.44 1 0.30 1 0.44 1 0,00
Reach 6 I I I 1 1 1 1 1 1 1 1
1 I
Segment 5 1 2.501 1,101 0.506 1 2.03 1 0.31 1 0.25 1 3.52 1 3.161 0.44 1 0.30 1 0,44 1 0,00
Reach 1 1 I I 1 1 1 1 1 1 1 1
I I 1 1 1 1 1 1 1 1 I
Segment 5 1 0.801 1,101 0.508 1 2.06 1 0.31 1 0.25 1 3,54 1 3.171 0,44 1 0.30 10,44 1 0,00
Reach 8 I I I .
f Flow 1 CBOD 1 NIBOD 1 D.O. 1
1 cfs I mg/1 1 mg/1 1 mq/1
Segment 1 each 1
Waste
Headwaters
Tributary
* Runoff
0.012 1 45.000 1 90.000 1 0.000
1.700 1 5.000 1 0.000 1 7.440
0.000 I 2.000 1 1.000 1 7.440
0.000 1 5.000 1 0.000 1 7.440
Segment 2 Reach 1
Waste 1 0.155 1 45.000 1 90.000
Headwaters f 0.100 1 2.000 1 1.000
Tributary 1 0.000 1 2.000 1 1.000
* Runoff 1 0,100 1 2.000 1 1.000
Segment 2 Reach 2
Waste 1 0.000 1 0.000
Tributary 1 0.000 1 2.000
* Runoff 1 0.100 1 2.000
Segment 2 -:each 3
Waste 1 0.000 1 0,000
Tributary 1 0.600 1 2,000
,k Runoff 1 0.290 1 , 2.000
0.000
1.000
1,000
0.000
1,000
1.000
4.000
7.440
7.440
7.440
0.000
7.440
7.440
0.000
7.440
7.440
Segment 3 Reach 1
Waste 1 0.000 1 0.000 1 0.000 1 0.000
Headwaters 1 0.000 1 5,000 1 0.000 1 7.440
Tributary 1 0,000 1 7,000 1 1.000 1 7.440
* Runoff 1 0.090 i 5.000 1 0,000 1 7.440
Segment 3 Reach 2
Waste 1 0.000
Tributary 1 0.800
,r; Runoff 1 0.090
0.000
2.000
5.000
0.000
(1,000
0,000
0.000
7.440
7,440
Segment 3 Reach 3

Waste I 0.000 1 0.000 I 0.000 j
Trti butary I 1.600 I 2.000 I 1.000 I
* Runoff I 0.090 I 5.000 I 0.000 I
0.000
7.440
7.440
Segment 3 Reach 4
Waste 111.625 66.000
Tributary 1 0.000 I 2,000
* Runoff 1 0.090 I• 5.000
6.300 I 5.000
1.000 I 7.440
0.000 I 7.440
Segment 4 Reach 1
Waste 1 0.012 1 45.000 190.000 1 0.000
Headwaters) 0.230 I 2.000 I 1.000 I 7.440
Tributary 1 0.000 1 2.000 1 1.000 I 7.440
* Runoff I 0.370 I 2.000 I 1.000 I 7.440
Segment 5 Reach 1
Waste I '0.000 I 0.000 I 0.000 I 0.000
Headwaters! 0.000 I 5.000 I 0.000 I 7.440
Tributary j 0.000 I 2.000 I 1 . 000 . I 7.440
* Runoff I 0.090 I 5.000 I 0.000 I 7.440
Segment 5 Reach 2
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.800 1 2.000 I 1.000 I 7.440
* Runoff I 0.090 I 5.000 I 0.000 I 7.440
Segment 5 Reach 3
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 5.400 I 2.000 I 1.000 I 7.440
• Runoff I 0.090 I. 5.000 I 0.000 I 7.440
Segment 5 Reach 4
Waste 1.938 46.800
Tributary 0.000 2.000
* Runoff 0.090 5.000
Segment 5
Waste
Tributary
`"' Runoff
13.500
1.000
0.000
each 5
1.550 163.000 190.000
0.000 I 2.000 1 1.000
0.090 I 5.000 1 0.000
Segment 5 'each 6
Waste 1 0.000
Tributary 1 1 . 600
* Runoff 1 0.090
Segment 5
Waste
Tributary
* Runoff
each 7
0.000
0.740
0.090
Segment 5 Reach 8
Waste 1 0.000
Tributary I 0.900
* Runoff 1 0.090
0.000
2.000
5.000
0.000
2.000
5.000
0.000
2.000
5.000
0.000
1.000
0.000
0.000
1.000
0.000
0.000
1,000
0.000
5.000
7.440
7.440
0.000
7.440
7.440
0.000
7.440
',440
0.000
7.440
7.440
0.000
7.440
r 440

a Runoff flow is in c'F /mil e
1
• SUMMER
MODEL FOR NEWTON @ 7.5 MGD
Seg # 1 Reach # 1 Seg Hi 1 D.O. 1 CBOD 1 NBOD
1 1 0.00 7.39 5.29 0.65
1 1 0.10 10 7.49 5.23 0.64
1 1 0.20 7.57 5. 1 8 0.63
1 1 0.30 7.64 5.12 0.63
1 1 0.40 7.70 5.06 0.62
1 1 0.50 7.74 5.01 0.61
1 1 0.60 7.78 4.95 0.50
i '1 0.70 7.82 4.90 0.59
1 1 0.80 7.84 4.85 0.58
1 1 0.90 7.87 4.79 0.58
1 1 1 . 00 7.88 4.74 0,57
1 1 1.10 7.90 4.69 0.56
1 1 1.20 7.91 4.64 0.55
1 1 1.30 7.93 4.59 0.55
1 1 1.40 7.94 4.54 0,54
2 1 0.00 5.35 28,14 55.10
2 1 0.03 5.45 27.64 54.08
2 1 0.06 5.54 27.16 53.08
2 1 0.09 5.62 26.69 52.12
2 1 0.12 5.69 26.23 51.17
2 1 0.15 5.75 25.78 50.25
2 1 0. 1 8 5.81 25.34 49.35
2 1 0.21 5.86 24.91 48.48
2 1 0.24 5.91 24.50 47.62
2 1 0,27 5.96 24.09 46.79
2' 1 0.30 6.00 23.69 45.97
2 2 0.30 6.00 23.69 45.97
2 2 0.36 5.66 22.96 44.29
2 2 0.42 5.43 22,27 42.69
2 2 0.48 5.29 21.60 4 1. 16
2 2 0.54 5.21 20.9E 39.70
2 2 0.60 5.18 20.36 38,31
2 2 0.66 5.18 19.77 36.99
2 2 0.72 5.21 19.21 35.72
2 2 0.78 5.25 18.67 34.50
2 2 0.84 5.31 18.15 33.34
2 2 0.90 5.37 17.66 32.23
2 3 0.90 6.68 7,72 12.40
2 3 1.00 6.72 7.45 11.77
2 3 1.10 6.76 7.20 11.19
2 3 1.20 6.80 6.97 10.64
2 3 '1.30 6.85 6.75 10.13
2 3 1.40 6.89 6.54 9.65
2 3 1.50 6.94 6.34 9.20
2 3 1.60 6.99 6.16 8.78
2 3 1.70 7.03 5.98 8.38
2 3 1.80 7.08 5.81 8.01
2 3 1.90 7.12 5.65 7.65
2 3 2.00 7.16 5.50 7.32
2 3 2.10 7.20 5.35 7.01
2 3 2.20 7.24 5.21 6.71
2 3 2.30 7.28 5.08 6.43
2 3 2.40 7.31 4.95 6.16
3 1 0.00 7.66 4.72 3.05
3 1 0.10 7.62 4.68 3.00
3 1 0.20 7.59 4.64 2.95
3 1 0.30 7.56 4.59 2.90
3 1 0.40 7.54 4.55 2.85
1
Flow 1
1.71
1.71
1.71
1.71
1.71
1.71
1.71
1.71
1.71
1.71
1.71
1.71
1,71
1 . 71
1.l1
0.26
0.26
0.26
0.26
0,27
0.27
0.27
0.r
8
0.28
0.28
0.2e
0.29
0,29
0.30
0.30
0.3'1
0.32
0.32
0,33
0.33
0.34
0.35
0.95
0.9;r
1. 0 0
1.03
1.06
1.09
1.12
1 . 1 5
1.18
1.21
1s
23
1.26
1.29
1.32
1.35
1.38
a.09
3.10
3.11
3.12
3.13

1 13.:iJ i .52 4 .:a 1 2. L;u :3 . I4
3 1 0.60 7.50 4.47 2.75 3.15
1 0.70 7.49 4.43 2.70 3.16
1 0.80 7.47 4.38 2.66 3.16
. 3 I 0.90 7.46 4.34 2.61 3.17
3 1 1.00 7.45 4.31 2.57 3.18
3 1 1.10 7.45 4.27 2.52 3.19
3 1 1.20 7.44 4.23 2.48 3.20
3 1 1.30 7.44 4.19 2,44 3.21
3 1 1.40 7.43 4.15 2.39 3.22
3 1 1.50 7.43 4.11 2.3.5 3.23
3 1 1.60 7.43 4.08 2.31 3.24
3 1 1.70 7.43 4.04 2.27 3.25
3 1 1.80 7.43 4.01 2.24 3.25
3 'I 1.90 7.44 3.97 2.20 3.26
3 1.. 2.00 7.44 3.94 2.16 3.27
3 1 2.10 7.44 3.90 2.12 3.28
3 1 2.20 7.44 3.87 2.09 3.29
3 1 2.30 7.45 3.83 2.05 3.30
3 1 2.40 7.45 3.80 2.02 3.31
3 i 2.50 7.46 3.77 1.98 3.32
3 1 2.60 7.46 3.73 1.95 3.33
3 1 2.70 7.47 3.70 1.92 3.34
3 2 2.70 7.46 3.37 1.74 4.14
3 2 2.80 7.48 3.35 '1 . 7 '1 4.14
3 2 2.90 7.49 3.32 1.69 4.15
3 2 3.00 7.51 3.29 1.66 4.16
3 2 3.10 7.52 3.27 1.63 4.17
3 2 3.20 7.53 3.24 1.61 4.18
3 2 3.30 7.55 3.22 1.58 4.19
3 2 3.40 7.56 3.19 1.56 4.20
3 2 3.50 7.57 3.17 1.54 4.21
3 2 3.60 7.58 3.15 1.51 4.22
3 2 3.70 7.59 3.12 1.49 4.23
3 2 3.80 7.60 3.10 1.46 4.23
3 2 3.90 7.61 3.07 1.44 4.24
3 2 4.00 7.62 3.05 1.42 4.25
3 2 4.10 7.63 3.03 1.40 4.26
3 3 4.10 7.58 2.75 1.29 5.86
3 4.20 7.60 2.73 1.27 5.87
3 3 4.30 7.62 2.71 1.26 5.88
3 3 4.40 7.64 2.69 1.24 5.89
3 3 4.50 7.66 2.68 1.22 5.90
3 3 4.60 7.67 2.66 1.21 5.91
3 3 4.70 7.69 2.64 1.19 5.92
3 3 4,80 7.70 2.63 1.18 5.92
3 3 4.90 7.72 2.61 1.16 5.93
3 3 5.00 7.73 2.59 1.14 5.94
3 4 5.00 5.92 44.55 4.56 17.57
3 4 5.10 5.87- 44.36 4.53 17.58
3 4 5.20 5.83 44.16 4.50 17.59
3 4 5.30 5.78 43.96 4.48 17.59
3 4 5.40 5.74 43.77 4.45 17.60
3 4 5.50 5.71 43.58 4.43 17.61
3 4 5.60 5.67 43.39 4.40 17.62
3 4 5.70 5.64 43.19 4.37 17.63
3 4 5.80 5.61 43.00 4.35 17.64
3 4 5.90 5.59 42.81 4.32 17.65
3 4 6.00 5.57 42.63 4.30 17.66
3 4 6.10 5.55 42.44 4.27 17.67
3 4 6.20 5.53 42.25 4.25 17.68
3 4 6.30 5-51 42.07 4.22 17.68
3 4 6.40 5.50 41.88 4.20 17.69
3 4 6,50 5.48 41.70 4.18 17.70
3 4 6.60 5.47 41.51 4.15 17,71
3 4 6.70 5.46 41.33 4.13 17.72

4 1 0.00 r .06 4.20 5.55 0.24
4 1 0.10 7.23 3.84 4.76 0.28
'4 1 0.20 7.35 3.55 4.19 0.32
4 1 0.30 7.53
7.45 3.33 3.73 0.35
. 4 1 0.40 f. 5 3 3.14 3.35 0.39
4 1 0.50 7.59 2.99 3.04 0.43
4 1 0.60 7.64 2.86 2.78 0.46
4 1 0.70 7.68 2.74 2.56 0,50
4 1 0.80 7.72 2.64 2.37 0.54
4 1 0.90 7.75 2.55 2.20 0.58
4 1 1.00 7.78 2.47 2.06 0.61
5 1 0.00 5.54 40.03 4.06 18.33
5 1 0.10 5.53 39.85 4.04 18.34
5 1 0.20 5.53 39.68 4.01 18.35
5 1 0.30 5.52 39.50 3.99 18.36
5 1 0.40 5.51 39.33 3.96 18.37
5 1 0.50 5.51 39.16 3.94 18.38
5 1 0.60 5.51 38.98 3.92 18.39
5 2 0.60 5.59 37.44 3.80 19.19
5 2 0.70 5.59 37.28 3.77 19.20
5 2 0.80 5.59 37.11 3.75 19.20
5 2 0.90 5,59 36.95 3.73 19.21
5 2 1.00 5.59 36.79 3.71 19.22
5 2 1.10 5.59 36.63 3.69 19.23
5 2 1.20 5.59 36.47 3.66 19.24
5 2 1.30 5.60 36.31 3.64 19.25
5 2 1.40 5.60 36.15 3.62 19.26
5 2 1.50 5.61 35.99 3.60 19.27
5 2 1.60 5.61 35.83 3,58 19,28
5 2 1.70 5.62 35.67 3.56 19.29
5 2 1.80 5.62 35.52 3.54 19.29
5 2 1.90 5.63 35.36 3.52 19.30
5 2 2.00 5.63 35.21 3.50 19.31
5 2 2.10 5.64 35.05 3.48 19.32
5 2 2.20 5.65 34.90 3.45 19.33
5 2 2.30 5.65 34.75 3.43 19.34
5 3 2.30 6.04 27.60 2.90 24.74
5 3 2.30 6.04 27.60 2.90 24.74
5 3 2.30 6.04 27.59 2.90 24.74
5 3 2.31 6.04 27.59 2.90 24.74
5 3 2.31 6.04 27.59 2.90 24.74
5 3 2.31 6.04 27.59 2.90 24.74
5 3 2.31 6.04 27.58 2.90 24.74
5 3 2.31 6.05 27.58 2.90 24.74
5 3 2.32 6.05 27.58 2.90 24.74
5 3 2.32 6.05 27.58 2.90 24.74
5 3 2.32 6.05 27.57 2.90 24.74
5 4 2.32 5.97 28.97 3.67 26.68
5 4 2.32 5.97 28.97 3.67 26.68
5 4 2.33 5.97 28.96 3.67 26.68
5 4 2.33 5,97 28.96 3.67 26.68
5 4 2.34 5.96 28.95 3.67 26.68
5 4 2.34 5.96 28.95 3.66 26.68
5 4 2.34 5.96 28.94 3.66 26.68
5 4 2.35 5.96 28.94 3.66 26.68
5 4 2.35 5.96 28.93 3.66 26.68
5 4 2.36 5.96 28.93 3.66 26.68
5 4 2.36 5.96 28.92 3.66 26.68
5 5 2.36 5.63 30.79 8,40 28.23
5 5 2.46 5.58 30.67 8.35 28.24
5 5 2.56 5.53 30.54 8.31 28.25
5 5 2.66 5.49 30.42 8.26 28.26
5 5 2.76 5.45 30.30 8.21 28.27
5 5 2.86 5.41 30.17 8.17 28.28
5 5 2.96 5.38 30.05 8.12 28.29
5 5 3.06 5.35 29.93 8.07 28.30

• • x
5 , 5 3.36 5.26 29.57 7.94 28.32
5 5 3.46 5.23 29.45 7.80 28,33
• 5 5 3.56 5.21 29.33 7.85 28.34
5 5 3.66 5.19 29.21 7.80 28.35
5. 5 3.76 5.17 29.09 7.76 28.36
5 5 3.86 5.15 28.97 7.71 28.37
5 5 3.96 5.13 28.85 7.67 28.38
5 5 4.06 5.11 28.74 7.63 28.39
5 5 4.16 5.10 28.62 7.58 28.39
5 5 4.26 5.08 28.50 7.54 28.40
a 5 4.36 5.07 28.39 7.50 28.41
5 5 4.46 5.06 28.27 7.46 28,42
5 5 4.56 5.05 28.16 7.41 28.43
5 5 4.66 5.04 28.04 7.37 28.44
5 5 4.76 5.03 27.93 7.33 28.45
5 5 4.86 5.03 27.82 7.29 28.46
5 5 4.96 5.02 27.70 7.25 28.47
5 5 5.06 5.02 27.59 7.21 28.48
5 5 5.16 5.01 27.48 7.17 28.48
5 6 5.16 5.14 26.13 6.84 30.08
5 6 5.26 5.14 26.02 6.80 30.09
5 6 5.36 5.14 25.92 6.76 30.10
5 6 5.46 5.14 25.81 6.72 30.11
5 6 5.56 5.14 25.71 6.69 30.12
5 6 5.66 5.14 25.61 6.65 30.13
5 6 5.76 5.14 25.51 6,61 30.14
5 6 5.86 5.15 25.40 6.57 30.15
5 6 5.96 5.15 25.30 6.54 30.16
5 6 6.06 5.15 25.20 6.50 30.17
5 6 6.16 5.16 25.10 6.46 30.17
5 6 6.26 5.16 25.00 6.43 30.18
5 6 6.36 5.17 24.90 6.39 30.19
5 6 6.46 5.17 24.80 6.36 30.20
5 6 6.56 5.18 24.70 6.32 30.21
5 53.26 5.28 29.69 7.98 28.31
5 6 6.66 5.18 24.60 6.28 30.22
5 6 6.76 5.19 24.51 6.25 30.23
5 6 6.86 5.19 24.41 6.21 30.24
5 6 6.96 5.20 24.31 6.18 30.25
5 6 7.06 5.21 24.21 6.1430.26
5 6 1.16 5.21 24.12 6.11 30.26
5 6 7.26 5.22 24.02 6.08 30.27
5 6 7.36 5.23 23.93 6.04 30.28
5 6 7.46 5.24 23.83 6.01 30.29
5 6 7.56 5.24 23.74 5.97 30.30
5 7 7.56 5.30 23.22 5.86 31.04
5 7 7.66 5.31 23.13 5.82 31.05
a 7 7.76 5.31 23.03 5.79 31.06
5 7 7.86 5.32 22.94 5.76 31.07
5 7 7.96 5.33 22.85 5.73 31.08
5 7 8.06 5.34 22.76 5.69 31.09
5 7 8.16 5.35 22.67 5.66 31.09
5 7 8.26 5.36 22.58 5.63 31.10
5 7 8.36 5.37 22.49 5.60 31.11
5 7 8.46 5.38 22.40 5.57 31.12
5 7 8.56 5.39 22.31 5.54 31.13
5 7 8.66 5.40 22.22 5.50 31.14
5 7 8.76 5.41 22.14 5.47 31.15
5 7 8.86 5.42 22.05 5.44 31.16
5 7 8.96 5.43 21.96 5.41 31.17
5 7 9.06 5.44 21.87 5.38 31.18
5 7 9.16 5.45 21.79 5.35 31.18
5 7 9.26 5.46 21.70 5.32 31.19
5 7 9.36 5.47 21.61 5.29 31.20
5 7 9.46 5.48 21.53 5.26 31.21

5 7 9.bb
5 7 9.66
5 , 7 9.76
5 7 9.86
• 5 7 9.96
5 7 10.06
5 8 10.06
5 8 10.16
5 8 10.26
5 8 10.36
5 8 10.46
5 8 10.56
5 8 10.66
5 8 10.76
5 8 10.86
I Seg # I Reach it I Seg Mi
5.4Y
5.50
5.51
5.52
5.53
5.54
5.59
5.61
5.62
5.63
5.64
5.65
5.66
5.67
5.68
P.O.
21.44 5.23'�
21.36 5.20
21.27 5.18
21.19 5.15
21.11 5.12
21.02 5.09
20.49 4.97
20.41 4.95
20.33 4.92
20.25 4.89
20.17 4.86
20.09 4.84
20.01 4.81
19.93 4.78
19.86 4.76
CBOD I NBOD
31.22
31.23
31.24
31.25
31.26
31.27
32.17
32.17
32.18
32.19
32.20
32.21
32.22
32.23
32.24
Flow

Discharger
Receiving Stream
MODEL RESULTS
NEWTON-CLARK CREEK WWTP
is LARK CREEK
The End D.O. is 8.35 mg/1.
The End CBOD is 24.65 mg/1.
The End NBOD is 6.79 mg/1.
WINTER
MODEL FOR NEWTON Cu 7.5 MGD
DO M i n
(mg/1) Mi 1 ep©i nt Reach #
Segment 1 9.24 0.00 1
Reach 1
Segment 2 6.97 0.00 1
Reach 1
Reach 2
Reach 3
Segment 3 7.29 5.00 4
Reach 1
Reach 2
Reach 3
Reach 4
Segment 4 8.99 0.00
Reach 1
Segment 5 7.54 2.36 5
Reach 1
Reach 2
Reach 3
Reach 4
Reach 5
Reach 6
Reach 7
Reach 8
WLA WLA WLA
CBOD NBOD DO Waste Flow
(m9/1) (mg/1) (mg/1) (mgd)
45.00• 90.00 0.00 0.00800
45.00 90.00 4.00 0.10000
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000
90.00 13.95 5.00 7.50000
45.00 90.00 0.00 0.00800
0.00 0.000.00 0.00000
((
O.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000
46.80 13.50 5.00 1.25000
63.00 90.00 0.00 1.00000
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000

*** MODEL SUMMARY DATA **>K
Discharger : NEWTON-CLARK CREEK WWTP
Receiving Stream : CLARIC CREEK
Summer 70.10 : 6.0
Design Temperature: 14,0
Subbasi n 030835
Stream Class: 0
Winter iQ 1 0 : 10.0
ILEt1GTH1 SLOPE' VELOCITY 1 DEPTH' Kd I Kd 1 Ka 1 Ka I KN 1 KN I K1lR 1 K11R
I mile I ft/mil fps 1 ft !design' @20° Idesign' @20° 'design l @20° Idesignl @20°
I I 11 I 1 1 1 1! 1
Segment 1 1 1.401 16.101 0.281 1 0.81 10.24 1 0.31 1 1,58 1 8.641 0.19 1 0.30 1 0,19 1 0,00
Reach 1 1 1 1
1 1 1 1 1 1 1 1 1 1 I
Segment 2 1 0.301 63,001 0.244 1 0.32 1 0.49 1 0.65 124,28 1 21,661 0.32 1 0.50 1 0.32 1 0.00
Reach 1 1 1 1 1 1 1 1 i 1 1 1
I 1 ! 1 1 1 1 1 1 1 I
Segment 2 1 0,601 31.001 0.211 1 0,38 1 0.31 1 0.48 112.68 1 14,451 0.32 1 0.50 1 0,32 1 0,00
Reach 2 I I 1 1 1 1 1 1 1 1 1 I
1 1
Segment 2 1 1.501 20,101 0.245 1 0,68 1 0,25 1 0.33 1 8,02 1 9,141 0.32 1 0.50 1 0.32 1 0.00
Reach 3 I I 1 1 1 1 1 1 1 1 1
1 I 1 1 1 1 1 1 1 1
Segment 3 1 2.101 1.101 0.291 1 1.15 1 0.19 1 0,25 1 3.21 1 3.121 0.19 1 0.30 1 0.19 1 0.00
Reach 1 •1 j 1
11 1 1 1 1 1 1 1 1 I
Segment 3 1 1,401 1.101 0.311 1 1.28 1 0.19 1 0.25 1 3,55 1 4,051 0,19 1 0.30 1 0.19 1 0.00
Reach 2 1 I I 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
Segment 3 1 0,901 1.101 0.340 1 1.40 1 0.19 1 0,25 1 3,81 1 4.341 0,19 10.30 1 0.19 1 0.00
Reach 3 1 I 1 1 1 1 1 1 1 1 1 I
1 1 1 1 1 1 1 1 1 1 I
Segment 3 1 1.101 1.101 0,601 1 1.51 1 0,21 1 0,21 1 4,91 1 5.601 0.19 10.30 1 0.19 1 0,00
Reach 4 I 1 1 1 1 1 1 1 1 1 1 I
1 1 1 1 1 1 1 1 1 1 1
Segment 4 1 1.001 21.001 0.188 1 0.50 1 0.21 1 0,36 1 8.01 1 9.131 0.32 1 0,50 1 0,32 1 0,00
Reach 1 1 I ' I 1 1 1 1 1 1 ! 1 1
I I 1 1 1 1 1 1 1 1 I I
Segment 5 1 0.601 1.101 0.612 1 1.62 1 0.21 1 0.21 1 4.96 1 5.651 0.19 1 0.30 1 0,19 1 0.00
Reach 1 1 I 1 1 1 1 1 1 1 1 I I
! I 1 I I I I I I I ! I
Segment 5 I 1.101 1.101 0,610 1 1.61 1 0.20 1 0,27 1 3.34 1 3.811 0,19 1 0.30 1 0.19 1 0.00
Reach 2 I 1 1 1 1 1 1 1 1 1 1
I I I I! 1 1 1 1 1!
Segment 5 1 0.021 1.10j 0,545 1 1.95 1 0.19 1 0.25 1 2.99 1 3,411 0,19 1 0.30 1 0.19 1 0.00
Reach 3 I I I 1 1 1 1 1 ! 1 1

1 1 I 1 1 1 1 1 1 i
Segment 5 ,j 0,041 7.101 . 0..511 1 1,97 1 0.19 0.25 1 3,13 1 3.571 0.19 1 0.30 1 0.19 1 0.00 1
Reach 4 ,1. I
11
Segment 5 1 2.801 7.101 0.595 1 2.00 1 0.19 1 0.26 1 3.26 1 3.721 0.19 1 0.30 1 0.19 1 0.00
Reach 5
1 1 1 1 1 1 1 1 1 1 1{
Segment 5 1 2.401 7.101 0.608 1 2.06 1 0,19 1 0.26 1 3.33 1 3.801 0.19 1 0.30 1 0.19 1 0,00
Reach 6 1 I { { 1 I I 1 I 1 I I
1 1 1 1 I 1 1 1 1 1 1 I
Segment 5 1 2.501 7.101 0.618 1 2.09 1 0.19 { 0.26 1 3,39 1 3.861 0,19 1 0,30 1 0.19 1 0,00
Reach 7
i l l 1 1 1 1 1 1 1 1 1
Segment 5 1 0.801 7.101 0.625 1 2.13 1 0.19 1 0.25 1 3.43 1 3,911 0.19 10.30 1 0.19 1 0.00
Reach s l I 1 1 { 1 I 1 I I
1 Flow 1 CEOD 1 HE,OD 1 D.O. 1
1 cfs I rng/1 1 mg/1 1 rng/I
Segment 1 Reach 1
Waste 1 0.012 1 45.000 1 90.000 1 0.000
Headwaters{ 2.800 1 5.000 1 0.000 1 9.280
Tributary 1 0.000 1 2.000 1 1.000 1 9.280
* Runoff 1 0.000 1 5.000 1 0.000 1 9.280
Segment 2 Reach 1
Waste 1 0.155 1 45.000 1 90.000
Headwaters{ 0.200 1 2.000 1 1.000
Tributary 1 0.000 1 2.000 1 1.000
• Runoff 1 0.200 1 2.000 1 1.000
Segment 2 Reach 2
Waste 1 0.000
Tributary 1 0.000
• Runoff 1 0.200
Segment 2 Reach 3
Waste 1 0.000
Tributary 1 0.600
* Runoff 1 0.740
Segment 3 Reach 1
Waste 1 0.000
Headwaters 1 0.000
Tributary 1 0.000
* Runoff 1 0.550
Segment 3 Reach 2
Waste 1 0.000
Tributary 1 0.800
* Runoff 1 0.550
0.000
2.000
2.000
0.000
2.000
2.000
0.000
5.000
2.000
5.000
0.000
2,000
5.000
0.000
1.000
1.000
0.000
1.000
1.000
0.000
0.000
1.000
0.000
0.000
1.000
0.000
4.000
9.280
0.280
9.280
0.000
9.280
9.280
0.000
9.280
9.280
0.000
9.280
9.280
9.280
0.000
9.280
9.280
Segment 3 Reach 3

Waste j 0.000 1 0.000 1 0.000 1 0.000
Tributary I 1 . 600 I 2,000 I 1.000 I 9,280
• Runoff I 0.550 1 5.000 I 0.000 I 9,280
Segment 3 Reach 4
Waste 111.625 190.000 113.950 I
Tributary 10. 000 12. 000 I 1.000 I
* Runoff I 0.550 I 5.000 I 0.000 I
Segment 4 Reach 1
Waste I 0.012 145.000 190.000 I
Headwaters' 0.380 I 2.000 I 1.000 I
Tributary I 0.000 I 2.000 I 1.000 I
* Runoff I 0.620 I 2.000 I 1,000 I
Segment 5 Reach 1
Waste I 0.000 I 0.000
Headwater.: I 0.000 I 5.000
Tributary I 0.000 I 2.000
* Runoff I 0.550 I 5,000
Segment 5 Reach 2
Waste I 0.000 I 0.000
Tributary I 0.800 I 2.000
* Runoff I 0.550 I 5.000
0.000
0.000
1.000
0.000
0.000
1.000
0.000
5.000
9,280
9,280
0.000
9.280
9.280
9.280
0.000
9.280
9.280
9.280
0.000
9.280
9.280
Segment 5 Reach 3
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 5.400 I 2.000 I 1.000 I 9.280
• Runoff I 0.550 I 5.000 I 0.000 I 9.280
Segment 5 Reach 4
Waste I 1.938 146.800 113.500 I 5.000
Tributary I 0.000 1 2.000 I 1.000 I 9.280
* Runoff I 0.550 I 5.000 I 0.000 I 9.280
Segment 5 Reach 5
Waste I 1.550 I 63.000 I 90.000 I 0.000
Tributary I 0.000 I 2.000 I 1.000 I 9.280
* Runoff I 0.550 1 5.000 I 0.000 I 9,280
Segment 5 Reach 6
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 1.600 I 2.000 I 1.000 I 9.280
• Runoff I 0.550 I 5.000 I 0.000 I 9.280
Segment 5 Reach 7
Waste I 0,000
Tributary I 0.740
* Runoff I 0.550
Segment 5 Reach 8
Waste I 0.000
Tributary I 0.900
* Runoff I 0.550
0.000
2.000
5.000
0.000
2.000
5.000
0.0.00
1.000
0.000
0.000
1.000
0.000
0.000
9.280
9.280
0.000
9.280
9.280

> Runctff flow is in cf /mile
WINTER
MODEL F O R NEWTON to 7.5 M G D
I Seg # I Reach # I Seg Mi I D.O. I CBOD I NBOD I Flow I
1 1 0.00 9.24 5.18 0.40 2.81
1 1 0.10 9.37 5.15 0.40 2.81
1 1 0.20 9.49 5.12. 0.39 2.81
1 1 0.30 9.58 5.10 0.39 2.81
1. 1 0.40 9.67 5.07 0.39 2.81
1 1 0.50 9.74 5.05 0.39 2.81
1 1 0.60 9.80 5.02 0.39 2.81
1 1 0.70 9.85 5.00 0.39 2.81
1 1 0.80' 9.89 4.97 0.38 2.81
1 1 0.90 9.93 4.95 0.38 2.81
1 1 1.00 9.96 4.92 0.38 2.81
1 1 1.10 9.99 4.90 0.38 2.81
1 1 1.20 10.01 4.87 0.38 2.81
1 1 1.30 10.03 4.85 0.38 2.81
1 1 1.40 10.05 4.83 0.38 2.81
2 1 0.00 6.97 20.77 39.86 0.35
2 1 0.03 7.41 20.39 39.12 0.36
2 1 0.06 7.77 20.01 38.41 0.37
2 1 0.09 8.06 19.65 37.72 0.37
2 1 0.12 8.31 19.30 37.05 0.38
2 1 0.15 8.51 18.96 36.40 0.39
2 1 0.18 8.68 18.63 35.77 0.39.
2 1 0.21 8.82 18.31 35.16 0.40
2 1 0.24 8.94 18.00 34.57 0.40
2 1 0.27 9.04 17.70 34.00 0.41
2 1 0.30 9.12 17.41 33.44 0.42
2 2 0.30 9.12 17.41 33.44 0.42
2 2 0.36 9.10 16.87 32.36 0.43
2 2 0.42 9.10 16.36 31.33 0.44
2 2 0.48 9.10 15.88 30.36 0.45
2 2 0.54 9.11 15.42 29.44 0.46
2 2 0.60 9.12 14.99 28.57 0.48
2 2 0.66 9.14 14.58 27.75 0.49
2 2 0.72 9.16 14.19 26.96 0.50
2 2 0.78 9.18 13.82 26.21 0.51
2 2 0.84 9.20 13.46 25.49 0.52
2 2 0.90 9.22 13.12 24.81 0.54
2 3 0.90 9.25 7.24 12.22 1.14
2 3 1.00 9.33 6.88 11.45 1.21
2 3 1.10 9.39 6.56 10.76 1.28
2 3 1.20 9.44 6.27 10.15 '1.36
2 3 1.30 9.49 6.01 9.60 1.43
2 3 1.40 9.53 5.78 9.10 1.51
2 3 1,50 9.57 5.57 8.66 1.58
2 3 1.60 9.60 5.37 8.25 1.65
2 3 1.70 9.64 5.20 7.88 1.73
2 3 1.80 9.66 5.03 7.53 1.80
2 3 1.90 9.69 4.88 7.22 1.88
2 3 2.00 9.71 4.74 6.93 1.95
2 3 2.10 9.73 4.62 6.66 2.02
2 3 2.20 9.75 4.49 6.41 2.10
2 3 2.30 9.77 4.38 6.18 2.17
2 3 2.40 9.79 4.28 5.96 2.25
3 1 0.00 9.94 4.58 2.85 5.06
3 1 0.10 9.93 4.57 2.81 5.11
3 1 0.20 9.92 4.56 2.77 5.17
3 1 0.30 9.91. 4.54 2.73 5.22
3 1 0.40 9.90 4.53 2.69 5.28

3 1 0.50 J.OU L .52 2.oa :a.,i3
3. 1" 0.60 9.89 4.50 2.62 5.39
3 , 1 0.70 9.88 4.49 2.58 5.44
3 1 0.80 9.88 4.48 2.54 5.50
3 1 0.90 9.88 4.47 2.51 5.55
3 1 1.00 9.87 4.45 2.47 5.61
3 1 1.10 9.87 4.44 2.44 5.66
3 1 1.20 9.87 4.43 2.41 5.72
3 1 1.30 9.87 4.42 2.37 5.77
3 1 1.40 9.86 4.40 2.34 5.83
3 1 1.50 9.86 4.39 2.31 5.88
3 1 1.60 9.86 4.38 2.28 5.94
3 1 1.70 9.86 4.37 2.25 5.99
3 1 1.80 9.86 4.36 2.22 6.05
3 1 1.90 9.86 4.35 2.19 6.10
3 1 2.00 9.86 4.34 2.16 6.16
3 1 2.10 9.86 4.32 2.14 6.21
3 1 2.20 9.86 4.31 2.11 6.27
3 1 2.30 9.86 4.30 2.08 6.32
3 1 2.40 9.86 4.29 2.06 6.38
3 1 2.50 9.86 4.28 2.03 6.43
3 1 2.60 9.86 4.27 2.01 6.49
3 1 2,70 9.87 4.26 1.98 6.54
3 2 2.70 9.80 4.01 1.87 7.34
3 2 2.80 9.81 4.01 1.85 7.40
3 2 2.90 9.82 4.00 1.83 7.45
3 2 3.00 9.83 3.99 1.81 7.51
3 2 3.10 9.84 3.98 1.79 7.56
3 2 3.20 9.84 3.98 1.77 7.62
3 2 3.30 9.85 3.97 1.76 7.67
3 2 3.40 9.86 3.96 1.74 7.73
3 2 3.50 9.86 3.96 1.72 7.78
3 2 3.60 9.87 3.95 1.70 7.84
3 2 3.70 9.88 3.94 1.68 7.89
3 2 3.80 9.88 3.94 1.66 7.95
3 2 3.90 9.89 3.93 1.65 8.00
3 2 4.00 9.89 3.92 1.63 8.06
3 2 4.10 9.90 3.92 1.61 8.11
3 3 4.10 9.79 3.60 1.51 9.71
3 3 4.20 9.81 3.60 1.50 9.77
3 3 4.30 9.82 3.59 1.48 9.82
3 3 4.40 9.84 3.59 1.47 9.86
3 3 4.50 9.85 3.58 1.46 9.93
3 3 4.60 9.66 3.58 1.45 9.99
3 3 4,70 9.87 3.57 1.43 10.04
3 3 4.80 9.88 3.57 1.42 10.10
3 3 4.90 9.89 3.57 1.41 10.15
3 3 5.00 9.90 3.56 1.39 10.21
3 4 .5.00 7.29 49.59 8.08 21.83
3 4 5.10 7.33 49.37 8.04 21.89
3 4 5.20 7.36 49.16 8.01 21.94
3 G 5.30 7.39 48.95 7.97 22.00
3 4 5.40 7.42 48.73 7.94 22.05
3 4 5.50 7.45 48.52 7.90 22.11
3 4 5.60 7.48 48.32 7.87 22.16
3 4 5.70 7.51 48.11 7.83 22.22
3 4 5.80 7.54 47.90 7.80 22.27
3 4 5.90 7.57 47.70 7.77 22.33
3 4 6,00 7.59 47.49 7.73 22.38
3 4 6.10 7.62 47.29 7.70 22.44
3 4 6.20 7.64 47.09 7.67 22.49
3 4 6.30 7.66 46.89 7.63 22.55
3 4 6.40 7.69 46.69 7.60 22.60
4 6.50 7.71 46.49 7.57 22.66
3 4 6.60 7.73 46.29 7.53 22.71
3 4 6.70 7.75 46.10 7.50 22.77

i+. uU 4i.UU 3.3b 3 .8 1 13.3$
k 1, ,. 0.10 9.27 3.15 3.39 0.45
4 1 0.20 9.46 2.98 3.07 0.52
4 1 0.30 9.59 2.85 2.82 0.58
. 4 1 0.40 9.69 2.74 2.62 0.64
4 1 0.50 9.76 2.66 2.45 0.70
4 'I 0.60 9.81 2.58 2.31 0.76
4 1 0.70 9.86 2.51 2.19 0.83
4 1 0.80 9.89 2.46 2.08 0.89
4 1 0.90 9.92 2.41 1.99 0.95
4 'I 1.00 9.94 2.36 1.91 1.01
5 1 0.00 7.34 44.24 7.26 23.78
5 1 0.10 7.86 44.05 7.23 23.83
5 1 0.20 7.88 43.87 7.20 23.89
5 1 0.30 7.90 43.70 7.17 23.94
5 1 0.40 7.92 43.52 7.14 24.00
5 1 0.50 7.94 43.34 7.11 24.05
5 1 0.60 7.96 43.16 7.08 24.11
5 2 0.60 8.00 41.84 6.89 24.91
5 2 0.70 7.98 41.68 6.86 24.96
5 2 0.80 7.97 41.51 6,83 25.02
5 2 0.90 7.95 41.35 6.80 25.07
5 2 1.00 7.93 41.18 6.78 25.13
5 2 1.10 7.92 41.02 6.75 25.18
5 2 1.20 7.91 40.86 6.72 25.24
5 2 1.30 7.90 40.70 6.69 25.29
5 2 1.40 7.88 40.54 6.67 25.35
5 2 1.50 7.87 40.38 6.64 25.40
5 2 1.60 7.86 40.22 6.61 25.46
5 2 1.70 7.85 40.06 6.59 25.51
5 2 1.80 7.85 39.90 6.56 25.57
5 2 1.90 7.84 39.75 6.53 25.62
5 2 2.00 7.83 39.59 6.51 25.68
5 2 2.10 7.82 39.44 6.48 25.73
5 2 2.20 7.82 39.28 6.45 25.79
5 2 2.30 7.81 39.13 6.43 25.84
5 3 2.30 8.07 32.71 5.49 31.24
5 3 2.30 8.07 32.71 5.49 31.25
5 3 2.30 8.07 32.71 5.49 31.25
5 3 2.31 8.07 32.71 5.49 31.25
5 3 2.31 8.07 32.70 5.49 31.25
5 3 2.31 8.07 32.70 5.49 31.25
5 3 2.31 8.07 32.70 5.49 31.25
5 3 2.31 8.07 32.70 5.49 31.25
5 3 2.32 8.07 32.69 5.49 31.25
5 3 2.32 8.07 32.69 5.49 31.25
5 3 2.32 8.07 32.69 5.49 31.26
5 4 2.32 7.89 33.51 5.95 33,19
5 4 2.32 7.89 33.51 5.95 33.20
5 4 2.33 7.89 33.50 5.95 33.20
5 4 2.33 7.89 33.50 5.95 33.20
5 4 2.34 7.89 33.49 5.95 33.20
5 4 2.34 7.89 33.49 5.95 33.20
5 4 2.34 7.89 33.49 5.95 33.21
5 4 2.35 7.89 33.48 5.95 33,21
5 4 2.35 7.89 33.48 5.95 33.21
5 4 2.36 7.89 33.47 5.95 33.21
5 4 2.36 7.89 33.47 5.94 33.22
5 5 2.36 7.54 34.78 9.69 34.77
5 5 2.46 7.54 34.67 9.66 34.82
5 5 2.56 7.55 34.55 9.62 34.88
5 5 2.66 7.56 34.44 9.59 34.93
5 5 2.76 7.57 34.32 9.56 34.99
5 5 2.86 7.57 34.21 9.52 35.04
5 5 2.96 7.58 34.09 9.49 35.10
5 5 3.06 7.59 33.98 9.46 35.15

b 5 3. I is r .60 33 .8 ► 9.42 35.21
• .5 , 3.26 7,60 33.75 9.39 35.26
5 5 3.36 7.61 33.64 9.36 35.32
5 5 3.46 7.62 33.53 9.33 35.37
• 5 5 3.56 7,63 33.42 9.29 35.43
5 5 3.66 7.64 33.31 9.26 35.48
5 5 3.76 7.64 33.20 9.23 35.54
5 5 3.86 7.65 33.09 9.20 35.59
5 5 3.96 7.66 32.98 9.16 35.65
5 5 4.06 7.67 32.87 9.13 35.70
5 5 4.16 7.67 32.76 9.10 35.76
5 5 4.26 7.68 32.66 9.07 35.81
5 5 4.36 7.69 32.55 9.04 35.87
a 5 4.46 7.70 32.44 9.01 35.92
5 5 4.56 7.71 32.34 8.97 35.98
5 5 4.66 7.71 32.23 8.94 36.03
5 5 4.76 7.72 32.12 8.91 36.09
5 5 4.86 7.73 32.02 8.88 36.14
5 5 4.96 7.74 31.91 8.85 36.20
5 5 5.06 7.74 31.81 8.82 36.25
5 5 5.16 7.75 31.71 8.79 36.31
5 6 5.16 7.82 30.45 8.46 37.91
5 6 5.26 7.83 30.36 8.43 37.96
5 6 5.36 7.84. 30.26 8.40 38.02
5 6 5.46 7.85 30.16 8.38 38.07
5 6 5.56 7.86 30.07 8.35 38.13
5 6 5.66 7.87 29.98 8.32 38.18
5 6 5.76 7.88 29.88 8.29 38.24
5 6 5.86 7.89 29.79 8.27 38.29
5 6 5.96 7.90 29.69 8.24 38.35
5 6 6.06 7.90 29.60 8.21 38.40
5 6 6.16 7.91 29.51 8.18 38.46
5 6 6.26 7.92 29.42 8.16 38.51
5 6 6.36 7.93 29.32 8.13 38.57
5 6 6.46 7.94 29.23 8.10 38.62
5 6 6.56 7.95 29.14 8.07 38.68
5 6 6.66 7.96 29.05 8.05 38.73
5 6 6.76 7.97 28.96 8.02 38,79
5 6 6.86 7.98 28.87 7.99 38.84
5 6 6.96 7.99 28.78 7.97 38.90
5 6 7.06 7.99 28.69 7.94 38.95
5 6 7.16 8.00 28.60 7.92 39.01
5 6 7-26 8.01 28.51 7.89 39.06
5 6 7.36 8.02 28.42 7.86 39.12
5 6 7.46 8.03 28.33 7.84 39.17
5 6 7.56 8.04 28.25 7.81 39.23
5 7 7.56 8.06 27.76 7.69 39.97
5 7 7.66 8.07 27.68 7.66 40.02
5 7 7.76 8.08 27.59 7.64 40.08
5 7 7.86 8.09 27.51 7.61 40.13
5 7 7.96 8.10 27.43 7.59 40.19
5 7 8.06 8.10 27.34 7.56 40.24
5 7 8.16 8.11 27.26 7.54 40.30
5 7 8.26 8.12 27.18 7.51 40.35
5 "r 8.36 8.13 27.10 7.49 40.41
5 7 8.46 8.14 27.01 7.46 40.46
5 7 8.56 8.15 26.93 7.44 40.52
5 7 8.66 8.16 26.85 7.42 40.57
5 7 8.76 8.16 26.77 7.39 40.63
5 7 8.86 8.17 26.69 7.37 40.68
5 7 8.96 8.18 26.61 7.35 40.74
5 7 9.06 8.19 26.53 7,32 40.79
5 7 9.16 8.20 26.45 7.30 40.85
5 7 9.26 8,21 26.37 7.27 40.90
5 7 9.36 8.21 26.29 7.25 40.96
5 7 9.46 8.22 26.21 7.23 41.01

5
5
5
5
5
5
5
5
5
5
5
5
5
5
6 g #
d . a W U . 2. «i . l7 . ( J ( . 1:. 1 4 I . U %
7,. A 9.66 8.24 26.05 7.18 41.12
7 9.76 8.24 25.98 7.16 41.18
7 9.86 8.25 25.90 7.14 41.23
7 9.96 8.26 25.82 7.11 41.29
7 10.06 8.27 25.74 7.09 41.34
8 10.06 8.29 25.24 6.96 42.24
8 10 . 1 6 8.30 25.17 6.94 42.30
8 10.26 8.30 25.09 6.92 42.35
8 10.36 8.31 25.02 6.90 42.41
8 10.46 8.32 24.94 6.87 42.46
8 10.56 8.33 24.87 6.85 42.52
8 10.66 8.34 24.80 6.83 42.57
0 10.76 8.34 24.73 6.81 42.63
8 10.86 8.35 24.65 6.79 42.68
Reach # I Seg hii 1 D.O. I CEO() I NBOD I Flow

Runc5ff flow is in cfs/m7 1 w
• SUMMER
MODEL FOR MAX CBOD @NEWTON
Discharger
Receiving Stream
MODEL RESULTS
: NEWTON-CLARK CREEK WWTP
: CLARK CREEK
The End G.O. is 5.68 mg/1.
The End CBOD is 21.64 mg/1.
The End NBOD is 3.60 mg/1.
Segment 1
Reach 1
Segment 2
Reach 1
Reach 2
Reach 3
Segment 3
Reach 1
Reach 2
Reach 3
Reach 4
Segment 4
Reach 1
Segment 5
Reach 1
Reach 2
Reach 3
Reach 4
Reach 5
Reach 6
Reach 7
Reach 8
WLA WLA WLA
D0 Min CBOD NBOD D0 Waste Flow
(mg/1) Milepoint Reach # (mg/1) (mg/1) (mg/1) (mgd)
7.39 0.00 1
5.18
5.47
0.60 2
6.70 4
7.06 0.00
5.02 5.16
5
45.00 90.00 0.00 0.00800
45.00 90.00 4.00 0.10000
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000
74.00 0.00 5.00 7.50000
45.00 90.00 0.00 0.00800
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000
46.80 13.50 5.00 1.25000
63.00 90.00 0.00 1.00000
0.00 0,00 0.00 0.00000
0.00 0.00 0.00 0.00000
0.00 0.00 0.00 0.00000

Discharger
Receiving Stream
MODEL RESULTS
NEWTON-CLARI< CREEK WWTP
CLARI< CREEK
The End D.C. is 5.82 mg/1.
The End CBOD is 5.15 mg/1.
The End NBOD is 13.73 mg/1.
SUMMER
I400EL FOR MAX NBOD @NEWTON
W L A W L A W L A
DU Min COLD NBOD DO Waste Flow
(mg/1) Milepoint Reach # (mg/1) (mg/1) (mg/1) (mgd)
Segment 1 7.39 0.00 1
Reach 1 45.00 '90.00 0.00 0.00800
Segment. 2 5.18 0.60 2
Reach 1 45.00 90.00 4.00 0.10000
Reach 2 0.00 0.00 0.00 0.00000
Reach 3 0.00 0.00 0.00 0.00000
Segment 3 5.51 6.70 4
Reach 1 0.00 0.00 0.00 0.00000
Reach 2 0.00 0.00 0.00 0.00000
Reach 3 0.00 0.00 0.00 0.00000
Reach 4 0.00 55.00 5.00 7.50000
Segment 4 7.06 0.00 1
Reach 1 45.00 90.00 • 0.00 0.00800
Segment 5 5.08 5.16 5
Reach 1 0.00 0.00 0.00 0.00000
Reach 2 0.00 0.00 0.00 0.00000
Reach 3 0.00 0.00 0.00 0.00000
Reach 4 46.80 13.50 5.00 1.25000
Reach 5 63.00 90.00 0.00 1.00000
Reach 6 0.00 0.00 0.00 0.00000
Reach 7 0.00 0.00 0.00 0.00000
Reach
8 0.00 0.00 0.00 0.00000

Facility �,,,,�n, �•9Y�L-�'/A`-Wasteflow (MGD),5
Summer/Winter (circle one)
iIIIIIIIIIIUIIIIUI 11111°A
�e 1111111���
L:k0 I 1000
II1iiiOiIIllhIIIIIIIIII1 t
llAlllllli�illnlil�lllIAfll
■ gbn��muiE
n�n�
io =
1III!IIIIIIIlIIOUHIIIIIIIIIIIIII
1111
/0
NH3—N (mg/1)
Potential effluent limit combinations:
Boos
(3r)
I 'G/irh�= 7�,f =.2 6
nip/ 3 /2, L

.'illly l i�i i 1, iERAGES
Discharger: 4- eityIE eeesk. Permit No.: NC00 36i94,
Receiving Stream: e46i, auk Sub -basin:
Upstream Location: Sre 20s4 Downstream Location l'2o/1
ipstream _Jwnstream
DATE TEMP D.O. BOD5 COND F. TEMP D.O. BOD5 COND F'.c,
DEC-90 / 96 /67 /069 /° 9.Z 'XL `cot
NOV-90 9 /og /44 9 AP 9. z i62- 64
9
OCT- 90 _ ilr _JUL/. 3 (,oy / /6 9.0 01"• 3Ys
AUG- 9 0 d..� /I1 29 D zz 7.9 ___ 2Yr/
z9 sf/ 7.y VJ'
JUL-90 .1/ S.4 'IL, ZL I. 32.n.
JUN- 9 0 _ /t 7.7 'wow Zd Om Zinfr-
MAY-90 _AL_ 1.7 zYS? /7 _ ztsy
APR-90 /i ?.B tog I IY ?.3 /27)
MAR- 9 0 a Al a /eat II /0 7/,t-
FEB- 9 0 4°P.7 ser— /0 9. s'" G o8
JAN-90 8 /d.9 /3o 9 /0.S /A,
DEC- 8 9 0 /6 / /t?9 6 /0.7 151
NOV-8 9 / t.9 ay./ pit 9.s- I80
OCT-89
SEP-89
AUG-89
JUL-89
JUN-89
MAY-89
APR-89
MAR-8 9
FEB-89
JAN-89
DEC-88
NOV-88
OCT-88
SEP-88
AUG-88
JUL-88
JUN-88
MAY-88
APR-8 8
MAR-88
FEB-88
JAN-88
DEC-87
NOV-87
OCT-87
SEP-87
UG-87
:vi-L
71 N—P'
r i\ J 7
U1T R- 8 _
EB-a-
JAN-?

NEW& aTid
clarkcrdosat
date
temp (c)
DO
DO sat
% sat
'7/1/90
19.00
8.30
9.27
0.90
18.00
8.60
9.46
0.91
21.00
8.20
8.91
0.92
20.00
7.70
9.09
0.85
22.00
7.60
8.74
0.87
21.00
7.60
8.91
0.85
20.00
7.80
9.09
0.86
21.00
8.30
8.91
0.93
21.00
7.70
8.91
0.86
21.00
7.90
8.91
0.89
22.00
7.90
8.74
0.90
19.00
8.30
9.27
0.90
22.00
7.80
8.74
0.89
'8/1/90
22.00
8.40
8.74
0.96
20.00
7.90
9.09
0.87
22.00
7.80
8.74
0.89
20.00
8.30
9.09
0.91
20.00
8.30
9.09
0.91
20.00
8.40
9.09
0.92
20.00
7.60
9.09
0.84
21.00
8.20
8.91
0.92
21 .00
7.90
8.91
0.89
22.00
7.40
8.74
0.85
21.00
7.20
8.91
0.81
21.00
8.10
8.91
0.91
20.00
7.80
9.09
0.86,
0.79
20.00
7.20
9.09
'9/1 /90
20.00
7.80
9.09
0.86
19.00
8.10
9.27
0.87
19.00
8.00
9.27
0.86
21.00
7.70
8.91
0.86
21.00
7.80
8.91
0.88
20.00
7.70
9.09
0.85
16.00
8.50
9.87
0.86
15.00
8.90
10.08
0.88
19.00
8.40
9.27
0.91
13.00
9.20
10.53
0.87
12.00
8.40
10.77
0.78
14.00
8.50
10.30
0.83
' 10/1 /90
16.00
8.80
9.87
0.89
14.00
9.00
10.30
0.87
14.00
7.90
10.30
0.77
18.00
7.20
9.46
0.76
18.00
6.60
9.46
0.70
18.00
7.40
9.46
0.78
16.00
7.60
9.87
0.77
Page 1

clarkcrdosat
14.00
7.70
10.30
0.75
12.00
8.20
10.77
0.76
16.00
8.00
9.87
0.81
14.00
8.30
10.30
0.81
12.00
9.10
10.77
0.84
9.00
10.20
11.56
0.88
9.00
9.90
11.56
0.86
'7/3/89
20.00
7.60
9.09
0.84
21.00
7.40
8.91
0.83
21.00
7.70
8.91
0.86
21.00
8.00
8.91
0.90
23.00
7.90
8.58
0.92
22.00
8.00
8.74
0.92
21.00
7.60
8.91
0.85
20.00
8.00
9.09
0.88
21.00
8.00
8.91
0.90
21.00
8.30
8.91
0.93
21.00
8.00
8.91
0.90
21.00
7.70
8.91
0.86
22.00
7.40
8.74
0.85
'8/1/89
21.00
8.10
8.91
0.91
21.00
8.10
8.91
0.91
21.00
7.30
8.91
0.82
18.00
8.20
9.46
0.87
18.00
8.30
9.46
0.88
22.00
8.20
8.74
0.94
20.00
8.00
9.09
0.88
20.00
7.60
9.09
0.84
21.00
7.90
8.91
0.89
22.00
7.70
8.74
0.88
21.00
7.80
8.91
0.88
22.00
7.80
8.74
0.89
22.00
7.60
8.74
0.87
'9/1/89
20.00
8.10
9.09
0.89
19.00
8.30
9.27
0.90
19.00
8.20
9.27
0.88
19.00
8.30
9.27
0.90
21.00
7.90
8.91
0.89
22.00
7.60
8.74
0.87
20.00
7.80
9.09
0.86
17.00
8.70
9.66
0.90
20.00
8.20
9.09
0.90
16.00
8.70
9.87
0.88
17.00
8.50
9.66
0.88
17.00
8.80
9.66
0.91
' 10/1 /89
18.00
7.80
9.46
0.82
16.00
8.40
9.87
0.85
15.00
8.70
10.08
0.86
Page 2

clarkcrdosat
16.00
9.40
9.87
0.95
12.00
9.80
10.77
0.91
14.00
9.20
10.30
0.89
16.00
8.80
9.87
0.89
19.00
8.10
9.27
0.87
13.00
8.90
10.53
0.84
11.00
9.60
11.02
0.87
10.00
9.70
11.28
0.86
12.00
9.70
10.77
0.90
'7/1/88
17.00
8.50
9.66
0.88
19.00
8.50
9.27
0.92
16.00
8.50
9.87
0.86
20.00
7.80
9.09
0.86
21.00
7.30
8.91
0.82
22.00
7.40
8.74
0.85
23.00
7.80
8.58
0.91
23.00
7.40
8.58
0.86
23.00
7.20
8.58
0.84
22.00
7.50
8.74
0.86
22.00
7.80
8.74
0.89
22.00
7.90
8.74
0.90
22.00
7.30
8.74
0.84
'8/1 /88
22.00
7.00
8.74
0.80
23.00
7.60
8.58
0.89
23.00
7.20
8.58
0.84
22.00
7.40
8.74
0.85
23.00
7.50
8.58
0.87
22.00
7.50
8.74
0.86
22.00
7.50
8.74
0.86
23.00
7.50
8.58
0.87
22.00
7.50
8.74
0.86
22.00
7.60
8.74
0.87
22.00
7.60
8.74
0.87
19.00
7.80
9.27
0.84
23.00
7.50
8.58
0.87
20.00
7.90
9.09
0.87
'9/1/88
17.50
8.40
9.56
0.88
20.00
7.80
9.09
0.86
18.00
8.70
9.46
0.92
19.00
8.40
9.27
0.91
20.00
8.10
9.09
0.89
20.00
8.20
9.09
0.90
20.00
8.10
9.09
0.89
20.00
8.10
9.09
0.89
20.00
8.20
9.09
0.90
18.00
7.60
9.46
0.80
18.00
8.60
9.46
0.91
15.00
8.40
10.08
0.83
Page 3

clarkcrdosat
17.00
8.30
9.66
0.86
'10/1/88
20.00
7.80
9.09
0.86
14.00
9.20
10.30
0.89
12.00
10.00
10.77
0.93
11.00
11.00
11.02
1.00
12.00
10.00
10.77
0.93
10.00
10.20
11.28
0.90
12.00
9.20
10.77
0.85
16.00
7.70
9.87
0.78
13.00
8.80
10.53
0.84
11.00
8.90
11.02
0.81
12.00
8.90
10.77
0.83
13.00
9.30
10.53
0.88
12.00
9.50
10.77
0.88
avg.
9.399
0.87
75th percentile is 21C
Page 4

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State of North Carolina
Department of Environment, Health, and Natural Resources
Division of Environmental Management
512 North Salisbury Street • Raleigh, North Carolina 27611
James G. Martin, Govemor
William W. Cobey, Jr., Secretary
Mr. Joe DeBruhl
Willis Engineering
6526 Morrison Blvd.
Charlotte, NC 28211
Dear Mr. DeBruhl:
December 17, 1990
George T. Everett, Ph.D.
Director
i'1 8 1990
This letter is in followup to our phone conversation
regarding the City of Newton's plans to enlarge their wastewater
treatment plant capacity from 5.0 to 7.5 million gallons per day.
As discussed, an environmental assessment (EA) will need to be
prepared for this project. An EA is required because the size of
the expansion exceeds the Department's minimum criteria threshold
of 0.5 mgd. An EA is automatically required for publically
funded projects that exceed the minimum criteria threshold (see
page 7 of Attachment I, Section .0604(3)(a)).
Enclosed is information that you should find of use in
preparing the EA. Attachments I and II contain formal rules that
outline the purpose, general content and review procedures for
EAs and environmental impacts statements (EISs). Attachment III
provides more specific guidance on the form and content of an EA.
An Agency Contacts List indicates which agencies you should
contact as part of the EA preparation. A copy of an approved
wastewater treatment plant EA is also included. Finally, it is
recommended that you contact Mr. Trevor Clements in order to
obtain draft or speculative waste limits and disinfection
requirements for the proposed facility.
If you have any questions as you proceed through preparation
of the EA, please do not hesitate to contact me.
Sincerely,
,/6,
Alan R. Clark
Environmental Review Coordinator
DeBruhl.Ltr
Enclosures
cc: Trevor Clements
Dale Overcash
Pollution Prevention Pays
P.O. Box 27687, Raleigh, North Carolina 27611-7687 Telephone [phone]