NC0039594_Speculative Limits_20041206

NPDES DOCUMENT SCANNING COVER SHEET
NPDES Permit:
NC0039594
Maiden 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:
December 6, 2004
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Mr. Michael S. Apke, P.E.
McGi11 Associates
P.O. Box 2259
Asheville, North Carolina 28801
Michael F. Easley, Govemor
State of North Carolina
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
December 6, 2004
Subject: Speculative Limits
Town of Maiden WWTP
NPDES Permit NC0039594
Catawba County
Dear Mr. Apke:
This letter is in response to your request on behalf of the Town of Maiden for speculative effluent
limits for potential expansion of the Town's wastewater treatment plant to 2.5 and 3.0 MGD
capacity. In the proposed scenarios, the Town would treat process wastewater from Delta Apparel's
textile facility in addition to its own wastewaters, and Delta would eliminate its direct discharge to
surface waters. Each facility is presently permitted to discharge up to 1.0 MGD of treated wastewater
to Clarks Creek.
These speculative limits are based upon our understanding of the proposal and of present
environmental conditions. The Division of Water Quality cannot guarantee that it will modify the
Town's and Delta's NPDES permits, nor can we guarantee that the resulting effluent limitations and
other permit requirements would be exactly as presented here. The Division can only make the final
decisions on these matters after it receives and evaluates a formal application for permit modification
and the Town has obtained any prerequisite approvals (see below).
Environmental Assessments of New Projects and Expansions
Please note that the Town must consider the environmental impacts of the proposed project(s) before
applying for modification of its NPDES permit. Anyone proposing to construct new or expanded
waste treatment facilities using public funds or public (state) lands must first prepare an
environmental assessment (EA) when wastewater flows (1) equal or exceed 0.5 MGD or (2) exceed
one-third of the 7Q10 flow of the receiving stream. The Division cannot accept a permit application
for any project requiring an environmental assessment until it has approved the EA and forwarded a
Finding of No Significant Impact (FONSI) to the State Clearinghouse for public review and
comment. Further, we cannot modify or issue the permit until the Clearinghouse has approved the
FONSI. If the EA demonstrates that the project may result in a significant adverse effect on the
quality of the environment, you must then prepare an Environmental Impact Statement. Alex Marks
of the Water Quality Planning Branch can provide further information regarding the requirements of
the N.C. Environmental Policy Act. Feel free to contact Mr. Marks directly at [phone], ext.
555, or at [e-mail].
Engineering Alternatives Analysis (EAA)
All NPDES permit applications for new or expanding flows must include an approvable engineering
alternatives analysis (EAA). The EAA must justify requested flows and provide a detailed analysis of
treatment and disposal alternatives, including a thorough evaluation of non -discharge alternatives. In
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 Telephone [phone] FAX [phone]
512 N. Salisbury Street, Raleigh, North Carolina 27604 On the Internet at http://h2o.enr.state.nc.us/ 1�j�na
An Equal Opportunity/Affirmative Action Employer ,Naturally

Mr. Michael S. Apke, P.E.
Speculative Limits
December 6, 2004
accordance with the North Carolina General Statutes, the preferred alternative must be the
practicable waste treatment and disposal alternative with the least adverse impact on the
environment. Non -discharge alternatives or alternatives to expansion, such as spray irrigation, water
conservation, or inflow and infiltration reduction, are considered to be environmentally preferable to
a surface water discharge. A copy of the Division's EAA requirements is attached to this letter. You
may also wish to refer to the NPDES Unit website for more information regarding requests for
expansion: http://h2o.enr.state.nc.us/NPDES/.
Water Quality Considerations
The Town of Maiden and Delta Apparel WWTPs discharge to Clarks Creek, a Class C water in the
Catawba River Basin. The portion of the creek from Miller Branch to the South Fork Catawba is
considered biologically impaired and is on North Carolina's 303(d) list of impaired waters. The
Division has conducted an Intensive Watershed Assessment Study to determine the most probable
sources of impairment and specific actions for addressing them. The report does not indicate that any
particular actions are warranted at the Maiden WWTP.
Speculative Effluent Limitations
Based on the available information, and with the understanding that Delta Apparel's direct discharge
to Clarks Creek would be eliminated, tentative limits for the Town of Maiden WWTP at the
expanded flows of 2.5 and 3.0 MGD are as follows:
Table 1. Summary of Speculative Effluent Limitations
Parameter Units
Effluent Limitations
Existing
Mo. Avg. Wk. Max
2.5 MGD 3.0 MGD
Mo. Avg. Wk. Max Mo. Avg. Wk. Max
Flow
BOD5
NH3-N (summer)
(winter)
TSS
Fecal Coliform
pH
Total Residual Chlorine
Color
Cyanide
Chronic Toxicity
(MGD)
(mg/L)
(mg/L)
(mg/L)
(mg/L)
(#/100 mL)
(S.U.)
(ug/L)
(ADMI)
(uglL)
Pass/Fail
1.0
30.0*
30.0*
45.0
NA
NA
45.0
200 400
6.0 - 9.0
NA
NA
22.0**
P/F@11%,
Ceriodaphnia
2.5 3.0
30.0* 45.0 30.0* 45.0
3.4 10.2 2.7 8.1
10.8 32.4 8.2 24.6
30.0* 45.0 30.0* 45.0
200 400 200 400
6.0 - 9.0 6.0 - 9.0
28.0** 28.0**
TBD*** TBD***
TBD*** TBD***
P/F @ 24%, P/F @ 31%,
Ceriodaphnia Ceriodaphnia
**
And 85% removal on a monthly average basis.
Daily maximum.
*** To be determined - see text.
Flow. The flow limits are as requested by the Town request for these speculative limits and would be
applied as a monthly average, as in the existing permit.
2

Mr. Michael S. Apke, P.E.
Speculative Limits
December 6, 2004
BODS and NH3-N. The monthly average limits for BOD5 and NH3-N'(ammonia nitrogen) represent
the levels necessary to protect the 5.0 mg/L instream standard for dissolved oxygen and were derived
using an EPA -approved water quality model . In addition, seasonal NH3-N limits would be necessary
to prevent ammonia toxicity in the receiving stream, and the limits would be based on the EPA's
summer and winter criteria for ammonia.
Total Suspended Solids (TSS). The limits for total suspended solids are standard for secondary
treatment of municipal wastewater and are the same as in the Town's existing permit .
Fecal Coliform, pH. The limits for fecal coliform bacteria and pH represent water quality standards
for Class C waters (T15A NCAC 2B .0211) and are the same as in the Town's existing permit.
Total Residual Chlorine. A new limit for TRC is necessary because North Carolina has adopted a
water quality standard for chlorine (17 ug/L, effective in 2003). The speculative limit is consistent
with the Division's disinfection policy.
Color. North Carolina's surface water quality standards prohibit the discharge of colored wastes in
any amount that would adversely affect the aesthetic quality of the receiving water.
Color is a parameter of concern in the Delta Apparel discharge. Delta's NPDES permit includes
numerical limits for color and related special conditions, consistent with the Division's color
permitting policy. Assuming Delta connects to the Maiden WWTP, color will become a parameter of
concern in the Town's discharge and will warrant limits and special conditions in the Town's permit.
The Division does not have sufficient information at this time to determine a color limit for the
combined discharge. Based on a review of other municipal and textile facilities that have treated or
are treating for color, we expect that a limit in the range of 100-400 units (ADMI) may be feasible.
Prior to submitting an application for permit modification, the Town must conduct, presumably in
concert with Delta Apparel, any tests or studies necessary to support development of a color limit.
The application should provide, at a minimum, the following additional information:
• Wastewater characteristics. The Town must determine the quantity and quality of wastewater it
will receive from Delta Apparel and include a thorough characterization of the incoming
wastewater in its permit application.
• Treatability of combined wastewaters. The Town must evaluate treatment and pretreatment
alternatives that will reduce color in its discharge to an acceptable level. The permit application
must indicate the preferred combination of treatment processes and the resulting wastewater
characteristics (see previous paragraph). It should include an engineering report of any
treatability or other relevant studies conducted. These efforts should take into consideration the
varying proportions of municipal and industrial flows expected over the life of the treatment
plant.
(Of course, the Town should also determine — for other parameters of concern — how amenable the
combined wastestreams are to treatment and, from this, identify appropriate design criteria for the
treatment processes.)
Upon evaluating the effects of the proposed treatment and other controls on color levels in the
Town's discharge, the Division will set discharge limit(s) to conform with the narrative water quality
standard for color.
Toxicant Parameters. The Division cannot speculate on limits for specific toxicant parameters at this
time. Consistent with our standard permitting practice, we will evaluate the Town's effluent data
3

Mr. Michael S. Apke, P.E.
Speculative Limits
December 6, 2004
upon receipt of a formal permit application or modification request and will then determine what
limits and monitoring requirements are necessary for these parameters.
Chronic Toxicity. The chronic toxicity limits are essentially the same as in the Town's existing
permit (quarterly Pass/Fail test using Ceriodaphnia organisms) except that the tests would be run at
24% dilution at 2.5 MGD and 31 % at 3.0 MGD to reflect the increases in instream wastewater
concentrations (IWC).
Monitoring Requirements and Additional Limits. Any future permit will include monitoring
requirements for the limited parameters. The permit may also require monitoring for parameters of
concern that are not assigned limits. Instream monitoring requirements will be specified as
appropriate.
If you have any questions about these limits, feel free to contact Mike Templeton at [phone],
extension 541, or at [e-mail].
Sincerely,
David A. Goodrich, Supervisor
Point Source Branch
Surface Water Protection Section
Enclosure: EAA Guidance
cc: Mr. Todd Clark, Town Manager, Town of Maiden, P.O. Box 125, Maiden, NC 28650
US Fish and Wildlife Service, Ecological Services, PO Box 33726, Raleigh, NC 27636-3726 Attn: Sara Ward
NC WRC, Inland Fisheries, 1721 Mail Service Center, Raleigh, NC 27699-1721 Attn: Fred Harris
Mooresville Regional Office/ SWPS
Central Files
NPDES Unit Files
4

Engineering Alternatives Analysis (EAA) Guidance Document
North Carolina Division of Water Quality/ NPDES Unit
NOTE: The N.C. Division of Water Quality (DWQ) will not accept an NPDES application for a new or
expanding wastewater treatment plant discharge unless all the required application requirements are
submitted. A complete NPDES application will include the following items:
NPDES Application Form (in triplicate)
Application Fee
Engineering Alternatives Analysis (in triplicate)
Local Government Review Form (non -municipals only)
Failure to submit all of the required information will result in return of the incomplete package. If you have
any questions about these requirements, contact the NPDES Unit staff at 919-733-5083. Application forms,
applicable fees, and guidance documents are available on the NPDES website at
http://h2o.enr.state.nc.us/NPDES. Completed applications should be mailed to:
NCDENR/DWQ/NPDES Unit, 1617 Mail Service Center, Raleigh, NC 27699-1617.
Background
The NPDES permit program was enacted in 1972 as part of the Clean Water Act. The original goal of the program
was to eliminate all point source discharges to surface waters by 1985. Although this goal was not achieved, the
NPDES program continues to strive toward it. In that light, an Engineering Alternatives Analysis (EAA) is
required with any NPDES application for a new or expanding wastewater treatment plant discharge, in
accordance with 15A NCAC 2I-1.0105(c)(2). In order for an NPDES application to be approved, the EAA must
provide complete justification for a direct discharge to surface water alternative, and demonstrate that direct discharge
is the most environmentally sound alternative selected from all reasonably cost-effective options [per 15A NCAC
2Il0105(c)(2)].
The purpose of this EAA Guidance Document is to provide guidance to the regulated community for the evaluation of
wastewater disposal alternatives. The impetus behind this comprehensive guidance was based on the following. 1) a
majority of new NPDES applications were being returned as incomplete due to inadequate EAA submissions; and 2) a
few recent court cases resulted in unfavorable rulings for the NPDES discharger due in part to inadequate EAAs.
DWQ most frequently returns EAAs as incomplete due to inadequate flow justification, inadequate alternatives
evaluations, and/or lack of documentation/references used to design and cost alternatives.
Please note that this guidance document is designed primarily for domestic wastewater discharges. For other proposed
discharges such as water treatment plant discharges from ion exchange and reverse osmosis units, some alternative
disposal options may not be technologically feasible. Within this guidance document, we have attempted to point out
where such technological limitations may exist. You are urged to review NPDES permitting guidance documents on
the NPDES website, which discuss some of the limited disposal options for some discharges.
Please note that if a proposed municipal expansion is subject to SEPA Environmental Assessment
(EA)/Environmental Impact Statement (EIS) requirements, the EAA requirements should be incorporated into the
SEPA document. In addition, the NPDES Unit cannot accept an application for a new/expanding NPDES discharge
until departmental review of the SEPA document is complete and a Finding of No Significant Impact (FONSI) has
been submitted to the State Clearinghouse for circulation.
The following step-by�step outline should be used for the preparation of all EAA submissions. If an EAA submission
lacks any of these basic elements, the NPDES application will be returned as incomplete.
EAA Guidance Document Version: October 14, 2004
Page 1 of 8

STEP 1. Determine if the proposed discharge will be allowed
Before beginning any engineering evaluation of alternatives, you must first determine if the proposed wastewater
discharge will be allowed. Otherwise, time and money may be spent needlessly for an EAA preparation that will
ultimately be rejected on the basis of existing water quality restrictions. There are several potential restrictions to a
wastewater discharge to surface waters, inchiding:
■ Zero flow stream restrictions [15A NCAC 2B.0206(d) (2)] apply to oxygen -consuming waste in zero -flow
streams. In order to determine streamflow at the proposed discharge location, contact the U.S.
Geological Survey at 919-571-4000.
• Receiving stream classification restrictions [e.g., ORW, WS, SA, NSW, and HQ class waters have various
discharge restrictions or require stricter treatment standards]. Stream classifications are available on the
DWQ website and from the DWQ Standards & Classifications Unit at 919-733-5083, while wastewater
discharge restrictions for various stream classifications are presented in state regulations [ 15A NCAC
2B.0200].
• Basinwide Water Quality Plans. These basin -specific plans list NPDES permitting strategies that may
limit wastewater discharges to particular streams within the basin due to lack of stream assimilative
capacity, etc. Basin plans are available on the DWQ website, or you may contact the DWQ Basinwide
Planning Unit at 919-733-5083.
• Impaired waters and TMDLs. Certain waterbodies listed as impaired on the 303(d) list and/or subject to
impending IMDLs may have wastewater discharge restrictions. The list of 303(d) impaired waters is
located on the DWQ website, or you may contact the DWQ Modeling/TMDL Unit at 919-733-5083.
■ Presence of Endangered Species. If endangered species are present in the proposed discharge location,
there maybe wastewater discharge restrictions. Endangered species information maybe included in the
Basinwide Water Quality Plan, or you may contact the US. Fish and Wildlife Service (919-856-4520),
N.C. Wildlife Resources Commission (919-733-3633), or the NC Natural Heritage Program (919-733-
7701).
Municipal applicants.
As a public service, the NPDES Unit will evaluate whether a proposed municipal discharge is considered allowable.
The municipality needs to initiate this review by submitting a letter request for Speculative Effluent Limits to the
NPDES Unit. If the proposed discharge appears to be allowable, the NPDES Unit will prepare speculative effluent
limits for a maximum of 2 flows and 2 discharge locations using water quality models. The municipality can then use
the speculative limits to prepare preliminary engineering design and cost estimates for the direct discharge alternative
within the EAA. In limited instances where complex water quality models are necessary to develop speculative limits
and determine potential water quality impacts, some municipalities have undertaken the modeling effort (with DWQ
review) in order to expedite this portion of the NPDES permit review process.
Non -municipal applicants.
Due to staff constraints, the NPDES Unit cannot prepare speculative limits for non -municipal applicants. Thus, it is
your responsibility to make your own determination as to whether the proposed discharge might be allowed by the
Division, by evaluating the water quality factors listed above. It is highly recommended that you discuss the proposed
discharge with the applicable DWQ Regional Office and/or NPDES Unit staff, who maybe able to provide input on
the likelihood of a new/expanding discharge. As a first step, you must obtain streamflow estimates for the proposed
discharge location to ensure that the receiving stream is not subject to zero flow restrictions. Low flow data
(specifically, the summer 7Q10 and 30Q2 flow statistics) can be obtained for a nominal fee from the U.S. Geological
Survey in Raleigh at 919-571-4000. The low flow data must be submitted with the EAA, and will be used by the permit
writer to develop permit limits. You must also verify that the proposed action (ie., construction of a wastewater
treatment plant and its appurtenances) is consistent with local zoning and/or subdivision ordinances. You will need to
request the local government(s) to complete a Local Government Review Form (Attachment A), and include the
signed and notarized form with your NPDES application package.
EAA Guidance Document Version: October 14, 2004
Page 2 of 8

All applicants.
If you condude that the proposed discharge will pass the "allowable discharge" criteria, then begin the EAA
preparation by summarizing the following general information about the proposed project:
• Provide a description of the proposed project. If the project will be constructed in phases, provide a
schedule for constructing each additional phase, and provide the projected flow per phase (see STEP 2).
• Applicant name, mailing address, phone number, contact person
• Facility name, address, county, phone number, contact person
• EAA preparer's name, mailing address, phone number, contact person
STEP 2. Provide' reasonable projections for population and flow
Residential Population Projections.
Facilities requesting an NPDES discharge permit for new or expanding domestic wastewater discharges must
document the population to be served within the service area over a 20-year planning period. The NC State
Demographics unit provides population data for each county and municipality and can be accessed on the Internet at
http://www.demog.state.nc.us. If 20-year population projections for specific areas are not available, a linear
extrapolation of population trends from the past decade should be used. Any deviation from a linear projection
method must be dearly justified. If population projections indude future annexations, include a proposed annexation
schedule as well as any annexation requirements that must be met.
Municipal Flow Projections.
Justification of flow as well as a demonstration of need shall be provided. Mere speculation is not sufficient. Flow
projections should represent average anticipated flows, since permit flow limits are based on monthly averages.
Peaking factors used to design various components of the wastewater collection system (e.g., collector sewers,
interceptor sewers, pumping stations) should not be used in the justification of the average anticipated flow. For
municipal wastewater dischargers, flow must be justified using the Clean Water State Revolving Fund (CWSRF)
criteria available on the Internet at http://www.nccgLnet/fap/cwsrf/201gui.html. Exceptions to these flow criteria
maybe approved on a case-by.case basis provided adequate justification is supplied.
• Cu rent Flow- Provide current flows including residential, commercial, industrial, and non -excessive
infiltration/inflow (I/I) based on actual flow data or water billing records. Current residential flow and
current commercial flow may be based on water billing records minus a 10% consumptive loss. Current
industrial flow may be based on dual metering to determine consumptive losses. Current non -excessive
I/I should also be determined in accordance with CWSRF criteria. If I/I is demonstrated to be above
CWSRF criteria, that infrastructure contributing to excessive I&i must either be repaired or replaced
prior to any request for flow expansion.
• Future Residential Flow- Provide 20-year residential flows based .on projected residential growth.
Multiply the projected growth in residential population by 70 gallons per day per capita.
• Future Commercial Flow- Provide 20-year commercial flows based on projected residential growth.
Multiply the projected growth in residential population by 15 gallons per day per capita.
• Future Industrial Flow- Provide flow for future documented industrial flow. A nominal allowance for
future unplanned industrial expansions may be considered by the Division, provided the basis is clearly
justified and current land -use plans and local zoning allow for such industrial growth.
• Future Non -excessive I/I- A nominal allowance for non -excessive I/I for new sewer lines may be
considered by the Division, provided the basis is clearly justified.
Non -Municipal Flow Projections.
Flow may be justified in accordance with 15A NCAC 2H .0219(1) for various activities (e.g., new subdivisions, new
schools, various commercial activities). For other proposed diseliarges (e.g., groundwater remediation, water
EAA Guidance Document Version: October I4, 2004
Page 3 of 8

treatment plant filter backwash, industial facilities), the flow projections will be based on engineering design
considerations and/or production projections rather than population projections.
STEP 3. Evaluate technologically feasible alternatives
Since a goal of the Clean Water Act is to minimize or eliminate point source discharges to surface waters, any
proposal for a new or expanding wastewater discharge must include evaluation of wastewater disposal alternatives in
addition to direct discharge. Particularly for dischargers of domestic wastewater, this evaluation should investigate the
feasibility of the following wastewater disposal alternatives:
• Connection to an existing wastewater treatment plant (public or private)
• Land application alternatives, such as individual/community onsite subsurface systems, drip irrigation,
spray irrigation, infiltration galleries (for groundwater remediation discharges)
• Wastewater reuse
• Surface water discharge through the NPDES program
• Combinations of the above
In order for the applicant to eliminate a wastewater disposal alternative, you must either show that the alternative is
technologically infeasible, or that it would be cost prohibitive to implement relative to a direct discharge alternative.
Please note that for some alternatives, it might be easier to prove an alternative is not viable based on high cost rather
than technological feasibility. For example, for a large r iinicipal expansion that would require several hundred acres
for a land application alternative, it might be easier to simply assume that the required acreage could be purchased and
calculate the present value costs (including current market land costs) for this option, rather than evaluating whether
land application is technologically infeasible due to lack of available land and/or poor soil conditions. For those
alternatives identified as technologically feasible, you must develop and compare costs, based on a preliminary level
design effort (see STEP 4).
The Division recognizes that wastewater disposal alternatives may be limited for some non -domestic wastewater
scenarios, and a full alternatives evaluation may not be warranted. If there is some question as to whether an alternative
may be eliminated, contact the NPDES Unit staff. Some scenarios that might not require a full alternatives evaluation
include:
• Water Treatment Plant Discharges. Discharges from water treatment plants (WTPs) that utilize a
membrane technology (e.g., reverse osmosis, nanofiltration) or ion exchange system tend to generate
highly concentrated wastestreams. These wastestreams are not amenable to land application and do not
have to be evaluated for this alternative. However, since these wastestreams can also have a toxic impact
on a receiving freshwater system, proposed new discharges from these WTPs to freshwaters will not be
considered for an NPDES permit unless you can demonstrate that the environmental impacts would be
minimal based on dilution modeling. You should investigate whether the wastewater can be piped to a
stream with sufficient dilution, or whether a local WWIP might accommodate this discharge. Please
note that discharges from WTPs that utilize greensand filtration or conventional technology produce a
wastestream that is not saline, therefore no disposal alternatives can be automatically ruled out as
infeasible for these other WTPs. Refer to the NPDES website for permitting strategies for reverse
osmosis, ion exchange, greensand filtration, and conventional WTPs.
• Groundwater Remediation System Discharges. You will need to evaluate whether WWTP connection,
land application, and infiltration galleries are viable disposal alternatives. While land application might be
a feasible alternative in rural areas, it would not be a feasible alternative in downtown Charlotte, where
there is no land available for wastewater application. In this instance, you may simply state that land
application is infeasible based on land constraints within the city. You will also need to evaluate
connection to an existing WWIP (in accordance with Alternative A), since there are some municipalities
EAA Guidance Document Version: October 14, 2004
Page4of8

that have accepted this wastestream in the past. If the municipality will not accept the wastestream, the
connection alternative is also considered technologically infeasible.
Aside from these exceptions, you should proceed with the alternatives evaluation in accordance with the following .
requirements. If you have any questions about these requirements, contact the NPDES Unit staff.
Alternative A. Connection to an Existing Wastewater Treatment System.
You must evaluate the feasibility of connecting to an existing wastewater treatment system served by a municipality or
other entity holding a valid NPDES or Non -Discharge Permit. All connection options should include an evaluation
of a gravity line and/or force main with pump station(s).
1. Existing Sewerage System
(a) Identify whether there are existing sewer lines within a five -mile radius, or consider a greater radius if
cost effective for the project size.
(b) Provide a preliminary indication of flow acceptance from existing municipal or private WWTPs
unrlPr consideration for connection. If a municipal or private WWTP cannot accept the wastewater,
include a letter documenting such and consider this alternative technologically infeasible.
(c) If an existing sewerage system will accept the wastewater, evaluate the piping/pumps/resources
necessary to connect to the existing wastewater treatment plant. Attach a topographic map or a site
drawing showing the physical route of this alternative. Conduct a Present Value Cost Analysis per
STEP 4.
2. Planned Sewerage System: Determine if a regional sewerage system within a five mile radius is projected
to be available within the next five years to receive waste from the project site. If applicable, determine
availability date and flow acceptance projection from appropriate authority.
Alternative B. Land Application.
Land application disposal alternatives include individual/community onsite subsurface systems, drip irrigation, and
spray gati
1mon.
1. Provide an estimate of the best case hydraulic loading rate based on County Soil Surveys or from a soil
evaluation performed by a soil scientist. Include calculations showing the hydraulic loading rate
and the total area of land needed for the land disposal system, including buffers.
2. Assess the availability of land. If insufficient land is available onsite, assume that the necessary land can
be purchased and estimate the land purchase cost based on local real estate prices. Alternatively, provide
documentation to demonstrate that insufficient land is available for sale in the project area (include
letters from adjacent property owners indicating no interest in selling property).
3. Provide a description of the wastewater treatment system and the non -discharge application system.
Include a site plan showing the proposed layout, the application area, any existing structures, proposed
structures, and other uses within the site.
4. Explain the proposed reuse plan if reclaimed water will be used by a third party.
5. Conduct a Present Value Cost Analysis per STEP 4. For the reclaimed water system include the
potential revenue generated by selling the water.
6. Provide all calculations, documentation and maps as necessary to support assumptions and conclusions.
7. Note: The design of land application systems must meet the treatment and design requirements specified
in 15A NCAC 2FL0219 or 15A NCAC 18A.1900.
8. Note: Proposed discharges from groundwater remediation systems must evaluate the potential for an
infiltration gallery treatment alternative.
Alternative C. Wastewater Reuse.
You must evaluate reusing all or a portion of the wastewater generated. Some municipalities are currently reusing
wastewater within the confines of their WWII) property for irrigation, toilet flushing, backwashing, etc., while other
municipalities have established progressive reuse programs for residential irrigation. Reuse applications might include
golf course irrigation, crop irrigation (e.g., hardwood or pine plantation, grasses), athletic field irrigation, landscape
uses, and commercial/industrial uses. Sdme of these reuse applications will be evaluated under Alternative B, Land
EAA Guidance Document Version: October 14, 2004
Page 5of8

Application. The design of reclaimed water systems must meet the treatment and design requirements specified in
15A NCAC 2H .0219.
.Alternative D. Direct Discharge to Surface Waters.
1. No new or expanding (additional) discharge of oxygen consnming waste will be allowed to surface waters
of North Carolina if both the summer 7Q10 and 30Q2 streamflows are estimated to be zero, in
accordance with 15A NCAC 2B.0206(d). Private applicants must contact the Federal USGS in Raleigh at
919-571-4000 and obtain (generally for a nominal fee), the receiving streamflow data (s7Q10, 30Q2,
annual average streamflow) at the proposed discharge location. This information must be included in the
EAA, and will be used to develop permit limits.
2. All direct discharge systems of oxygen -consuming wastes should be evaluated both with tertiary filtration
[BODS = 5 rng/1, NH3-N= 1 mg/1] and without, and assuming a weekly sampling regime.
3. Provide a description of the proposed wastewater treatment facilities, including a schematic diagram of
the major components and a site plan of the treatment facilitywith outfall line(s).
4. Provide documentation of the availability of required land and/or easement agreements.
5. Conduct a Present Value Cost Analysis per STEP 4.
6. Note: All direct discharge treatment systems must comply with Reliability Requirements specified in 15A
NCAC 211.0124 as well as Minimum Design Requirements specified in 15A NCAC 2I-L0219.
Alternative E. Combination of Alternatives.
You should evaluate the possibility of a combination of wastewater alternatives that would minimize or eliminate a
direct discharge alternative. For example, consider whether the facility can operate a land application system during
the dry season when streamflows are at their lowest and provide less dilution, and operate an NPDES discharge
system during the wet season when soils may not be as amenable to land application and the receiving stream
provides its greatest dilution.
STEP 4. Evaluate economic feasibility of alternatives
To provide valid cost comparisons among all technologically feasible wastewater alternatives identified in STEP 3, a 20-
year Present Value of Costs Analysis (PVCA) must be performed. A preliminary design level effort is considered
appropriate for comparing feasible options and their associated costs. For the PVCA cost comparison, all future
expenditures are converted to a present value cost at the beginning of the 20-year planning period.' A discount rate is
used in the analysis and represents the time value of money (the ability of money to earn interest). Present value is also
referred to as "present discounted value" or "present worth".
The PVCA should include all monetary costs associated with construction, startup and annual operation and
maintenance of a facility. All unit cost information must be provided, and costs must be referenced. Costs can be
referenced in paragraph format by summarizing the sources utilized (e.g., vendor quotes, realtor land quotes, past
bids, Means Construction Index, etc). Vender quotes received for treatment units or other components, as well as
realtor land quotes, shall be included as well. For each treatment alternative identified as technologically feasible,
costs should indude, but not be limited to, the following:
Capital Costs
• Land acquisition costs
• Equipment costs
• Labor costs
• Installation costs
• Design costs
EAA Guidance Document Version: October 14, 2004
Page6of8

Recurring Costs
• Operation and maintenance costs (with replacement costs)
• Laboratory costs assuming a weekly monitoring regime for discharge systems and a monthly regime for
non discharge systems
• Operator and support staff costs
• Residual disposal costs
■ Connection fees and subsequent user fees
• Permit and compliance fees
■ Utility costs (power, water, etc.)
Lost Opportunity Costs
PVCA Calculation Method.
The following standard formula for computing the present value must be used in all cost estimates made under this
evaluation:
Where:
" C
PV=C +� t
° :=1 (1 + r)`
PV = Present value of costs.
Co = Costs incurred in the present year.
Ct = Costs incurred in time t.
t = Time period after the present year ( The present year is t = 0)
n = Ending year of the life of the facility.
r = Current EPA discount rate. EPA adjusts this rate annually on October 1, and it can be accessed from
the Internet at http:/wwwnccgl.net/fap/cwsrf/201guihtxnl.
If recurring costs are the same in years 1 through 20, then Ct=C and the formula reduces to:
PV=C +J(1+rY-11
r(1 + r)n J
As an example, assuming capital costs (Co) of $2 million, annual recurring costs (C) of $40,000, and a discount rate (r)
of 5.625%, the 20-year (n=20) present value of costs would equal:
PV= capital costs + recurring costs X [(1+0.05625)20 — 1] / [0.05625(1+0.05625)20]
PV= $2,000,000 + $40,000 X [1.98/0.168]
PV= $2,000,000 + $471,428
PV= $2,471,428
PVCA Summary Table.
The EAA must include a Summary Cost Table, which summarizes present worth costs developed for all technologically
feasible wastewater alternatives. The summary should include a breakdown of capital costs and recurring costs. In
some situations, the Division may require the applicant to refine cost estimates for some alternatives, or possibly collect
actual soil data to better characterize the land application alternative. Ultimately, the final determination on cost
effectiveness is made bythe Division with consideration of monetary costs as well as potential environmental impacts.
EAA Guidance Document Version: October I4, 2004
Page 7 of 8

Attachment A. Local Government Review Form
General Statute Overview: North Carolina General Statute 143-215.1 (c)(6) allows input from local governments in the issuance
of NPDES Permits for non -municipal domestic wastewater treatment facilities. Specifically, the Environmental Management
Commission (EMC) may not act on an application for a new non -municipal domestic wastewater discharge facility until it has
received a written statement from each city and county government having jurisdiction over any part of the lands on which the
proposed facility and its appurtenances are to be located. The written statement shall document whether the city or county has a
zoning or subdivision ordinance in effect and (if such an ordinance is in effect) whether the proposed facility is consistent with the
ordinance. The EMC shall not approve a permit application for any facility which a city or county has determined to be
inconsistent with zoning or subdivision ordinances unless the approval of such application is determined to have statewide
significance and is in the best interest of the State.
Instructions to the Applicant Prior to submitting an application for a NPDES Permit for a proposed facility, the applicant
shall request that both the nearby city and county government complete this form The applicant must:
• Submit a copy of the permit application (with a written request for this form to be completed) to the clerk of the city and
the county by certified mail, return receipt requested.
• If either (or both) local government(s) fail(s) to mail the completed form, as evidenced by the postmark on the certified
mail card(s), within 15 days after receiving and signing for the certified mail, the applicant may submit the application to
the NPDES Unit.
• As evidence to the Commission that the local government(s) failed to respond within 15 days, the applicant shall submit a
copy of the certified mail card along with a notarized letter stating that the local government(s) famed to respond within the
15-day period
Instructions to the Local Government: The nearby city and/or county government which may have or has jurisdiction over
any part of the land on which the proposed facility or its appurtenances are to be located is required to complete and return this
form to the applicant within 15 days of receipt. The form must be signed and notarized.
Name of local government
(City/County}
Does the city/county have jurisdiction over any part of the land on which the proposed facility and its appurtenances are to be
located? Yes [ ] No [ ] If no, please sign this form, have it notarized, and return it to the applicant.
Does the city/countyhave in effect a zoning or subdivision ordinance? Yes [ ] No [ ]
If there is a zoning or subdivision ordinance in effect, is the plan for the proposed facility consistent with the ordinance? Yes [ J
No[ ]
Date
Signature
(City Manager/County Manager)
State of , County of
On this day of , , personally appeared before me, the said
name to me known and known to me to be the person described in
and who executed the foregoing document and he (or she) acknowledged that he (or she) executed the same and being duly sworn
by me, made oath that the statements in the foregoing document are true.
My Commission expires _.(Signature of Notary Public)
NotaryPublic (Official Seal)
EAA Guidance Document Version: October I4, 2004
Page 8 of 8

SUMMARY OF LEVEL B MODEL RUNS
MAIDEN/ DELTA SPEC LIMITS
Level B model is based on 1991 runs for Clark Creek, re-created as CLARK_S1.DT2.
Newton WWTP limits set at 15/2/5 summer, 30/4/5 winter, @ 7.5 MGD
Sheet
Season
WW Inputs @ Maiden
Results
Scenario
Qw
BOD5
NH3-N
DO
CBODf
NBODf
DOf DOmin
Qw = 2.5 MGD
301
S
2.5
30.0
3.4
0.0
18.97
3.06
6,04
5.39
BOD=30, NH3 is WQ-based
S10
S
2.5
15.0
2.0
0.0
15.08
2.58
6.46
5.62
BOD=15, NH3=2 (same as Newton)
S17
S
2.5
15.0
2.0
6.0
15.08
2.58
6.48
5.83
BOD=15, NH3=2 (same as Newton)
S11
S
2.5
15.0
3.4
0.0
15.08
3.06
6.40
5.62
BOD=15, NH3 is WQ-based
S12
S
2.5
5.0
2.0
0.0
12.48
2.58
6.70
5.62
BOD=5, NH3=2
S13
S
2.5
5.0
2.0
6.0
12.48
2.58
6.72
5.83
BOD=5, NH3=2, DO=6
WO1
W
2.5
30.0
10.8
0.0
21.73
5.54
6.10
5.14
BOD=30, NH3 is WQ-based
W10
W
2.5
30.0
4.0
0.0
21.73
3.83
6.26
5.14
BOD=30, NH3=4 (same as Newton)
W17
W
2.5
30.0
4.0
6.0
21.73
3.83
6.27
5.14
BOD=30, NH3=4 (same as Newton)
W11
W
2.5
15.0
10.8
0.0
18.98
5.54
6.29
5.14
BOD=15, NH3 is WQ-based
W12
W
2.5
10.0
4.0
0.0
18.07
3.83
6.52
5.14
BOD=10, NH3=2
W13
W
2.5
10.0
4.0
6.0
18.07
3.83
6.53
5.14
BOD=10, NH3=2, D0=6
Qw = 3.0 MGD
SO2 S
3.0
30.0
2.7
0.0
20.16
2.96
5.98
5.30
BOD=30, NH3=WQ-based
S20
S
3.0
15.0
2.0
0.0
15.56
2.67
6.43
5.48
BOD=15, NH3=2 (same as Newton)
S27
S
3.0
15.0
2.0
6.0
15.56
2.67
6.45
5.83
BOD=15, NH3=2 (same as Newton)
S22
S
3.0
5.0
2.0
0.0
12.50
2.67
6.71
5.48
BOD=5, NH3=2
S26
S
3.0
5.0
2.0
6.0
12.50
2.67
6.73
5.83
BOD=5, NH3=2, D0=6
S21
S
3.0
15.0
2.7
0.0
15.56
2.96
6.39
5.48
BOD=15, NH3 is WQ-based
S23
S
3.0
5.0
2.7
0.0
12.50
2.96
6.67
5.48
BOD=5, NH3 is WQ-based
S24
S
3.0
5.0
2.7
6.0
19.28
5.24
6.33
5.14
BOD=5, NH3 is WQ-based, DO=6
W02
W
3.0
30.0
8.2
0.0
22.54
5.24
6.09
5.08
BOD=30, NH3 is WQ-based
W20
W
3.0
30.0
4.0
0.0
22.54
3.98
6.21
5.08
BOD=30, NH3=4 (same as Newton)
W27
W
3.0
30.0
4.0
6.0
22.54
3.98
6.22
5.14
BOD=30, NH3=4 (same as Newton)
W22
W
3.0
15.0
4.0
0.0
19.28
3.98
6.44
5.08
BOD=15, NH3=4
W26
W
3.0
15.0
4.0
6.0
19.28
3.98
6.45
5.14
BOD=15, NH3=4, DO=6
W21
W
3.0
30.0
8.2
0.0
22.54
5.24
6.09
5.08
BOD=30, NH3 is WQ-based
W23
W
3.0
15.0
8.2
0.0
19.28
5.24
6.32
5.08
BOD=15, NH3 is WQ-based
W24
W
3.0
15.0
8.2
6.0
19.28
5.24
6.33
5.14
BOD=15, NH3 is WQ-based, DO=6
39594 outputs2.xls, summ
12/4/2004

MODEL RESULTS
WINTER
39594W02.ET2
Discharger : TOWN OF MAIDEN W/ DELTA APPAREL
Receiving Stream : CLARK CREEK 39594W02.DT2
The End D.O. is 6.09 mg/1.
The End CBOD is 22.54 mg/1.
The End NBOD is 5.24 mg/1.
WLA WLA WLA
DO Min CBOD NBOD DO Waste Flow
(mg/1) Milepoint Reach # (mg/1) (mg/1) (mg/1) (mgd)
Segment 1 5.48 1.70 1
Reach 1 90.00 18.00 5.00 7.50000
Segment 2 7.20 0.00 1
Reach 1 45.00 90.00 0.00 0.00800
Segment 3 5.08 2.66 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 90.00 36.90 0.00 3.00000
Reach 5 0.00 0.00 0.00 0.00000
Reach 6 0.00 0.00 0.00 0.00000
Reach 7 0.00 0.00 0.00 0.00000

*** MODEL SUMMARY DATA ***
Discharger : TOWN OF MAIDEN W/ DELTA APPAREL Subbasin : 030835
Receiving Stream : CLARK CREEK 39594S02.DT2 Stream Class: C
Summer 7Q10 : 12.0 Winter 7Q10 : 22.0
Design Temperature: 25.0
LENGTH SLOPE VELOCITY 1 DEPTH Kd Kd 1 Ka 1 Ka 1 KN
mile ft/mi fps ft design @20° design @20° design
Segment 1
Reach 1
1.70
7.10
0.535
1.49
0.34
0.27
5.50
4.93
0.44
Segment 2
Reach 1
1.00
27.00
0.129
0.47
0.40
0.31
7.01
6.29I 0.73
Segment 3
Reach 1
0.60
7.10
0.523 1 1.53
0.33
0.26
5.39
4.83
0.44
Segment 3
Reach 2
1.70
7.10
0.515
1.58
0.33
0.26
5.30
4.75
0.44
Segment 3
Reach 3
0.06
7.10
0.466
1.88
0.31
0.25
4.79
4.30
0.44
Segment 3
Reach 4
2.80
7.10
0.527
1.94
0.32
0.25
3.67
3.29
0.44
Segment 3
Reach 5
2.40
7.10
0.528
1.99
0.31
0.25
3.68
3.30
0.44
Segment 3
Reach 6
2.50
7.10
0.527
2.02
0.31
0.25
3.67
3.29
0.44
Segment 3
Reach 7
0.80
7.10
0.529
2.05
0.31
0.25
3.68
3.30
0.44
Flow CBOD NBOD D.O.
cfs mg/1 mg/1 mg/1
Segment 1 Reach 1
Waste
Headwaters
Tributary
* Runoff
11.625
6.000
0.000
0.090
45.000 9.000 5.000
5.000 0.000 7.440
2.000 1.000 7.440
5.000 0.000 7.440

Segment 2 Reach 1
Waste
Headwaters
Tributary
* Runo f f
0.012
0.230
0.000
0.370
Segment 3 Reach 1
Waste 0.000
Headwaters 0.000
Tributary 0.000
* Runoff 0.090
Segment 3 Reach 2
Waste 0.000
Tributary 0.800
* Runoff 0.090
Segment 3 Reach 3
Waste 0.000
Tributary 5.400
* Runoff 0.090
Segment 3 Reach 4
Waste 4.650
Tributary 0.000
* Runoff 0.090
Segment 3 Reach 5
Waste 0.000
Tributary 1.600
* Runoff 0.090
Segment 3 Reach 6
Waste 0.000
Tributary 0.740
* Runoff 0.090
Segment 3 Reach 7
Waste 0.000
Tributary 0.900
* Runoff 0.090
45.000 90.000
2.000 1.000
2.000 1.000
2.000 1.000
0.000
2.000
2.000
5.000
0.000
2.000
5.000
0.000
2.000
5.000
90.000
0.000
5.000
0.000
2.000
5.000
0.000
2.000
5.000
0.000
2.000
5.000
* Runoff flow is in cfs/mile
0.000
1.000
1.000
0.000
0.000
1.000
0.000
0.000
1.000
0.000
12.200
0.000
0.000
0.000
1.000
0.000
0.000
1.000
0.000
0.000
1.000
0.000
0.000
7.440
7.440
7.440
0.000
7.440
7.440
7.440
0.000
7.440
7.440
0.000
7.440
7.440
0.000
7.440
7.440
0.000
7.440
7.440
0.000
7.440
7.440
0.000
7.440
7.440

0
I
Seg # I
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2
2
2
2
2
2
2
2
2
2
2
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Reach #
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
3
3
3
3
3
I Seg Mi
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
1.10
1.20
1.30
1.40
1.50
1.60
1.70
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.60
0.70
0.80
0.90
1.00
1.10
1.20
1.30
1.40
1.50
1.60
1.70
1.80
1.90
2.00
2.10
2.20
2.30
2.30
2.31
2.31
2.31
2.32
I
D.O. I
6.13
6.06
5.99
5.93
5.87
5.82
5.78
5.73
5.69
5.66
5.63
5.60
5.57
5.55
5.53
5.51
5.50
5.48
7.20
7.42
7.56
7.66
7.73
7.78
7.82
7.85
7.88
7.90
7.92
5.59
5.58
5.57
5.56
5.56
5.55
5.55
5.65
5.60
5.55
5.51
5.47
5.43
5.39
5.36
5.33
5.30
5.27
5.25
5.23
5.21
5.19
5.17
5.15
5.14
5.75
5.75
5.75
5.75
5.75
w02.OUT
WINTER
39594W02.DT2
CBOD I NBOD
50.69 9.68
50.41 9.61
50.12 9.55
49.84 9.48
49.56 9.42
49.28 9.35
49.00 9.29
48.73 9.23
48.46 9.17
48.19 9.10
47.92 9.04
47.65 8.98
47.38 8.92
47.12 8.86
46.86 8.80
46.60 8.74
46.34 8.68
46.08 8.63
3.36 3.81
3.13 3.35
2.95 2.99
2.81 2.71
2.69 2.49
2.59 2.30
2.51 2.14
2.43 2.01
2.37 1.89
2.31 1.79
2.26 1.70
44.20 8.33
43.96 8.27
43.73 8.22
43.49 8.17
43.26 8.11
43.03 8.06
42.80 8.01
40.69 7.65
40.48 7.60
40.27 7.55
40.06 7.50
39.85 7.45
39.65 7.40
39.44 7.36
39.24 7.31
39.04 7.26
38.84 7.22
38.64 7.17
38.44 7.13
38.24 7.08
38.05 7.04
37.85 6.99
37.66 6.95
37.47 6.90
37.28 6.86
27.94 5.31
27.94 5.31
27.93 5.31
27.93 5.31
27.92 5.30
Page 1
I F1OW I
21.63
21.68
21.73
21.79
21.84
21.90
21.95
22.01
22.06
22.12
22.17
22.23
22.28
22.34
22.39
22.45
22.50
22.56
0.39
0.45
0.52
0.58
0.64
0.70
0.76
0.83
0.89
0.95
1.01
23.57
23.63
23.68
23.74
23.79
23.85
23.90
25.20
25.26
25.31
25.37
25.42
25.48
25.53
25.59
25.64
25.70
25.75
25.81
25.86
25.92
25.97
26.03
26.08
26.14
35.54
35.54
35.54
35.55
35.55

W02.OUT
3 3 2.32 5.75 27.91 5.30 35.55
3 3 2.33 5.75 27.91 5.30 35.55
3 3 2.33 5.75 27.90 5.30 35.56
3 3 2.34 5.75 27.89 5.30 35.56
3 3 2.34 5.74 27.89 5.30 35.56
3 3 2.35 5.74 27.88 5.29 35.56
3 3 2.35 5.74 27.88 5.29 35.57
3 3 2.36 5.74 27.87 5.29 35.57
3 4 2.36 5.08 35.05 8.95 40.22
3 4 2.46 5.08 34.91 8.90 40.28
3 4 2.56 5.08 34.76 8.85 40.33
3 4 2.66 5.08 34.62 8.80 40.39
3 4 2.76 5.08 34.47 8.76 40.44
3 4 2.86 5.08 34.33 8.71 40.50
3 4 2.96 5.08 34.19 8.66 40.55
3 4 3.06 5.08 34.05 8.62 40.61
3 4 3.16 5.08 33.90 8.57 40.66
3 4 3.26 5.08 33.76 8.52 40.72
3 4 3.36 5.09 33.62 8.48 40.77
3 4 3.46 5.09 33.48 8.43 40.83
3 4 3.56 5.10 33.35 8.39 40.88
3 4 3.66 5.10 33.21 8.34 40.94
3 4 3.76 5.11 33.07 8.30 40.99
3 4 3.86 5.11 32.94 8.25 41.05
3 4 3.96 5.12 32.80 8.21 41.10
3 4 4.06 5.12 32.66 8.17 41.16
3 4 4.16 5.13 32.53 8.12 41.21
3 4 4.26 5.13 32.40 8.08 41.27
3 4 4.36 5.14 32.26 8.04 41.32
3 4 4.46 5.15 32.13 7.99 41.38
3 4 4.56 5.16 32.00 7.95 41.43
3 4 4.66 5.16 31.87 7.91 41.49
3 4 4.76 5.17 31.73 7.87 41.54
3 4 4.86 5.18 31.60 7.83 41.60
3 4 4.96 5.19 31.47 7.78 41.65
3 4 5.06 5.20 31.35 7.74 41.71
3 4 5.16 5.20 31.22 7.70 41.76
3 5 5.16 5.34 29.51 7.31 44.36
3 5 5.26 5.35 29.39 7.27 44.42
3 5 5.36 5.36 29.27 7.23 44.47
3 5 5.46 5.37 29.16 7.20 44.53
3 5 5.56 5.39 29.04 7.16 44.58
3 5 5.66 5.40 28.93 7.12 44.64
3 5 5.76 5.41 28.82 7.09 44.69
3 5 5.86 5.42 28.70 7.05 44.75
3 5 5.96 5.43 28.59 7.02 44.80
3 5 6.06 5.45 28.48 6.98 44.86
3 5 6.16 5.46 28.37 6.94 44.91
3 5 6.26 5.47 28.26 6.91 44.97
3 5 6.36 5.48 28.15 6.87 45.02
3 5 6.46 5.50 28.04 6.84 45.08
3 5 6.56 5.51 27.93 6.80 45.13
3 5 6.66 5.52 27.82 6.77 45.19
3 5 6.76 5.53 27.71 6.73 45.24
3 5 6.86 5.54 27.60 6.70 45.30
3 5 6.96 5.55 27.49 6.67 45.35
3 5 7.06 5.56 27.39 6.63 45.41
3 5 7.16 5.58 27.28 6.60 45.46
3 5 7.26 5.59 27.17 6.56 45.52
3 5 7.36 5.60 27.07 6.53 45.57
3 5 7.46 5.61 26.96 6.50 45.63
3 5 7.56 5.62 26.86 6.46 45.68
3 6 7.56 5.67 26.22 6.32 46.88
Page 2

W02.0UT
3 6 7.66 5.68 26.12 6.29 46.94
3 6 7.76 5.69 26.02 6.26 46.99
3 6 7.86 5.71 25.92 6.23 47.05
3 6 7.96 5.72 25.83 6.20 47.10
3 6 8.06 5.73 25.73 6.17 47.16
3 6 8.16 5.74 25.63 6.14 47.21
3 6 8.26 5.76 25.53 6.11 47.27
3 6 8.36 5.77 25.44 6.08 47.32
3 6 8.46 5.78 25.34 6.05 47.38
3 6 8.56 5.79 25.24 6.02 47.43
3 6 8.66 5.80 25.15 5.99 47.49
3 6 8.76 5.82 25.05 5.96 47.54
3 6 8.86 5.83 24.96 5.93 47.60
3 6 8.96 5.84 24.86 5.90 47.65
3 6 9.06 5.85 24.77 5.87 47.71
3 6 9.16 5.86 24.68 5.84 47.76
3 6 9.26 5.87 24.58 5.81 47.82
3 6 9.36 5.88 24.49 5.78 47.87
3 6 9.46 5.89 24.40 5.75 47.93
3 6 9.56 5.90 24.31 5.72 47.98
3 6 9.66 5.91 24.22 5.70 48.04
3 6 9.76 5.92 24.12 5.67 48.09
3 6 9.86 5.94 24.03 5.64 48.15
3 6 9.96 5.95 23.94 5.61 48.20
3 6 10.06 5.96 23.85 5.58 48.26
3 7 10.06 6.00 23.21 5.45 49.72
3 7 10.16 6.01 23.13 5.42 49.77
3 7 10.26 6.02 23.04 5.40 49.83
3 7 10.36 6.03 22.96 5.37 49.88
3 7 10.46 6.05 22.87 5.34 49.94
3 7 10.56 6.06 22.79 5.32 49.99
3 7 10.66 6.07 22.70 5.29 50.05
3 7 10.76 6.08 22.62 5.27 50.10
3 7 10.86 6.09 22.54 5.24 50.16
Seg # I Reach # I S

Newton
7.5 MGD
60
50
40
Tv
w 30
E
m
20
Betts Branch
wl Precedent
0.008 MGD
Stream Profile - Level B Model
Clark Creek, Newton WWTP to SF Catawba River
Pinch Gut Creek
Larkard Creek Carpenter Creek
Walker Creek
SF Catawba R
IM
Bills Branch v
< Seg2 >
v
Maiden
2.5/3.0 MGD
v
v v
10
1E1 MN
12
CBOD (mg/L)
NBOD (mg/L)
Flow (cfs)
+ Reaches
D.O. (mg/L)
.D.O. Std
ION 1=1
std-=s.a,r 1�
1 2 3 4 5 6 7 8 9 10 11 12 13
Stream Mile
8
4
2
W01 Chart 10, W01 Chart 10
1 of 1 12/3/2004

SUMMER
39594S02.DT2
MODEL RESULTS
Discharger : TOWN OF MAIDEN W/ DELTA APPAREL
Receiving Stream : CLARK CREEK 39594S02.DT2
The End D.O. is 5.98 mg/l.
The End CBOD is 20.16 mg/l.
The End NBOD is 2.96 mg/l.
WLA WLA WLA
DO Min CBOD NBOD DO Waste Flow
(mg/1) Milepoint Reach # (mg/1) (mg/1) (mg/1) (mgd)
Segment 1 5.83 0.00 1
Reach 1 45.00 9.00 5.00 7.50000
Segment 2 7.06 0.00 1
Reach 1 45.00 90.00 0.00 0.00800
Segment 3 5.30 4.46 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 90.00 12.20 0.00 3.00000
Reach 5 0.00 0.00 0.00 0.00000
Reach 6 0.00 0.00 0.00 0.00000
Reach 7 0.00 0.00 0.00 0.00000

• *** MODEL SUMMARY DATA ***
Discharger : TOWN OF MAIDEN W/ DELTA APPAREL Subbasin : 030835
Receiving Stream : CLARK CREEK 39594W02.DT2 Stream Class: C
Summer 7Q10 : 12.0 Winter 7Q10 : 22.0
Design Temperature: 25.0
LENGTH SLOPE VELOCITY 1 DEPTH Kd Kd 1 Ka 1 Ka 1 KN
mile ft/mi fps ft design @20° design @20° design
Segment 1
Reach 1
1.70
7.10
0.631
1.53
0.35
0.28
6.50
5.83
0.44
Segment 2
Reach 1
1.00
27.00
0.188
0.50
0.45
0.36
10.17
9.13
0.73
Segment 3 0.60 7.10
Reach 1
0.633
1.58
0.35
0.27
6.52
5.84
0.44
Segment 3
Reach 2
1.70
7.10
0.637
1.64
0.34
0.27
4.44
3.98
0.44
Segment 3
Reach 3
0.06
7.10
0.610
1.97
0.32
0.26
4.25
3.81
0.44
Segment 3
Reach 4
2.80
7.10
0.673
2.02
0.33
0.26
4.69
4.20
0.44
Segment 3
Reach 5
2.40
7.10
0.692
2.08
0.33
0.26
4.82
4.32
0.44
Segment 3
Reach 6
2.50
7.10
0.704
2.12
0.33
0.26
4.90
4.40
0.44
Segment 3
Reach 7
0.80
7.10
0.715
2.16
0.33
0.26
4.98
4.47
0.44
Flow
cfs
Segment 1 Reach 1
Waste
Headwaters
Tributary
* Runoff
11.625
10.000
0.000
0.550
CBOD NBOD D.O.
mg/1 mg/1 mg/1
90.000 18.000 5.000
5.000 0.000 7.440
2.000 1.000 7.440
5.000 0.000 7.440

Segment 2 Reach 1
Waste
Headwaters
Tributary
* Runoff
0.012
0.380
0.000
0.620
Segment 3 Reach 1
Waste
Headwaters
Tributary
* Runoff
0.000
0.000
0.000
0.550
Segment 3 Reach 2
Waste 0.000
Tributary 1.300
* Runoff 0.550
Segment 3 Reach 3
Waste 0.000
Tributary 9.400
* Runoff 0.550
Segment 3 Reach 4
Waste 4.650
Tributary 0.000
* Runoff 0.550
Segment 3 Reach 5
Waste 0.000
Tributary 2.600
* Runoff 0.550
Segment 3 Reach 6
Waste 0.000
Tributary 1.200
* Runoff 0.550
Segment 3 Reach 7
Waste 0.000
Tributary 1.460
* Runoff 0.550
45.000 90.000
2.000 1.000
2.000 1.000
2.000 1.000
0.000
2.000
2.000
5.000
0.000
2.000
5.000
0.000
2.000
5.000
90.000
0.000
5.000
0.000
2.000
5.000
0.000
2.000
5.000
0.000
2.000
5.000
* Runoff flow is in cfs/mile
0.000
1.000
1.000
0.000
0.000
1.000
0.000
0.000
1.000
0.000
36.900
0.000
0.000
0.000
1.000
0.000
0.000
1.000
0.000
0.000
1.000
0.000
0.000
7.440
7.440
7.440
0.000
7.440
7.440
7.440
0.000
7.440
7.440
0.000
7.440
7.440
0.000
7.440
7.440
0.000
7.440
7.440
0.000
7.440
7.440
0.000
7.440
7.440

0
I Seg #
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2
2
2
2
2
2
2
2
2
2
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
I Reach #
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
3
3
3
3
3
I seg Mi
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
1.10
1.20
1.30
1.40
1.50
1.60
1.70
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.60
0.70
0.80
0.90
1.00
1.10
1.20
1.30
1.40
1.50
1.60
1.70
1.80
1.90
2.00
2.10
2.20
2.30
2.30
2.31
2.31
2.31
2.32
D.O.
5.83
5.83
5.84
5.84
5.85
5.85
5.86
5.86
5.87
5.87
5.88
5.89
5.89
5.90
5.91
5.92
5.92
5.93
7.06
7.23
7.35
7.45
7.53
7.59
7.64
7.68
7.72
7.75
7.78
5.99
6.00
6.01
6.01
6.02
6.03
6.04
6.09
6.10
6.11
6.12
6.13
6.13
6.14
6.15
6.16
6.17
6.17
6.18
6.19
6.20
6.21
6.22
6.23
6.23
6.50
6.50
6.50
6.50
6.50
S02.OUT
SUMMER
39594S02.DT2
I CBOD I NBOD
31.38 5.94
31.25 5.90
31.12 5.87
30.98 5.84
30.85 5.81
30.72 5.77
30.59 5.74
30.46 5.71
30.33 5.68
30.20 5.65
30.07 5.62
29.94 5.58
29.82 5.55
29.69 5.52
29.56 5.49
29.44 5.46
29.31 5.43
29.19 5.40
4.20 5.55
3.84 4.78
3.55 4.19
3.33 3.73
3.14 3.35
2.99 3.04
2.86 2.78
2.74 2.56
2.64 2.37
2.55 2.20
2.47 2.06
28.30 5.29
28.18 5.26
28.06 5.23
27.94 5.20
27.82 5.17
27.70 5.14
27.58 5.11
26.52 4.94
26.40 4.92
26.29 4.89
26.18 4.86
26.07 4.83
25.96 4.80
25.85 4.78
25.74 4.75
25.63 4.72
25.52 4.70
25.41 4.67
25.30 4.64
25.19 4.62
25.09 4.59
24.98 4.56
24.87 4.54
24.77 4.51
24.66 4.49
19.73 3.73
19.72 3.73
19.72 3.73
19.71 3.72
19.71 3.72
Page 1
I F1OW I
17.63
17.63
17.64
17.65
17.66
17.67
17.68
17.69
17.70
17.71
17.72
17.72
17.73
17.74
17.75
17.76
17.77
17.78
0.24
0.28
0.32
0.35
0.39
0.43
0.46
0.50
0.54
0.58
0.61
18.39
18.40
18.41
18.42
18.43
18.44
18.44
19.24
19.25
19.26
19.27
19.28
19.29
19.30
19.31
19.32
19.33
19.33
19.34
19.35
19.36
19.37
19.38
19.39
19.40
24.80
24.80
24.80
24.80
24.80

502.oUT
3 3 2.32 6.50 19.70 3.72 24.80
3 3 2.33 6.50 19.70 3.72 24.80
3 3 2.33 6.50 19.70 3.72 24.80
3 3 2.34 6.50 19.69 3.72 24.80
3 3 2.34 6.50 19.69 3.72 24.80
3 3 2.35 6.50 19.68 3.72 24.80
3 3 2.35 6.50 19.68 3.72 24.80
3 3 2.36 6.50 19.67 3.71 24.80
3 4 2.36 5.48 30.78 5.05 29.45
3 4 2.46 5.46 30.66 5.03 29.46
3 4 2.56 5.44 30.54 5.00 29.47
3 4 2.66 5.42 30.42 4.97 29.48
3 4 2.76 5.41 30.30 4.95 29.49
3 4 2.86 5.39 30.18 4.92 29.50
3 4 2.96 5.38 30.06 4.89 29.51
3 4 3.06 5.37 29.95 4.87 29.52
3 4 3.16 5.36 29.83 4.84 29.52
3 4 3.26 5.35 29.71 4.81 29.53
3 4 3.36 5.34 29.60 4.79 29.54
3 4 3.46 5.33 29.48 4.76 29.55
3 4 3.56 5.33 29.36 4.74 29.56
3 4 3.66 5.32 29.25 4.71 29.57
3 4 3.76 5.32 29.14 4.68 29.58
3 4 3.86 5.31 29.02 4.66 29.59
3 4 3.96 5.31 28.91 4.63 29.60
3 4 4.06 5.31 28.80 4.61 29.61
3 4 4.16 5.30 28.68 4.58 29.61
3 4 4.26 5.30 28.57 4.56 29.62
3 4 4.36 5.30 28.46 4.53 29.63
3 4 4.46 5.30 28.35 4.51 29.64
3 4 4.56 5.30 28.24 4.49 29.65
3 4 4.66 5.30 28.13 4.46 29.66
3 4 4.76 5.30 28.02 4.44 29.67
3 4 4.86 5.30 27.91 4.41 29.68
3 4 4.96 5.31 27.80 4.39 29.69
3 4 5.06 5.31 27.69 4.37 29.70
3 4 5.16 5.31 27.58 4.34 29.70
3 5 5.16 5.42 26.28 4.17 31.30
3 5 5.26 5.42 26.17 4.15 31.31
3 5 5.36 5.43 26.07 4.13 31.32
3 5 5.46 5.44 25.97 4.10 31.33
3 5 5.56 5.44 25.87 4.08 31.34
3 5 5.66 5.45 25.77 4.06 31.35
3 5 5.76 5.45 25.67 4.04 31.36
3 5 5.86 5.46 25.57 4.02 31.37
3 5 5.96 5.47 25.48 4.00 31.38
3 5 6.06 5.47 25.38 3.97 31.39
3 5 6.16 5.48 25.28 3.95 31.39
3 5 6.26 5.49 25.18 3.93 31.40
3 5 6.36 5.49 25.09 3.91 31.41
3 5 6.46 5.50 24.99 3.89 31.42
3 5 6.56 5.51 24.89 3.87 31.43
3 5 6.66 5.52 24.80 3.85 31.44
3 5 6.76 5.52 24.70 3.83 31.45
3 5 6.86 5.53 24.61 3.81 31.46
3 5 6.96 5.54 24.51 3.79 31.47
3 5 7.06 5.55 24.42 3.77 31.48
3 5 7.16 5.56 24.32 3.75 31.48
3 5 7.26 5.56 24.23 3.73 31.49
3 5 7.36 5.57 24.14 3.71 31.50
3 5 7.46 5.58 24.04 3.69 31.51
3 5 7.56 5.59 23.95 3.67 31.52
3 6 7.56 5.63 23.45 3.60 32.26
Page 2

502.OUT
3 6 7.66 5.64 23.36 3.59 32.27
3 6 7.76 5.65 23.27 3.57 32.28
3 6 7.86 5.66 23.18 3.55 32.29
3 6 7.96 5.67 23.09 3.53 32.30
3 6 8.06 5.68 23.00 3.51 32.31
3 6 8.16 5.69 22.91 3.49 32.31
3 6 8.26 5.70 22.82 3.47 32.32
3 6 8.36 5.70 22.74 3.45 32.33
3 6 8.46 5.71 22.65 3.43 32.34
3 6 8.56 5.72 22.56 3.42 32.35
3 6 8.66 5.73 22.48 3.40 32.36
3 6 8.76 5.74 22.39 3.38 32.37
3 6 8.86 5.75 22.30 3.36 32.38
3 6 8.96 5.76 22.22 3.34 32.39
3 6 9.06 5.77 22.13 3.32 32.40
3 6 9.16 5.78 22.05 3.31 32.40
3 6 9.26 5.79 21.96 3.29 32.41
3 6 9.36 5.80 21.88 3.27 32.42
3 6 9.46 5.81 21.80 3.25 32.43
3 6 9.56 5.82 21.71 3.24 32.44
3 6 9.66 5.83 21.63 3.22 32.45
3 6 9.76 5.83 21.55 3.20 32.46
3 6 9.86 5.84 21.46 3.18 32.47
3 6 9.96 5.85 21.38 3.17 32.48
3 6 10.06 5.86 21.30 3.15 32.49
3 7 10.06 5.90 20.78 3.09 33.39
3 7 10.16 5.91 20.70 3.08 33.39
3 7 10.26 5.92 20.62 3.06 33.40
3 7 10.36 5.93 20.54 3.04 33.41
3 7 10.46 5.94 20.46 3.03 33.42
3 7 10.56 5.95 20.39 3.01 33.43
3 7 10.66 5.96 20.31 2.99 33.44
3 7 10.76 5.97 20.23 2.98 33.45
3 7 10.86 5.98 20.16 2.96 33.46
I seg # I Reach # 15

Newton
7.5 MGD
60
50
40
0)
3
(73
a 30
E
a.
20
Belts Branch
w/ Precedent
0.008 MGD
Stream Profile - Level B Model
Clark Creek, Newton WWTP to SF Catawba River
Pinch Gut Creek
Larkard Creek
Carpenter Creek Walker Creek
SF Catawba R
Bills Branch v
< Seg2 >
v
Maiden
2.5/3.0 MGD
v
v v
10
INN 11111
D.O.Std=5.0mg/L
12
1 2 3 4 5 6 7 8 9 10 11 12 13
Stream Mile
CBOD (mg/L)
NBOD (mg/L)
Flow (cfs)
+ Reaches
D.O. (mg/L)
'D.O. Std
J
to
E
6 d
O
4
2
0
S01 Chart 10, S01 Chart 10
1 of 1 12/3/2004

c
Level B Model - Screen Captures
39594s01.dt2
LEUEL B MODEL FOR THE IBM PC
Version 4.9
1
1 - Input or Edit Model
2 - Run the Model
3 - Print the Stream Profile
4 - Print the Model Results
5 - Print the Model Summary
6 - Edit and Print the Wasteload Approval Form
7 - Save the Model
8 - Recall a Model
9 - Exit temporarily to DOS
0 - End the Level B Program
E_]
Miscellaneous Information
NPDES Number .
Discharger
Type of Waste :
Receiving Stream:
Stream Class
Subbas in
County
Region
Requestor
Request Number
Status
Date of Request
Drainage Area
Summer 7Q10
Winter 7Q10
Average Flow
30Q2
USGS Quad
H
t,C0039594
TOWN OF MAIDEN W/ DELTA APPAREL
50x INDUSTRIAL
CLARE CHEER 39594801.DT2
030835
CATAWBA
MOORESUILLE
10/11/04
ydro logic
68.6
12.0
22.0
80
E14SU
Characteristics
Leve l B or C : B
NBOD or CBOD Allocation : C
Protect all Waste Inputs : Y
DO Stream Standard Cmg/l): 5.0
Summer or Winter : S
Design Temperature <°C) : 25
DO Saturation Cmg/1) : 8.26
Segment 1: 1 0 0 0 U
Segment 2: 1 0 0 0 T
Segment 3: 7 2 1 2 D
Segment 4: 0 0 0 0 U
Segment 5: 0 0 0 0 U
Segment 6: 0 0 0 0 U
Segment 7: 0 0 0 0 U
Segment 8: 0 0 0 0 U
Segment 9: 0 0 0 0 U
6.0
0.23
5.0
2.0 1.0
2.0 1.0
2.0 1.0
2.0 1.0
2.0 1.0
2.0 1.0
2.0 1.0
2.0 1.0
Number of Reaches
7.44
7.44
7.44
35.0
1.2
1
12/6/2004

e ment 1 Reach 1
Length of Reach (mi) :j.?
Incremental Length :0.1
Waste Characteristics
Flow (mgd> :7.5
CBOD (mg/1) :45.0
NBOD (mg/1) :9.0
D.O. (mg/1) :5.0
Protect Inputs (Y,N) Y
Runoff Characteristics
7Q10 Flow (cfs/mi): 0.09
Aug. Flow (cfs/mi>: 2.2
CBOD (mg/1) : 5.0
NBOD (mg/1)
D.O. (mg/1) : 7.44
Tributary Characteristics
7Q10 Flow (cfs) :
Aug. Flow (cfs) :
CBOD (mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Slope (ft/mi) : 7.1
Depth (feet) : C 1.486
Uelocity <fps): T 0.535
If Uelocity< 0.1, Set to 0.1? :
Ha @ 20° C
I(d@20°C
NH3 Oxidation Rate [WO e 20° C
NH3 Removal Rate [}Cnr ] @ 20° C
CBOD Removal Rate [Xr] 0 20° C
Sediment Oxygen Demand (g/m2/d)
Net P/R (mg/m2-d)
Change Rates for the Reach
Use F10, P U r P Dn he s to moue. F9 to exit.
Y
N 4.934
: C 0.267
: C 0.3
: Y
, e ment 2 Reach 1
Length of Reach (mi) :1.0
Incremental Length :0.1
Waste Characteristics
Flow (mgd) :0.008
CBOD (mg/1) :45.0
NBOD <mg/1) :90.0
D.O. (mg/1)
Protect Inputs (Y,N) Y
Runoff Characteristics
?Q10 Flow (cfs/mi>: 0.37
Aug. Flow (cfs/mi): 2.0
CBOD (mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Tributary Characteristics
7Q10 Flow (cfs) .
Aug. Flow (cfs) :
CBOD (mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Use F10, P
Slope (ft/mi) : 27.0
Depth (feet) : C 0.469
Uelocity (fps) : T 0.129
If Uelocity< 0.1, Set to 0.1? :
I{a@20°C
I4d@20°C
NH3 Oxidation Rate EXn] @ 20° C
NH3 Removal Rate ERnr 1 @ 20° C
CBOD Removal Rate [Xr] e 20° C
Sediment Oxygen Demand (g/m2/d)
Net P/R (mg/m2-d)
P
Change Rates for the Reach
-, F9
Y
: N 6.287
: C 0.314
C 0.5
Y
e ment 3 Reach 1
Length of Reach (mi) :0.6_
Incremental Length :0.1
Waste Characteristics
Flow Cmgd)
CBOD (mg/1)
NBOD <mg/1>
D.O. (mg/1)
Protect Inputs (Y,N) N
Runoff Characteristics
7Q10 Flow (cfs/mi) : 0.09
Aug. Flow (cfs/mi): 2.2
CBOD (mg/1) : 5.0
NBOD (mg/1)
D.O. (mg/1) : 7.44
Tributary Characteristics
7Q10 Flow (cfs)
Aug. Flow (cfs) :
CBOD (mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Slope (ft/mi) : 7.1
Depth (feet) : C 1.531
Uelocity (fps): T 0.523
If Uelocity< 0.1, Set to 0.1? : Y
HaG20°C : N 4.832
Rd @ 20° C : C 0.264
NH3 Oxidation Rate (Un ] 0 20° C : C 0.3
NH3 Removal Rate [Knr] P 20° C :
CBOD Removal Rate [Itr] @ 20° C :
Sediment Oxygen Demand (g/m2/d) :
Net P/R (mg/m2-d) :
Change Rates for the Reach : Y
Use F10, P Us, P Dn ke s to move,. F9 to exit.
2
12/6/2004

_4.
e ment 3 Reach 2
Length of Reach <mi)
Incremental Length :0.1
Waste Characteristics
Flow (mgd)
CBOD <mg/1)
NBOD <mg/1)
D.O. <mg/1)
Protect Inputs (Y,N) ▪ N
Runoff Characteristics
7Q10 Flow <cf s/mi) : 0.09
Avg. Flow <cf s/mi) : 2.2
CBOD (mg/1) : 5.0
NBOD (mg/1)
D.O. (mg/1) : 7.44
Tributary Characteristics
7Q10 Flow <cfs> : 0.8
Avg. Flow <cfs> : 4.4
CBOD <mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Use F10, P
ti
Slope <ft/mi) : 7.1
Depth (feet) : C 1.582
Uelocity <fps): T 0.515
If Uelocity( 0.1, Set to 0.1? :
Xa020°C
Xd020°C
NH3 Oxidation Rate [Xn] 0 20° C
NH3 Removal Rate [Xnr] 0 20° C
CBOD Removal Rate Mr] 0 20° C
Sediment Oxygen Demand (g/m2/d)
Net P/R (mg/m2-d)
P
r
Y
: N 4.751
: C 0.261
: C 0.3
Change Rates for the Reach : Y
r F9 e-
e ment 3 Reach 3
Length of Reach Cmi) :0.06_
Incremental Length :0.005
Waste Characteristics
Flow <mgd>
CBOD (mg/1>
NBOD <mg/1)
D.O. <mg/1)
Protect Inputs (Y,N) N
Runoff Characteristics
7Q10 Flow (cfs/mi>: 0.09
Aug. Flow (cfs/mi): 2.2
CBOD (mg/1) : 5.0
NBOD <mg/1)
D.O. (mg/1) : 7.44
Tributary Characteristics
7Q10 Flow (cfs) : 5.4
Avg. Flow <cfs> : 61.0
CBOD <mg/1) : 2.0
NBOD <mg/1) : 1.0
D.O. <mg/1) : 7.44
Slope <f t/mi) : 7.1
Depth (feet) : C 1.884
Uelocity <fps): T 0.466
If Uelocity( 0.1, Set to 0.1? : Y
Ha020°C : N 4.3
Xd 0 20° C : C 0.246
NH3 Oxidation Rate [En] 0 20° C : C 0.3
NH3 Removal Rate [Mr] 0 20° C :
CBOD Removal Rate [Xr] 0 20° C :
Sediment Oxygen Demand (g/m2/d) :
Net P/R <mg/m2-d) :
Change Rates for the Reach : Y
Use F10, P U r P Dn he s to move, F9 to exit.
e ment 3 Reach 4
Length of Reach Cmi) :2.8_
Incremental Length :0.1
Waste Characteristics
Flow (mgd) :2.5
CBOD (mg/1) :90.0
NBOD (mg/1> :15.3
D.O. (mg/1> :
Protect Inputs <Y,N) Y
Runoff Characteristics
7Q10 Flow (cfs/mi): 0.09
Avg. Flow <cf s/mi) : 2.2
CBOD (mg/1) : 5.0
NBOD (mg/1)
D.O. <mg/1) : 7.44
Tributary Characteristics
7Q10 Flow (cfs) .
Avg. Flow <cfs> .
CBOD <mg/1)
NBOD <mg/1)
D.O. <mg/1)
7
44
Use F10. P
Slope <f t/mi) : 7.1
Depth <feet) : C 1.929
Uelocity (fps): T 0.516
If Uelocity< 0.1, Set to 0.1? : Y
Xa020°C : N 3.225
Xd020°C : C 0.25
NH3 Oxidation Rate CM] 0 20° C : C 0.3
NH3 Removal Rate [Xnr] a 20° C :
CBOD Removal Rate Mr] 0 20° C :
Sediment Oxygen Demand (g/m2/d) :
Net P/R <mg/m2-d) :
P
r
Change Rates for the Reach : Y
F9
3
12/6/2004

ti
e ment 3 Reach 5
Length of Reach (mi) :a.4_
Incremental Length :0.1
Waste Characteristics
Flow (mgd) :
CBOD (mg/1) .
NBOD (mg/1) .
D.O. (mg/1) .
Protect Inputs (Y,N) N
Runoff Characteristics
7Q10 Flow (cfs/mi): 0.09
Aug. Flow (cfs/mi): 2.2
CBOD (mg/1) : 5.0
NBOD (mg/1) .
D.O. (mg/1) : 7.44
Tributary Characteristics
7Q10 Flow (cfs) : 1.6
Aug. Flow <cfs> : 9.0
CBOD (mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Scope (ft/mi) : 7.1
Depth (feet) : C 1.985
Uelocity (fps>: T 0.518
If Uelocity< 0.1, Set to 0.1? :
Ha020°C
Hd020°C
NH3 Oxidation Rate CM] 0 20° C
NH3 Removal Rate [Hnr] 0 20° C
CBOD Removal Rate [Hr] 0 20° C
Sediment Oxygen Demand (g/m2/d)
Net P/R (mg/m2-d)
Change Rates for the Reach
Use F10, P U P Dn ke s to move, F9 to exit.
Y
: N 3.239
: C 0.249
: C 0.3
Y
e ment 3 Reach 6
Length of Reach (mi> :a.5_
Incremental Length :0.1
Waste Characteristics
Flow (mgd) :
CBOD (mg/1) .
NBOD (mg/1) .
D.O. (mg/1) .
Protect Inputs (Y,N) N
Runoff Characteristics
7Q10 Flow <cfs/mi): 0.09
Avg. Flow (cfs/mi) : 2.2
CBOD (mg/1) : 5.0
NBOD (mg/1) :
D.O. (mg/1) : 7.44
Tributary Characteristics
7Q10 Flow <cfs) : 0.74
Avg. Flow <cfs> : 4.0
CBOD (mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Slope (ft/mi) : 7.1
Depth (feet) : C 2.017
Uelocity (fps>: T 0.518
If Uelocity< 0.1, Set to 0.1? :
Ha020°C
Rd020°C
NH3 Oxidation Rate [Hn ] 0 20° C
NH3 Removal Rate [Hnr] 0 20° C
CBOD Removal Rate [Hr] 0 20° C
Sediment Oxygen Demand (g/m2/d)
Net P/R (mg/m2-d)
Change Rates for the Reach
Use F10, P U r P Dn ke s to move, F9 to exit.
Y
: N 3.235
: C 0.248
: C 0.3
.
:
:
Y
OE
e ment 3 Reach 7
Length of Reach (mi> :0.8_
Incremental Length :0.1
Waste Characteristics
Flow <mgd> .
CBOD (mg/1) .
NBOD (mg/1)
D.O. (mg/1)
Protect Inputs (Y,N) �N
Runoff Characteristics
7Q10 Flow (cfs/mi) : 0.09
Avg. Flow <cf s/mi) : 2.2
CBOD (mg/1) : 5.0
NBOD (mg/1) :
D.O. (mg/1) : 7.44
Tributary Characteristics
7Q10 Flow (cfs) : 0.9
Avg. Flow (cfs) : 5.0
CBOD (mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Use F10, P
Slope (ft/mi) : 7.1
Depth (feet) : C 2.047
Uelocity (fps>: T 0.52
If Uelocity< 0.1, Set to 0.1? :
Ha020°C
Rd020°C
NH3 Oxidation Rate [Hn] 0 20° C
NH3 Removal Rate [Hnr] 1! 20° C
CBOD Removal Rate [Hr] 0 20° C
Sediment Oxygen Demand (g/m2/d>
Net P/R (mg/m2-d)
,.•yam! r
Change Rates for the Reach
, F9 o xi _
Y
: N 3.247
: C 0.247
: C 0.3
.
Y
OE
4
39594s01 input capture.doc
12/6/2004

Level B Model - Screen Captures
39594w01.dt2
r
LEVEL B MODEL FOR THE IBM PC
Version 4.9
i
i — Input or Edit Model
2 — Run the Model
3 — Print the Stream Profile
4 — Print the Model Results
5 — Print the Model Summary
6 — Edit and Print the Wasteload Approval Form
7 — Save the Model
8 — Recall a Model
9 — Exit temporarily to DOS
0 — End the Level B Program
[_]
Miscellaneous Information
NPDES Number :
Discharger
Type of waste .
Receiving Stream:
Stream Class
S ubbas in
County
Region
Requestor
Request Number
Status
Date of Request
Drainage Area
Summer 7Q10
Winter 7Q10
Average Flow
30Q2
USGS Quad
H
NC0039594
TOWN OF MAIDEN W/ DELTA APPAREL
50x INDUSTRIAL
CLARK CREEK 39594W01.DT2
C
030835
CATAWBA
MOORESUILLE
10/11/04
ydro to g is
68.6
12.0
22.0
80
E14S W
Characteristics
Level B or C : B
NBOD or CBOD Allocation : C
Protect all Waste Inputs : Y
DO Stream Standard (mg/1):
Summer or Winter
Design Temperature CSC) :
DO Saturation (mg/1)
5.0
II
25
8.26
Segment 1: 1, 0 0 0 U
Segment 2: 1 0 0 0 T
Segment 3: 7 2 1 2 D
Segment 4: 0 0 0 0 U
Segment 5: 0 0 0 0 U
Segment 6: 0 0 0 0 U
Segment 7: 0 0 0 0 U
Segment 8: 0 0 0 0 U
Segment 9: 0 0 0 0 U
10.0
0.38
5.0
2.0 1.0
2.0 1.0
2.0 1.0
2.0 1.0
2.0 1.0
2.0 1.0
2.0 1.0
2.0 1.0
Number of Reaches
7.44
7.44
7.44
35.0
1.2
1
12/6/2004

e ment 1 Reach 1
Length of Reach (mi) :L.7
Incremental Length :0.1
Waste Characteristics
Flow (mgd) :7.5
CBOD (mg/1) :90.0
NBOD (mg/1) :18.0
D.O. (mg/1) :5.0
Protect Inputs (Y,N) Y
Runoff Characteristics
7Q10 Flow <cf s/mi> : 0.55
Avg. Flow (cfs/mi>: 2.2
CBOD (mg/1) : 5.0
NBOD (mg/1)
D.O. (mg/1) : 7.44
Tributary Characteristics
7Q10 Flow <cfs> :
Avg. Flow <cfs> :
CBOD (mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Use F10. P
✓
Slope (ft/mi) : 7.1
Depth (feet) : C 1.528
Velocity (fps): T 0.631
If Uelocity< 0.1, Set to 0.1? :
Ha@20°C
Hd@20°C
NH3 Oxidation Rate DUO @ 20° C
NH3 Removal Rate [Mr] @ 20° C
CBOD Removal Rate (Kr] @ 20° C
Sediment Oxygen Demand (g/m2/d)
Net P/R (mg/m2-d)
r P
Y
: N 5.826
: C 0.277
: C 0.3
Change Rates for the Reach : Y
F9
MEE
e ment 2 Reach 1
Length of Reach (mi) :L.0_
Incremental Length :0.1
Waste Characteristics
Flow (mgd) :0.008
CBOD (mg/1) :45.0
NBOD (mg/1) :90.0
D.O. (mg/1)
Protect Inputs (Y,N) Y
Runoff Characteristics
7Q10 Flow (cfs/mi): 0.62
Avg. Flow (cfs/mi): 2.0
CBOD (mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Tributary Characteristics
7Q10 Flow (cfs) :
Avg. Flow (cfs) :
CBOD (mg/1)
: 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Use F10r P U r P Dn 1e s to mouer F9 to exit.
Slope (ft/mi) : 27.0
Depth (feet) : C 0.499
Uelocity (fps): T 0.188
If Uelocity( 0.1, Set to 0.1? :
Ha ? 20° C
Hd@20°C
NH3 Oxidation Rate (En] 0 20° C
NH3 Removal Rate [Hnr] @ 20° C
CBOD Removal Rate [Hr] e 20° C
Sediment Oxygen Demand (g/m2/d)
Net P/R (mg/m2-d)
Change Rates for the Reach
: N 9.125
: C 0.356
: C 0.5
Y
e ment 3 Reach 1
Length of Reach <mi) :a.6_
Incremental Length :0.1
Waste Characteristics
Flow (mgd)
CBOD (mg/1)
NBOD (mg/1)
D.O. (mg/1)
Protect Inputs (Y,N) N
Runoff Characteristics
7Q10 Flow (cfs/mi): 0.55
Avg. Flow <cf s/mi) : 2.2
CBOD (mg/1) : 5.0
NBOD (mg/1)
D.O. (mg/1) : 7.44
Tributary Characteristics
7Q10 Flow <cfs> :
Aug. Flow (cfs)
CBOD (mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Use F10, P
Slope (ft/mi) : 7.1
Depth (feet) : C 1.581
Uelocity (fps): T 0.633
If Uelocity< 0.1, Set to 0.1? : Y
Ha@20°C
Hd@20°C
NH3 Oxidation Rate [En] C+ 20° C
NH3 Removal Rate [Hnr] 0 20° C
CBOD Removal Rate [Kr] e 20° C
Sediment Oxygen Demand (g/m2/d)
Net P/R (mg/m2-d)
P
N 5.845
C 0.275
C 0.3
Change Rates for the Reach : Y
r F9
2
12/6/2004

e ment 3 Reach 2
Length of Reach <mi) :j.7_
Incremental Length :0.1
Waste Characteristics
Flow (mgd)
CBOD <mg/1)
NBOD <mg/1>
D.O. <mg/1)
Protect Inputs CY,N) N
Runoff Characteristics
7(110 Flow (cfs/mi): 0.55
Avg. Flow (cfs/mi) : 2.2
CBOD (mg/1) : 5.0
NBOD Cmg/1)
D.O. <mg/1) : 7.44
Tributary Characteristics
7Q10 Flow (cfs) : 1.3
Avg. Flow (cfs) : 4.4
CBOD <mg/1) : 2.0
NBOD <mg/1) : 1.0
D.O. (mg/1) : 7.44
Use F10, P
Slope <ft/mi) : 7.1
Depth (feet) : C 1.639
Uelocity <fps): T 0.637
If Uelocity< 0.1, Set to 0.1? :
Ha@20°C
Hd@20°C
NH3 Oxidation Rate [En] C+ 20° C
NH3 Removal Rate [Mr] @ 20° C
CBOD Removal Rate [Kr] P 20° C
Sediment Oxygen Demand <g/m2/d)
Net P/R (mg/m2-d)
r P
Y
: N 3.98
: C 0.273
: C 0.3
Change Rates for the Reach : Y
F9
e ment 3 Reach 3
Length of Reach <rni) :0.06_
Incremental Length :0.005
Waste Characteristics
Flow (mgd)
CBOD <mg/1)
NBOD Cmg/1)
D.O. Cmg/1)
Protect Inputs CY,N) N
Runoff Characteristics
7Q10 Flow (cfs/mi): 0.55
Aug. Flow (cfs/mi): 2.2
CBOD (mg/1) : 5.0
NBOD <mg/1)
D.O. <mg/1)
: 7.44
Tributary Characteristics
7Q10 Flow (cfs) : 9.4
Aug. Flow (cfs) : 61.0
CBOD <mg/1) : 2.0
NBOD Cmg/1) : 1.0
D.O. Cmg/1) : 7.44
Slope <ft/mi) : 7.1
Depth <feet) : C 1.971
Uelocity <fps): T 0.61
If Uelocity( 0.1, Set to 0.1? : Y
Ha @ 20° C : N 3.814
Rd @ 20° C : C 0.258
NH3 Oxidation Rate [Hn ] @ 20° C : C 0.3
NH3 Removal Rate [Hnr] e 20° C :
CBOD Removal Rate [Hp] @ 20° C :
Sediment Oxygen Demand (g/m2/d) :
Net P/R Cmg/m2-d) :
Change Rates for the Reach : Y
Use F10, P U r P Dn ke s to move, F9 to exit.
e ment 3 Reach 4
Length of Reach (mi) :2.8
Incremental Length :0.1
Waste Characteristics
Flow (mgd) :2.5
CBOD Cmg/1) :90.0
NBOD (mg/1) :48.6
D.O. <mg/1)
Protect Inputs CY,H) Y
Runoff Characteristics
7Q10 Flow (cfs/mi): 0.55
Avg. Flow (cfs/mi): 2.2
CBOD Cmg/1) : 5.0
NBOD (mg/1)
D.O. Cmg/1) : 7.44
Tributary Characteristics
7Q10 Flow (cfs)
Aug. Flow <cf s) :
CBOD Cmg/1)
NBOD <mg/1)
D.O. Cmg/1) : 7.44
Use F10, P
Slope <ft/mi) : 7.1
Depth (feet) : C 2.011
Uelocity (fps): T 0.663
If Uelocity< 0.1, Set to 0.1? : Y
Ha@20°C : N 4.143
Hd20° C : C 0.262
NH3 Oxidation Rate [ltn ] & 20° C : C 0.3
NH3 Removal Rate [Mr] @ 20° C :
CBOD Removal Rate Mr] & 20° C :
Sediment Oxygen Demand (g/m2/d) :
Net P/R (mg/m2-d) :
ti
P
Change Rates for the Reach : Y
F9 o exi` -
3
12/6/2004

e ment 3 Reach 5
Length of Reach <mi) :2.4_
Incremental Length :0.1
Waste Characteristics
Flow (mgd)
CBOD <mg/1)
NBOD <mg/1)
D.O. <mg/1)
Protect Inputs <Y,N) N
Runoff Characteristics
7Q10 Flow (cfs/mi): 0.55
Aug. Flow <cfs/mi): 2.2
CBOD <mg/1) : 5.0
NBOD <mg/1)
D.O. (mg/1) : 7.44
Tributary Characteristics
7Q10 Flow <cfs> : 2.6
Avg. Flow <cfs> : 9.0
CBOD (mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. (mg/1) : 7.44
Use F10, P
Slope <f t/mi) : 7.1
Depth <feet) : C 2.078
Uelocity <fps>: T 0.683
If Uelocity< 0.1, Set to 0.1? :
Hae20°C
HE' @20°C
NH3 Oxidation Rate [Hn ] @ 20° C
NH3 Removal Rate [Mr] e 20° C
CBOD Removal Rate Mr] C+ 20° C
Sediment Oxygen Demand <g/mz/d>
Net P/R <mg/m2-d)
r
P
Y
: N 4.267
: C 0.261
: C 0.3
Change Rates for the Reach : Y
'e, F9 n e-
e ment 3 Reach 6
Length of Reach <mi) :2.5_
Incremental Length :0.1
Waste Characteristics
Flow <mgd)
CBOD <mg/1)
NBOD <mg/1)
D.O. <mg/1)
Protect Inputs <Y,N> N
Runoff Characteristics
7Q10 Flow <cfs/mi): 0.55
Aug. Flow <cfs/mi): 2.2
CBOD (mg/1) : 5.0
NBOD (mg/1)
D.O. <mg/1) : 7.44
Tributary Characteristics
7Q10 Flow <cfs> : 1.2
Avg. Flow <cfs> : 4.0
CBOD <mg/1) : 2.0
NBOD <mg/1) : 1.0
D.O. (mg/1) : 7.44
Use F10, P
ti
Slope <ft/mi) : 7.1
Depth <feet> : C 2.118
Uelocity <fps>: T 0.695
If Uelocity< 0.1, Set to 0.1? :
Ha@20°C
Hd@20°C
NH3 Oxidation Rate [Hn] 0 20° C
NH3 Removal Rate [Hnr] 0 20° C
CBOD Removal Rate [Hp] L! 20° C
Sediment Oxygen Demand <g/m2/d)
Net P/R Cmg/m2-d)
P
r
Change Rates for the Reach
: N 4.343
: C 0.261
: C 0.3
Y
e ment 3 Reach 7
Length of Reach <mi) :0.8_
Incremental Length :0.1
Waste Characteristics
Flow <mgd)
CBOD <mg/1)
NBOD <mg/1)
D.O. <mg/1)
Protect Inputs <Y,N) N
Runoff Characteristics
7Q10 Flow <cf s/mi) : 0.55
Aug. Flow <cf s/mi) : 2.2
CBOD (mg/1) : 5.0
NBOD <mg/1)
D.O. <mg/1> : 7.44
Tributary Characteristics
7Q10 Flow <cfs) : 1.46
Avg. Flow <cfs> : 5.0
CBOD <mg/1) : 2.0
NBOD (mg/1) : 1.0
D.O. <mg/1) : 7.44
Use F10, P
Slope (f t/mi) : 7.1
Depth <feet) : C 2.154
Uelocity <fps): T 0.706
If Uelocity< 0.1, Set to 0.1? :
Ha e 20° C
HdL?20°C
NH3 Oxidation Rate [WO e 20° C
NH3 Removal Rate [Mr] e 20° C
CBOD Removal Rate [Hr] 0 20° C
Sediment Oxygen Demand (g/m2/d)
Net P/R Cmg/m2-d)
P
Change Rates for the Reach
le, F9
Y
: N 4.414
: C 0.261
: C 0.3
Y
4
39594w01 input ccpture.doc
12/6/2004 .

M c
ASSOCIATES
August 19, 2003
Mr. David Goodrich
NPDES Unit Supervisor
North Carolina Department of Environment,
and Natural Resources
Division of Water Quality/NPDES Unit
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
RE:
Dear Mr. Goodrich:
Town of Maiden WWTP
Delta Apparel, Inc. WWTP
NPDES NC0039594 and NC0006190
Catawba County, North Carolina
As I recently discussed on the telephone with Mr. Tom Belnick of the NPDES Unit,
McGill Associates is currently preparing a study for the Town of Maiden to determine the
feasibility of treating process wastewater from the Delta Apparel textile facility at the Maiden
WWTP. In this scenario, the existing discharge from the Delta Apparel WWTP (NPDES No.
.NC0006190) to Clark Creek would be eliminated, and the Maiden WWTP (NPDES No.
NC0039594) would require an expansion to accommodate the increase in flows.
On behalf of the Town of Maiden, we respectfully request speculative NPDES permit
limits for the Town to increase their discharge to 2.5 MGD and 3.0 MGD. Upon expansion,
process water from the Delta textile plant would be treated at the facility. At this time, the
plant's discharge location is proposed to remain on Clark Creek in the same location as the
existing discharge.
We appreciate your assistance with this very important issue. If you have any
questions, please do not hesitate to give me a call at 828-252-0575.
Sincerely,
McGILL ASSOCIATES, P.A.
1
MICHAEL S. APKE, P.E.
Project Engineer
cc: Herman Caulder, Town Manager
Eddie Faulkner, Director of Public Works
Andy Lovingood, P.E.
C/My Documents/Maiden Delta Mills/dgl9aug3.doc
Engineering • Planning • Finance
McGill Associates, P.A. • P.O. Box 2259, Asheville, NC 28802 • 55 Broad Street, Asheville, NC 28801
828-252-0575 • FAX [phone]