NC0020401_201 FACILITIES PLAN_20070316

NPDES DOCUMENT SCANNING COVER SHEET
NPDES Permit:
NC0020401
Hickory - Northeast WWTP
Document Type:
Permit Issuance
Wasteload Allocation
Authorization to Construct (AtC)
Permit Modification
Speculative Limits
201 Facilities Plan
Instream Assessment (67B)
Environmental Assessment (EA)
Permit
History
Document Date:
March 16, 2007
wzore any

Michael F. Easley. Governor
0�04 wArFRQG
0 Nii-c
MEMORANDUM
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
March 16, 2007
TO: Susan Wilson, P.E.
West NPDES Unit
FROM: Jennifer HayniegrtN
Environmental Assessment Coordinator
SUBJECT: City of Hickory
Amended 201 Facilities Plan
Project No. CS370389-18
Alan W. Klimek, P.E. Director
Division of Water Quality
MAR 2
DEER - WA ER Q01-1 t a V
I -DINT SOURCE eRANC; !
W00 �0�,o
Please find enclosed a revised copy of the City of Hickory's Amended 201 Facilities Plan
entitled 201 Facilities Plan for City of Hickory, N.C.: Northeast Wastewater Treatment (Revised
March 14, 2007) and the Addendum to the Environmental Assessment for this report that were submitted by Hayes, Seay, Mattem & Mattern, Inc. The West NPDES Unit has previously k
concurred with this report, and this document is intended for your files.
Thank you for your cooperation and responsiveness. If you have any questions, please contact
me at [phone] at your earliest convenience.
JH1sd
Enclosure
cc: Daniel Blaisdell, P.E.
Scott Smart, P.E.
Jennifer Haynie
FEU1S RF
Construction Grants and Loans Section One
�-+
1633 Mail Service Center Raleigh NC 27699-1633 1�l 0lC'O1Tla
Phone: [phone] FAX: [phone]ntemet: www.mcgi.net l�
An Equal Opportunity/Affirmative Action Employer — 50% Recycled110% Post Consumer Paper Awmalzy

201 FACILITIES PLAN
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CITY OF HICKORY, N. Ce
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NORTHEAST
WASTEWATER TREATMENT
HSMM Commission No. 60402A
September 10, 2004
Revision 1: February 1, 2005
Revision 2: November 18, 2005
Revision 3: March 14, 2007
Prepared by: -Z
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ARCHITECTS ENGINEERS PLANNERS �i�L FJ� 141`�`
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HAYES, SEAY, MATTERN & MATTERN, INC.
181 EAST EVANS STREET SUITE 23
BTC-105
FLORENCE, SC 29506
Hayes, Seay, Mattem & Mattern, Inc.

CITY OF HICKORY
' Technical Review Comments
For Hickory 201 Facilities Plan (Revised November 18, 2005)
Project No. CS370389-18
April 10, 2006
' NOTE: Please provide a response to all comments on a "comment for comment" basis. Where
appropriate, add or revise narrative in the text of the 201 Plan that addresses the issues discussed
in the comments. In addition, the comments and responses may be included as a part of the
' report (e.g. in an appendix).
1. General
' 8. Not all sections of the plan are in agreement on the scope of the project. For example,
on page 19, the two new aeration basins are projected at 2.2 mgd but in Appendix C and
on Figure 4, they are listed at 3.0 mgd. Also, the various scopes of necessary piping do
' not agree_ The site work piping on page 30 and in Appendix C is not in agreement.
These and other discrepancies should be amended in a revised report.
The response is acknowledged. However, the 4200 l.f., 42-inch diameter outfall
listed in the Appendix C, Sitework item 2 is not discussed in Section 4.08 of the 201
Plan. Also, the 700 I.f., 18-inch force main discussed on page 31 of the 201 Plan is
' not listed in Appendix C, Sitework item 2. Please revise Section 4.08 and Appendix
C as needed.
RESPONSE. Discussion of the 2,000 If of 42-inch diameter outjall included in fire
probable cost has been added to the report on page 31. The 700 If of 18-inch force
main was already included in the probable cost under [tent 8 "Influent Punnping
Station': Therefore no adjustment has been nnade for this itent.
' Ill. Section 3, Future Situation
2. (Reference Page 18) In the proposed design section, influent parameters of BOD = 265
mg/l, TSS = 320 mg/l, and TKN = 35 mg/l are shown. While these parameters are within
' an acceptable range, they are higher than normally would be expected. What is the
source of these parameters, and is there an explanation for their relatively high
concentration?
' The response is acknowledged and provides information concerning the source of
the data for the parameter concentrations. However, the response does not provide
any explanation for the relatively high concentrations. Please answer this question
also.
RESPONSE. Data fn-onn the existing Long Tern Monitoring Plan, as approved by
NCDENR, reveals residential loadings q f' BOD — 148 mglL and TSS — 102 nng/L.
While this data is justifiable for use in the fl'eadfvorks Anal3kcis process, we believe
Page 1 of 6

background loading levels of BOD — 200 mg/L and TSS — 325 nlg/L are more
appropriate for use as design parameters for background loading, and more in line
with medium strength municipal wastewater design criteria as include in the 2004
Edition of the Great Lakes — Upper Mississippi river Board Recommended Standards
(Ten State Standards). By itsi►lg these adjusted background loadings, the associated
design will ensure a greater level of'protectio►1 to Lake Hickoly and the surroundi►rg
environment. Combining the new background levels with the permitted industrial
discharger loadings result in i►'fluent desig►r parameters of BOD — 265 mg/L and TSS
— 320 rng/L. As for the design parameter for TKN, we do not believe this is an elevated
level for average strength domestic wastewater. In fact the design parameter is in line
with the design parameter as included in the 2004 Edition of the Ten State Standards.
3. (Reference Section 3.04) Preliminary calculations for each unit in this section should be
provided to support the adequacy of the proposed design to process the expected
hydraulic and pollutant loadings, and provide the treatment required to meet NPDES
permit limits, reuse effluent requirements, and sludge disposal requirements.
The response is acknowledged. The calculations in Appendix G are based on
various manufacturers equipment including the Carrousel system, which may be
proprietary. As noted in our previous comments, the approval of the Facilities Plan
does not constitute approval of sole source procurement. Plans and specifications
must comply with N.C. General Statute Chapter 133, Section 3, prior to their
approval.
RESPONSE. Plans and specifications submitted for review to NCDENR will comply
with N.C. General Statute Chapter 133, Section 3.
W. Section 4, Alternatives
3. (Reference Page 25) it is noted on this page that both roof drains and storm drains empty
directly into sewers. It is also documented that if the drains were disconnected from the
system, a storm collection system would need to be installed. This implies that no storm
collection system is currently in place.
■ Please verify that the 5-block by 5-block area -in -question does not have a storm
collection system, and discuss. How is the storm flow other than from roofs (e.g.
streets, parking lots) handled?
■ What is the diameter of the pipes currently carrying the combined
wastewater/stormwater flow in this area?
■ If the area does have a storm collection system, discuss why one would need to be
constructed if the roof drains were disconnected from the sewer system.
■ Also, provide a map showing the location of the 5-block by 5-block area.
Providing the requested information does not require an SSES or a great amount of
detailed research. Since the inflow issue is a significant part of the city's wastewater
problems, please provide the requested information, which is relevant to the inflow
problem and the alternatives analysis.
Page 2 of 6

' RESPONSE: City of Hickory personnel have conducted a preliminary investigation of
the area in question. As a part of this investigation several stormwater collection
' devices were located which are generally associated with stormwater collection fi•onr
roads (i.e. storm boxes); however, without incurring significant costs to smoke test and
pe►form a detailed survey the City cannot state with any assurance where there are
' separate stormwater collection lines and where the collection devices empty directly to
the sewer system. As included in the maps in Figure 7, the sewer collection lines in the
area range.fronr 8-inch to 15-inch. These maps also identify the location of the 5-block
1 by 5-block area. While the presence of separate stormwater collection lines cannot be
verified, the opinion of probable costs included far the construction of a new
stor•nnvater collection system are included to demonstrate the worst case scenario costs.
' It is possible that the costs may be lower if'there are some stormwater collection pipes
in the area; however, it is evident that the costs would be much greater than the costs to
implement all equalization basin at the wastewater treatment plant. Again, it was our
understanding from early conversations with NCDENR personnel that a detailed
analysis of the downtown sewer system could likely be avoided if the City put.forth a
good faith effort of providing available information and provided the inflow would be
handled at the plant in a financially responsible manner. We !rope that lire
infor•nration included in this response satisfies this criteria.
' 5. Reference Page 25 If Alternative 7 is implemented as the most cost effective
( � ) p
alternative, one negative result will be that extraneous inflow will continue to enter the
system. In order to reduce the resultant strain on plant facilities, delay future expansions
to reduce yearly O & M costs due to the extraneous flow, the city should institute an
' aggressive inflow identification/rehabilitation program in order to eliminate as many
inflow sources as possible. Please discuss, and provide any plans by the city to seek out
and eliminate inflow sources.
' Please add the information that is discussed in the response to the narrative in the
201 Facilities Plan.
' RESPONSE: The tnfor►nation requested was included as a part of the previous 201
Facilities Plan submittal (page 29). Therefore, no additional changes have been made.
6. (Reference Page 25) Alternative 7 calls for a 2.2 rngd equalization basin to handle
extraneous inflow and buffer peak flows to the plant. Please provide calculations used to
size this basin and demonstrate that the basin will successfully buffer peak flows.
' The response is acknowledged. The NCAC regulation says "at least 25%". Please
provide calculations to support the consultant's belief that the 2.2 MG basin with
37% capacity will be adequate to successfully buffer peak flows.
' RESPONSE: The equalization basin as included in this option is not the sake method
of *ha►tdling the inflow at the plant. The unit processes, to include tr•eatrrrerrt basins and
Page 3 of 6

' piping, have been sized to hydraulically pass the rated flow of 6 MGD and a peak flow
of'21 MGD. When the plans and specifications are submitted for review, the hydraulic
' profile calculations will confirm this. In addition to adequately sizing the treatment
basins and piping, the equalization hasin will be used to serve as a second lute of
defense against hydraulic problems at the plant. Therefore, file 2.2 MG of storage
' proposed will be adequate.
V. Section 6, User Char-,e and Financial Capability
' 3. (Reference Page 36) The user charge should be based on the user charges for the typical
residential customer using 5,000 gallons per month. The estimated cost for the typical
user should be provided before and after the project.
Please note in the narrative the current total monthly user charge for a typical
residential customer using 5,000 gallons per month (e.g. $25.00 per month at
' $5.0011000 gallons). Also, state in the narrative the total estimated monthly user
charge, as a result of the project, for a typical residential customer using 5,000
gallons per month (e.g. $30.00 per month at $6.00/1000 gallons).
' RESPONSE: A review of the previous submittal found that the user charges were
given in the faun of rate per thousand gallons and annual costs on pages 36 and 37.
' Following phone conversations with NCDENR personnel, an additional statement
concerning monthly rates has beer added to the discussion on these pages.
' VI 1. Appendices
1. (Reference Appendix A) What is the status of the request for Speculative Limits?
' Please include in Appendix A a copy of DWQ's September 1, 2004 letter, which is
referenced in the response, and any other relevant subsequent correspondence.
RESPONSE: The requested infor►►cation has been included in Appendix A.
' 2. (Reference Appendix B) The current NPDES permit expires on April 30, 2005. What is
the status of permit renewal`?
' Please include in Appendix B a copy of the draft NPDES permit and the city's
October 7, 2005 response, which are referenced in the response, and any other
relevant subsequent correspondence.
' RESPONSE: The requested information has been included in Appendix B.
' VIII. Ne-*+, Comments
1. It is preferred for the engineering report and environmental assessment to be
included together in one binder.
1 RESPONSE. Due to the size of these documents, we are unable to bind them as one
documnntt.
1
Page 4 of 6

1
2. The table of contents should list the individual figures and appendices. A
' descriptive title should be provided for each item along with the page number where
it is located.
' RESPONSE: The Table of Contents have been adjusted to Show each figure and
appendix individually with a title and page number.
3. The current CG&L budget for the city's loan is $15M. Please provide a summary of
the proposed sources of funding for the project, including the amount and type of
funding (e.g. grant, loan, etc.) that indicates how all of the project costs will be
' funded. The total of the project funding should equal the estimated project cost.
Also, make any revisions that are needed in the user charge calculation.
' RESPONSE: Funding ,for the project beyond the CG&L budget of $15M will be
acquired through a traditional batik louts with an anticipated interest rate of 5%. The
user charge calculations have been updated to account for this information.
' 4_ Figure 5:
' a. Figure 5 shows a new 30-inch sewer coming into the WWTP site. How will this
flow be transported to the proposed headworks?
RESPONSE: The line was shown incorrectly its the previous drawing The sower
lute is simply used as a means of rerouting existing server around the proposed
' location for the equalization basin. The drawing has been adjusted so that the
proper connections are shown.
' b. It is unclear whether the proposed flow equalization basin will intercept flow
before the influent pump station or in the gravity portion flow the influent flow,
or both. If the flow equalization basin will not intercept flow before the influent
' pump station, how are the overflows at the pump station being. addressed?
Please provide a detailed description/explanation.
' RESPONSE: The flow equalization basin will not be used to intercept flow prior to
the influent pump station. Tlie overflows at the pump station are being addressed
by upsizing the pumps front their current design flow of'4.6 MGD with two pumps
' running to 12 MGD per two pumps running. Tizis iiter•ease izt flow capacity sJtould
alleviate any concerns for overflows at the pump station. The equalization basin
will be utilized when the flow surpasses a pre progranrrned set point. At such tinte
as this flow has been reached flow will be diverted to the equalization basin to
ensure that there are no hydraulic problems within the plant.
' c. Pursuant to NCAC 21-1.0219(j)(5)(3) treatment units must be 50 feet from any
property line. Please confirm that this is the case for the proposed facilities.
While approval of the planning document can proceed if the 50-foot set back is
Page 5 of 6

not specifically addressed in the 201 Plan, the design plans and specifications
must comply with the 50-foot set back requirement. Please address.
RESPONSE: The City of Hickory and HSMM realize that all proposed facilities
must be located at least 50 feet from property lines. Final design drawings
submifted for review will incorporate the .specified 50 foot setback.
d. It is unclear why the flow equalization basin is configured with an anoxic zone
on the east side of the basin. What will be the purpose of this structure?
RESPONSE: The flow equalization basin is configured with an anoxic zone
because the structure will be initially operated as a treatment basin during the
construction of'the two basins that will ultimately be used for treatment. Following
this initial treatment use of the equalization basin the anoxic/anaerobic zones will
simply be used to provide more equalization volume in the basin.
5. Please provide a description of the equipment proposed to be installed in the flow
equalization basin. Based on costs in Appendix C it appears to be identical to the
equipment proposed for the aeration basins. Please address. Also see the previous
comment.
RESPONSE: The equipmennt proposed fir use in the flow equalization basin is in fact
identical to the equipment included in the proposed aeration basins. This is again used
NO that the structure can be initially operated as a treatment basin during the
construction of the two basins which will ultimately be used for treatment. When a
high flow event is detected the plant personnel will be committed to filling the basin
and using the aeration equipment fir miring and prevention of'septic conditions.
Page 6 of 6

' TABLE OF CONTENTS
' 1.0
SUMMARY, CONCLUSIONS, AND RECOMMENDATIONS .....................................
1
2.0
CURRF..N'r Sn'UATION....................................................................................... 3
' 3.0
FUTURE SITUATION ........................................................................................
16
4.0
ALTLRNA`I'IVES..............................................................................................
22
'
5.0
PRESENT WORTH ANALYSIS..........................................................................
34
' 6.0
USER CHARGES AND FINANCIAL CAPABIL.ITY................................................
36
7.0
PUBLIC PARTICIPATION., ................................................................................
38
8.0
REFERENCES..................................................................................................
39
9.0
FIGURES.........................................................................................................40
'
1. CURRENT FLOW DIAGRAM.............................................................................................
41
2. DRAINAGE: BASIN... ........................................................................................................
42
'
3. PLANNING AREA............................................................................................................
43
4. CENSUS MAPS.................................................................................................................
44
5. PROPOSED SITE LAYOUI.................................................................................................
45
'
6. PROPOSED FLOW DIAGRAM...........................................................................................
46
7. DOWNTOWN SEWER SYSTEM LAYOUTT...........................................................................
47
10.0 APPENDIX...................................................................................................... 50
A. SPECULATIVE L1MI'I'S..........•••••..................................................................................... 51
' B. CURRENTNPDES PERMIT............................................................................................ 53
C. OPINIONS OF PROBABLE COSTS..................................................................................... 83
D. FLOW CHARTS DURING RAIN EVENTS.......................................................................... 88
' E. CITY OF HICKORY SEWER USE ORDINANCE.................................................................. 98
F. CITY OF HICKORY SEWAGE SPILL RECORDS................................................................ 144
G. DESIGN CALCULATIONS.............................................................................................. 149
' H. SLUDGE PRODUCTION CALCULATIONS........................................................................ 178
1. SYSTEM -WIDE WASTEWATER COLLECTION SYSTEM PERMIT ...................................... l79
J. CORRESPONDENCE....................................................................................................... 193
ADDENDUM NO. 1 - ENVIRONMENTAL ASSESSMENT
201 FACii,rr ES PLAN NOwn lFAST W W*I'P UPGRADE
HICKORY, NC PAGE i

TABLES
TABLE 2.1 - ANALYSIS OF INFLOW............................................................... ......... 13
TABLE 3.1 - PROJECTED POPULATION AND FL.OWS.................................................. 17
TABLE 4.1 - ALTERNATIVE RANKINGS..................................................................... 33
TABLE 5.1 - ALTERNATIVE COST SUMMARY............................................................ 35
201 FAC[LITIFS PLAN NORTEIEAST W WTP UPGRADE
HICKORY, NC PAGE 11

1.0 SUMMARY, CONCLUSIONS, AND RECOMMENDATIONS
1.01 SUMMARY
The City of Hickory, NC, owns and operates two wastewater treatment plants (WWTP)
' in Catawba County, and the City has recently purchased Catawba WWTP. The drainage
basin served by the City's Northeast WWTP (NPDES Permit No. NCO020401) is
' approximately 19,200 acres in size. The plant was upgraded and expanded in 1988 to a
capacity of 6 MGD. In late 2003 the North Carolina Division of Water Quality issued a
compliance schedule as a portion of the City of Hickory's System -Wide Wastewater
Collection System Permit. The compliance schedule was set to address hydraulic
capacity issues at the Northeast WWTP'-.; influent pump station. The City of Hickory
requested an extension in the compliance schedule on June 27, 2005 so the necessary
pump station modifications can be completed as a portion of the proposed project as
presented herein.
As stated by NCDENR personnel in a letter dated September I, 2004, Lake Hickory is
showing signs of nutrient enrichment. While this nutrient enrichment is likely attributed
to non -point source discharges, it is possible the State may regulate point source
discharges as a way to lower the overall impact. The plant as currently configured is
incapable of achieving nutrient removal.
1.02 CONCLUSIONS
This report has concluded the following.
1. It has been projected that wastewater treatment capacity requirements over the
next twenty years will approach 6 million gallons per day (MGD).
2. In order to ensure the ability to handle inflow entering the plant and prevent
solids washout, treatment process upgrades are necessary. The process
201 FACILITIES PLAN NORTHI-AST WWTP UPGRADE
HICKORY, NC PAGE

' upgrades will also ensure regular compliance with State discharge limitations.
These upgrades are considered essential due to the inadequacy of the
processes to handle peak flows seen during large rain events and the extended
length of time current equipment has been operating.
' 3. The most cost effective manner to provide inflow control and plant upgrades
is to install a 2.2 million gallon equalization basin along with sweeping
' process changes. The major process changes proposed are:
' a. Replacement of the existing aeration basins with an extended
biological aeration process.
' b. Renovation of the sludge handling process to include more storage and
the use of a rotary drum Filter.
c. Replacement of the existing chlorination/dechlorination equipment
with on -site generation of sodium hypochlorite and sodium bisulfite.
' d. Enlargement of plant processes to provide increased hydraulic
capacity.
4. The proposed alternative will not have an adverse effect on the environment.
5. The estimated cost including construction and engineering for the proposed
wastewater treatment system improvements is approximately $22,900,000.
1.03 RECOMMENDATIONS
It is recommended that the City of Hickory proceed with the wastewater treatment plant
improvements found to be most cost effective by this 201 Plan. It is further
recommended that copies of the 201 Facilities Plan and other information as required be
formally submitted to the North Carolina Department of Environment and Natural
Resources (NCDENR).
201 FACILITIES PLAN NORTHEAs'r WW"rP UPGRADE
Flicv,oltY, NC PAGE 2

2.0 CURRENT SITUATION
2.01 COLLECTION SYSTEM
The City of Hickory's sewer collection system is comprised of more than 1,250 inch -
miles of pipe. Included in the collection system are approximately 750,000 fleet of 8-inch
pipe, 4.7 miles of 24-inch pipe, and 0.8 miles of 18-inch pipe. Portions of the City of
Hickory collection system have been in place since the early 1900's.
Sewer service is available throughout Hickory's city limits. However, an area of
Alexander County located within the drainage basin is experiencing problems with
existing septic tanks. The approximately 2,500 residents are likely to begin receiving
sewer service from the Northeast Wastewater Treatment Plant (WWTP) because of the
problematic septic tanks; however, the inclusion of these residents will not necessitate an
expansion of capacity and will not be included in this project.
The Northeast WWTP includes three interceptors and thirty nine pump stations located
throughout the collection system. The pump stations range in age from two to twenty
three years. Approximately two thirds of the plant flow enters via gravity line, and the
remaining flow is from the influent pump station (IPS). The IPS has a maximum
pumping capacity of 3,286 gpm (4.7 MGD) when all three pumps are running. Flow to
the IPS includes flow from the 20-inch diameter Falling Creek Interceptor and three (3)
system pumping stations. Peak flow to the influent pump station is summarized as
follows:
• Falling Creek Interceptorr..................................... 3,083 gpm
• Snow Creek Pumping Station .............................. 3,200 gpm
• Lakeshore #1 Pumping Station ............................... 850 gpm
• Olde Mill #2 Pumping Station ............................. 100 gpm
TOTAL !,2D v m (10.4 MGD)
201 FACILITIES PLAN NORTIiI_AST WWTP UPGRADE
HICKoR�,, NC PAGr_ 3

The IPS, as currently configured, may overload during peak influent periods. As a result,
Hickory has reported three spills to NCDENR since May 30, 1998. The North Carolina
Division of Water Quality issued a compliance schedule to address hydraulic capacity
problems at the IPS. The City of Hickory requested an extension in the compliance
schedule on June 27, 2005. The extension of the compliance schedule was requested so
the necessary pump station modifications can be completed as a portion of the project as
presented herein.
2.02 TREATMENT SYS ENI
The City of Hickory's Northeast W WTP was upgraded and expanded in 1988 to a
capacity of 6 MGD. The plant currently receives an average daily flow of 3.97 MGD,
and a calculated peak flow of 15.0 MGD following significant rainfall. The peak flow is
based on a peaking factor of 2.5 and the addition of infiltration/inflow.
' Wastewater enters the plant via two (2) gravity sewer lines and an influent pump station.
The IPS handles approximately one-third of the influent wastewater. Wastewater
entering the 1PS passes through a mechanical bar screen before being pumped to the
plant.
1
Wastewater influent to the plant passes through a mechanical bar screen prior to being
' routed to one of two (2) grit chambers. Grit chamber effluent is split into two separate
and parallel treatment trains. The oldest treatment train consists of original plant
components with some upgrades and modifications made in 1988. The newest treatment
train was constructed in 1988, and is designed to handle 42% of the plant flow.
Following grit removal, treatment is carried out utilizing conventional activated sludge
techniques. Primary clarification is accomplished via rectangular clarifiers in the oldest
treatment train, and a circular clarifier in the newer train. Wastewater is then treated in
201 FACILITIES PLAN NORTI-II:ASr W WTP UPGRADE
' HICKORY, NC PAGL4

one of two aeration basins, where aeration is accomplished using coarse bubble diffusers.
Aeration basin effluent is directed to a splitter box before being sent to one of two (2)
circular secondary clarifiers, both of which were installed in 1988.
Wastewater is dosed with chlorine following secondary clarification in a rectangular
chlorine contact chamber. Effluent from the contact chamber is subsequently
dechlorinated using sulfur dioxide prior to post aeration. The final step in liquid
treatment prior to discharge is post aeration, where the liquid is aerated using coarse
bubble diffusers.
Primary and secondary waste activated sludge is dewatered on two gravity belt thickeners
prior to hauling via tanker trucks to the Hickory Regional Compost Facility located in
Ne,kvton, NC. A flow diagram of the present treatment plant is included as Figure 1 in
Section 9.
The following design criteria were utilized for the 1988 upgrades.
1. Current Flow - January 03 thru December 03
Monthly Average Day 3.95 MGD
Maximum Day 10 MGD
2. Design Flow
Average Day
6.0 MGD
Peak Day
15.0 MGD
3. Influent Wastewater Design Parameter
a) BOD$
350 mg/l
b) TSS
200 mg/l
c) NH3-N ;
25 mg/l
4. Effluent Discharge Limits
a) BODS
30 mg/1
b) TSS
30 mg/l
201 FACILITIES PLAN NORTHEAST W WIT UPGRADE
1-11CKORY, NC PAGE. 5

M
Ic)
NH3-N
None
d)
Fecal Coliform
200/100 ml
e)
DO
5 n1g/1
5. influent Pumping Station
' a)
Number of Pumps
3
b)
Type of Pumps
Aurora 610 - Non -Clog Centrifugal
c)
Capacity of One Pump
2300 gpnl (3.3 MGD) cu 51' TDH
d)
Capacity of Two Pumps
3,186 gpm (4.6 MGD) a 60' TDH
c)
Capacity of Three Pumps
3,286 gpm (4.7 MGD) a 64.3' TDH
t)
Rated Capacity of Pump Station'
3,186-gpm (4.6 MGD)
g)
Force Main
f 1,200 L.F. 14-Inch DIP
11)
Wet Well:
'
Length
24'
Width
IV
Depth
10.5'
Volume
20,735 Gallons (Maximum)
i)
Incoming Flow to Influent Pump
Station
'
1} b Interceptor
Falling Creek Ifor
p
• 20" DIP {t 0.023`%a
'
• Full Pipe Capacity
3,083 gpm (4.4 MGD)
2) Snow Creek Pumping Station
• 3,200 GPM rr 162' TDH
• 18-Inch Diameter Force Main
3} Lake Shore #I Pump Station
• 850 gpm at 125' TDH
• 8-Inch Diameter Force Main
4) Olde Mill Landing #2 Pump Station
• 42 gpm @ 38' TDH
Mechanical Bar Screen at Influent Pump
Station
1) Capacity
12 MGD
2) Type
Step
3) Screen Openings
1/4-Inch
4) Screen Width
39"
'
5) Manufacturer
Huber
6) Model
SSL 3500 x 865 x 6
7) Number of Screens
One
8) Dewatering Unit
Ram Press
9) Manual Bat Screen
Yes
10) Age
3 Years
201 FACILITIES PLAN
NORTHEAST W WTP UPGRADE
HICKORY, NC
PAGE 6

6.
Mechanical Bar Screen ,, WWTP:
a)
Number of Units
b)
Capacity of Unit
c)
Width of Screen
d)
Width of Channel
e)
Maximum Water Depth
7.
Grit Chamber:
a)
Number of Units
b)
Capacity of Each Unit
c)
Aerated
d)
Channel Width
e)
Grit Removal by
0
Air Blowers
g)
Channel Effective Length
S.
Influent Flow Measuring:
a)
Number of Units
b)
Capacity of Each Unit
c)
Type
9.
Primary
Clarification:
l .
Existing (4160 S.F.)
a) Number of Units
b) Size
c) Overflow Rate cr 5.0 MGD:
2.
New
a) Overflow Rate
b) Number of Units
C) Size ;
10.
Aeration:
1.
Reactor Volume:
1
6 MGD Average
15 MGD Peak
Y-0"
4'-2"
3'- l 0"
2
7.5 MGD
Yes
Y-6"
Chain & Bucket
2 ca ct 124 ICFM
u 7.0 psi
29,-a„
2
0.32 MGD to 15 MGD
Parshall Flume
4
16'W x 65'L x 10' SWD
1202 gpd/SF
836 gpd/SF cr Average Flow
2091 gpd/SF a Peak Flow
1
65' Diameter x 1 2' SWD
201 FACILITIES PLAN NORTHEAs'r W WTP UPGRADE
HICKORY, NC. PACE 7

a) Total : 2,000,000 Gallons
b) Existing 1,149,678 Gallons
c) New 850,322 Gallons
2. Hydraulic Detention Time 8.0 Hours
IVolumetric Loading 40 Pounds BODS/1000 Ft.3
4. New Basin Size : 4 a 23'-4" x 122' x 10' SWD
5. Type Aeration Coarse Bubble Diffusers
G. Oxygen Transfer 780 Pounds O,/Hour (Actual)
1157 Pounds 0,/Hour (Standard Conditions)
1.4 Pounds 02/Pound BODS Removed
7, Blower Requirements I @ 7,000 SCFM (Future)
2 u 7,0001CFM
3 @ 3550 1CFM (Existing)
11. Secondary Clarification (New),:
a) Number of Units
b) Diameter
c) Overflow Rate
12. Sludge Return Pump Station:
a) Number of Pumps
b) Capacity/Pump
e) Type
13. Sludge Transfer Pump Station
a) Number of Pumps
b) Capacity/Pump
c) Type
2
90'
800 gpd/SF a Average Flow
1200 gpd/SF a Peak Flow
4
6250 Total Capacity) 150%
2 Pumps @ 1328 gpm
(New Side)
2 Pumps a 1827 gpm
(Existing Side)
One Variable Speed, Centrifugal Dry
Pit,Wetwell; One Regular Speed
2
215 gpm, Variable Speed
Progressive Cavity
201 FACILITIES PLAN NORTHEAST WWTP UPGRADE
HICKORY, NC PAGE 8

14. Chlorine Contact Chamber:
a)
Number of Units
b)
Overall Size
c)
Detention Time
d)
Chlorine Dosage
e)
Chlorinator
15.
Effluent Flow:
a)
Number of Units
b)
Type
16.
Post Aeration:
a)
Number of Units
b)
Detention Time
e)
Type
17.
Dechlorination:
a)
Type
b)
Detention Time
e)
Storage
18.
Sludge Storage
a)
Wet Well of Return Sludge
Pump Station
19.
Gravity
Belt Thickener:
a)
Size
b)
Number of Units
c)
Solids
d)
Polymer
e)
Solids Capture
f)
Backwash Pumps
g)
Type
20,
Effluent Outfall Line:
a)
Approximate Length
b)
Inside Diameter
C)
Outside Diameter
2
48'x 48'x 8'SWD
30 Minutes a 6.0 MCD
5 mg/I
V-Notch w/ Ton Containers
1
4'-0" Rectangular Weir
: 1
5 Minutes
Coarse Bubble Diffusers
SOz
1 Minute
150 Pound Cylinders
16,000 Gallons
2.0 Meters
2
5% to 7%
3 to 6 Pounds/Ton
95% to 98%
2 Each c7 50 gpm a, 87 psi
Vertical Turbine
2900 L.F.
36.85"
3 9.47"
201 FACILITIES PLAN NORTHEAST WW'IT UPGRADE
HICKORY, NC PACE 9

d) Material High Density Polyethylene
e) SDR 32.5
21. Odor Control:
a) Three PEPCON Odor Master I scrubbers to serve the following:
+ 60' Diameter Primary Clarifier
• Mechanical Bar Screen and Grit Chamber
• Return Sludge Wet Well
• Sludge Dewatering Building;
b) Covers are provided over the weirs of the 60' diameter primary clarifier.
Plant processes currently in use are not capable of handling the large amounts of inflow
seen at the plant following periods of significant rainfall_ Significant rain events cause
' the influent pump station to hydraulically overload the secondary clarifiers. This
condition causes solids to be washed out of the system, reduces the process efficiency,
and may cause NPDES permit violations, The Northeast W WTP has been issued five (5)
notices of non-compliance with their NPDES permit since August 23, 1999, due to the
' hydraulic overloading of the secondary clarifiers. All five of these incidents were
directly caused by stormwater inflow.
Hydraulic overloading is also a problem at the influent pump station. The pump station
has a maximum pumping capacity of 3,286 gpm (4.7 MGD) when all three pumps are
running. The pump station receives flow from the 20-inch diameter Falling; Creek
' Interceptor and three (3) system pumping stations. Peak flow to the influent pump station
is summarized as follows:
• Falling Creek Interceptor ....... ............. ...... I.......... 3,083 gpm
' • Snow Creek Pumping Station .............................. 3,200 gpm
• Lakeshore #1 Pumping Station ............................... 850 gpm
• Olde Mill #2 Pumping; Station ............................. 100 gpm
TOTAL 7 23 m (10.4 MGD)
I
201 FACILITIES PLAN N0R'1'li1:AST W WTP UPGRADE
' HICKORY, NC PACE 10

' As can be seen from the summary above, the influent pump station can overload during
peak influent periods. The City of Hickory has reported three spills to NCDENR since
' May 30, 1998, all of which resulted from influent pump station overloading. The North
' Carolina Division of Water Quality issued a compliance schedule to address hydraulic
capacity problems at the IPS.
In addition to hydraulic deficiencies inherent at the Northeast WWTP, the unit processes
' have not been taken offline for any extended period to perform necessary maintenance
and repairs. The newer treatment train, designed to handle 42% of the flow, is 16 years
old and the oldest treatment train is now over 35 years old. Due to the inability of either
treatment train to handle the entire plant flow, the maintenance and repairs needed are
' virtually impossible to perform in the current arrangement.
The secondary clarifiers have been in continuous operation since they were installed in
1988. The mechanical components of the clarifiers are in need of maintenance and
repair. A similar situation exists for each of the major unit components of the treatment
plant.
Another treatment deficiency exists in the operation of the sludge dewatering system, due
to lack of adequate sludge storage. The only storage available for unthickened sludge is a
small portion (16,000 gallons) of the sludge return pumping station wet well. There is
currently no storage available for thickened sludge. Therefore, the gravity belt thickeners
have to be started each time a tanker truck arrives for loading. Once the truck has been
loaded, the thickeners must be shut down, The cycle of starting and stopping the gravity
belt thickeners is repeated 4 to 6 times daily in order to keep pace with sludge production,
making this a very inefficient process.
2.03 POPULATION AND DP MOGRAPIi1CS
Hickory's Northeast WWTP serves a drainage basin bounded by Lake Hickory on the
north, Springs Road on the east, Highland Avenue on the south, and US 321 on the west.
201 FACILITIES PLAN NORTHEAST W WTP UPGRADE
HICKORY, NC PAGE

A map of the drainage basin and sewer layout is included as Figure 2 in Section 9. The
WWTP provides sewer service to approximately 18,160 people in Catawba County
through 7,235 residential taps. A map of the drainage basin in relation to the planning
area is included as Figure 3 in Section 9.
Census 2000 data was used to determine the total population in the Northeast WWTP
service area. The Census maps were broken into census tracts in an effort to accurately
define the service area population. Figure 4 in Section 9 presents the Census tract
breakdown. The populations for census tracts not fully within the service area boundaries
were estimated based on the approximate percentage of land coverage lying within the
service boundaries. The service area is comprised of all or a portion of nine Census map
tracts. Analysis of Census 2000 data, summarized in Table 3.1, yields a total population
in the service area of 35,180.
2.04 INFLOW AND INFILTRA` ION
Inflow is defined as water discharged into a sewerage system from such sources as, but
not limited to, roof leaders, drains from swamps or springs, manhole covers, cross -
connections from stone sewers, cooling water discharges, surface run-off, and street
wash water. NCDENR's Construction Grants and Loans Section estimates inflow using
flow records following a one -inch rain event. The rain event selectee for the analysis
must be preceded by at least five dry weather days. From January 2002 to December
2003, eight rain events were recorded by the City of Hickory that met these requirements.
These rain events are summarized in Table 2.1 and plant flow charts for these days are
presented in Appendix D.
NCDENR defines excessive inflow as non -industrial peak flows at the WWTP that
exceed 275 gpd per capita served. Based on this criterion, seven of the eight rain events
included in the analysis resulted in excessive inflow_ This finding is not surprising due to
the presence of stormwater in the downtown sewer system. There are two possible
methods for handling the inflow, rehabilitating the downtown sewer system as a whole or
201 FACILITIES PLANE NORTHEAST WWTP UPGRADE
HICKORY, NC PAGE. 12

' installing an equalization basin at the existing wastewater plant to allow for better control
of plant hydraulics.
' The two options have been examined based on an initial construction cost and present
worth analysis. The preliminary cost estimate for the sewer rehabilitation is estimated at
' $1 1.87 million, and the construction cost estimate including contingencies for the
equalization basin is approximately $2.1 million. The operation and maintenance costs
' for the storm drainage system is estimated at $178,700 per year, and the O&M costs for
the equalization basin are cstimatcd at $1 10,000 annually.
TABLE 2.1
ANALYSIS OF INFLOW
Aver .g
A . - / 1
` 1
r
03/02/2002
1.13
5.9
5.7
313.88
06/26/2002
1.21
4.9
4.7
258.81
03/30/2003
1.09
6.1
5.9
324.89
04/ 17/2003
1.10
9.1
8.9
490.09
05/15/2003
1.21
7.1
6.9
379.96
06/15/2003
1.29
6.8
6.6
363.44
09/22/2003
1.08
5.5
5.3
291.85
12/10/2003
1.06
7.5
7.3
401.98
The proposed equalization basin is essentially a biological aeration system with
t additional aeration equipment added to yield a 2.2 MG basin. The installation of this
basin will provide the City of Hickory with the flexibility to eliminate the inflow over an
' extended period of time, while allowing improved treatment of influent wastewater.
201 FACILITIES PLAN ]NORTHEAST W WTP UPGRADE
' H[CKORY, NC PAGE 13

Infiltration, as defined by NCDENR's Construction Grants and Loans Section, is the
average daily flow of the three wettest consecutive months minus the expected flow.
Infiltration greater than 3,000 gallons per day per incli-mile (gpdim) is deemed excessive
by NCDENR. The Northeast WWTP collection system consists of more than 1250 inch -
miles of pipe. The average daily flows and the expected flows for the months of March —
May 2003 are given below.
FLOWS FOR MARCH — MAY 2003
Plant Average...........................................4.45 MGD
Water Billing.............................................3.50 MGD
90% Water Billing.....................................3.15 MGD
85% Water Billing.....................................2.98 MGD
The infiltration based on a 15 percent consumptive loss is calculated as 1,169.15 gpdim,
and 1,030.35 gpdim assuming a 10 percent consumptive loss. The infiltration
experienced in the Northeast WWTP collection system is not excessive as defined by
NCDENR Construction Grants and Loans Section.
2.05 CURREN'r FLOWS
City of Hickory water billing records were analyzed in an attempt to estimate the amount
of sewer system infiltration and also to estimate the cuETent plant flows. From January to
December 2003 Hickory billed residents in the service area for an average of 3.50 MGD.
Assuming a 10% consumptive loss, the expected wastewater flow from residential and
commercial users is 3.15 MGD. In addition to this water billing flows, industries with
permitted wastewater discharges contributed an average of 0.17 MGD for the 2003
calendar year.
Influent flow to any wastewater treatment plant will include some amount of inflow and
infiltration. Using the water billing records supplied by the City of Hickory, average
expected flows and average measured plant flows were calculated for each three month
period throughout the year, From these flow calculations, peak and average infiltration
was calculated. As shown below the total current flow for the Northeast WWTP may be
201 FACILITIES PLAN NORTHFAST W WTP UPGRADE
HICKORY, NC PAGE 14

estimated at 3.97 MGD based on flow records. The average daily plant flow as
calculated in this manner will be used for all future plant projections included in this
document.
CURRENT NORTHEAST WWTP FLOWS (2003)
Average Daily Water Billing ............ 3.50 MGD
................................ .
90% Water Billing............. ... 3.15 MGD
...............................................
Average Permitted Industl-ial.............................................. 0.17 MGD
Infiltration (Peak Tri-Monthly)...........................................1.30 MGD
Infiltration (Average Tri-Monlhl})...................................... 0.65 MGD
Total Average Daily Flow: 3.97 MGD
201 FACILITIES PLAN NORTI IEAST W WTP UPGRADE
HICKORY, NC PAGE 15

3.0 FUTURE SITUATION
3.01 GENERAL
A vital portion of a 201 facilities plan is the projection of the future situation within a
given service area. The following sections outline a twenty-year forecast within the
Northeast WWTP service area, as well as a proposed plan for handling the future growth
within the area.
3.02 POPULATION PROJECTIONS
A twenty-year population projection for the Northeast WWTP service area was
developed in conjunction with the Western Piedmont Council of Governments
(WPCOG). WPCOG personnel developed a population projection for Catawba County,
NC. The WWTP service area was then broken into tracts, as identified by Census 2000
maps, in order to disaggregate the countywide population projection.
In addition to the drainage basin served in Catawba County, approximately 2,500
residents in Alexander County who are currently experiencing problems with their septic
tanks are included in the future service population.
Ratios of current census tract populations to county populations were found for each
census tract within the drainage basin. Populations were projected for each tract by
maintaining identical ratios in relation to the projected county populations supplied by
WPCOG staff. Where a tract was divided by the service boundary, an approximate
percentage of land coverage within the service area was utilized to detennine the service
population of the area. The current and projected 2024 populations arc given in Table
3.1.
201 FACILITIES PLAN NORTH EAsT W WTP UPGRADE
HICKORY,NC PAGE 16

3.03 Ft,ow PROJECTJONs
Anticipated flows in the service area are based on the population projections summarized
' below. The projected flows attempt to account for industrial, residential, and commercial
growth within the service area across the twenty-year planning period.
The initial wastewater flow used in future flow projection is assumed to be 3.97 MGD as
derived in Section 2.05, As outlined by NCDENR, projected residential flows are based
on 70 gpd per capita growth and commercial growth is estimated at 15 gpd per capita
growth. The projected flows developed in this manner are summarized in Table 3.1.
TABLE 3.1
PROJECTED POPULATION
& FLONN'S
Total
..
_s
o
Couhty
q-
' i
111
�a­NAM-Flows
.Population
Catawba County
141,685
199,858
Tract 103.01
4,385
3.095%
6,185
Tract 103.02
5,111
3.607%
7,209
1
Tract 103.03
1,596
2.971 %
2,251
Tract 103.04 (10%)
402
2.840%
568
Tract 104.01
6,272
4.427%
8,847
Tract 104.02
4,995
3.525%
7,046
Tract 105
6,408
4.523%
9,039
Tract 106 (90%)
5,608
2.639%
7,910
Tract 108
403
0 284%
568
Alexander County
2,500
0.18 MGD
Total Drainage Basin
35,180
24.830%
49,625
-4.98 MGD
0.22 MGD_
Total flow forecasted includes residential flow, commercial flow, and a 10% industrial
reserve based on current tows: At the end of the twenty year planning period, the total
201 FACILITIES PLAN NORTHEAST W WTP UPGRADE
' HICKORY, NC PAGE 17

' projected residential and commercial flow within the drainage basin is 5.4 MGD. With a
10% industrial reserve built in the total flow becomes 5.9 MGD. Based on this projection
the plant capacity of 6 MGD will be sufficient to handle the forecasted influent flow for
tthe drainage basin.
1 3.04 PROPOSED DESIGN
' As stated by NCDENR personnel in a letter dated September 1, 2004, Lake Hickory is
showing signs of nutrient enrichment. While this nutrient enrichment is likely attributed
' to non -point source discharges, it is possible the State may regulate point source
dischargers as a way to lower the overall impact. As a result of the information contained
in this letter, the proposed preliminary design for .Hickory's Northeast WWTP upgrades
has been based on possible recommendations by NCDENR for point source dischargers.
Based on the anticipated limits, current plant configuration, and the need to efficiently
Handle inflow at the plant the following design criteria were used for preliminary design
calculations. A site plan for the proposed layout is presented in Figure 5 in Section 9,
and the proposed flow diagram is presented in Figure 6.
1. Flow
Average Daily Flow 6.0 MGD
Leak Hourly Flow 15.0 MGD
2. Influent Parameters
BOD
265 mg/l
TSS
320 mg/l
TKN
35 mg/l
3. Effluent Parameters
BOD 10 mg/1
TSS 15 mg/1
NH3-N (Future) 1.0 mg/l
4. Influent Pumping Station
201 FACILITIES PLAN NORTHEAST W WTP UPGRADE
HICKORY, NC PAGE 1$

a)
Number of Pumps
3
b)
Capacity per Pump
6 MGD a 100' TDH
c)
Rated Capacity
12 MGD @ 100' TDH
d)
Motor
150 HP
e)
Speed
Variable
f1
Mechanical Bar Screen
• Number
1 New, 1 Existing
• Type
Step
+ Screen Openings
1/4-Inch
• Channel Width
4'-6"
• Screenings Compactor
Yes
g)
Flow Metering :
Sonic
5. Mechanical Bar Screen at WWTP
a)
Type
Climber
b)
Number
2
c)
Capacity/Unit
15 MGD
d)
Screen Openings
1/4-Inch
e.)
Screen Width
6. Grit Chamber
a)
Type
Aerated
b)
Number
2
c)
Capacity of Each Unit
15 MGD
7. Equalization
Basin
a)
Type
Carrousel Oxidation System
b)
Number
1
c)
Basin Volume
2.22 MGD
8. Aeration
a)
Type
Carrousel Oxidation System
b)
Number
2
c)
Basin Volume
2 @ 3 MGD = 6 MGD
d)
SRT
14 Days
e)
MLSS
4,000 mg/1
0
Waste Activated Sludge
15,886 Lbs. TSS/Day
g)
Aerators/Basin
• Type
Low Speed, Dual impeller
201 FACILITIES PLAN NORTHEAST WWTP UPGRADE
1•1ICxoRv, NC PAGE 19

• Nameplate HP
2 cr 200 = 400
• Brake HP
2 a 1 15 230
• Number
2
• Motor Speed
Two -Speed
9. Final Clarifiers
a)
Number
2
b)
Diameter
100,
c)
Side Water Depth
14'
d)
Overflow Rate :
Average Flow - 317 gpd/SF
Peak Flow - 990 gpd/SP
e)
Solids Loading Rate
Average Flow - 21.1 Lbs./Day/SF
Perak Flow - 289.9 Lbs./Day/SF
f)
Mechanism
Spiral Blade
g)
Concentration of Underflow
1.5%
10. Sludge Return Pumps
a)
Number
3
b)
Type
Cavity Progressing
c)
Capacity/Unit
6 MGD
d)
Motor Speed
Variable
11. Chlorination
a)
Chemical (Liquid) :
On -Site Generation of
Sodium HypochIorite
b)
Number of Units
1
c)
Size for
450 ppd Chlorine Equivalent
d)
Brine Maker
40 Tons
e)
Product Storage Tank
2 cr 7,500 Gallons
f)
Backup System
Commercial Sodium Hypochlorite
@ 12% Concentration
12. Dechlorination
a)
Chemical (Liquid)
Sodium Bisulfite (SBS)
b)
Type
Commercial a 30% Concentration
c)
Design Requirement
1.6 mg/l SBS to Remove 1.0 mg/l
Chlorine Residual
d)
Size for
240 ppd SBS
100 gpd SBS.@ 30%
e)
Storage Provided
30 Days
f)
Bulk Tank
3,000 Gallons
g)
Automatic Control System
ORP
201 FACILITIES PLAN NOR'nn-AST WWTP UPGRADE
HICKORY, NC PAGE 20

13. Sludge Storaue
a) Waste Activated Sludge
• Number of Tanks
2
• Diameter
80,
• Depth
24'
Volume
2 u 0.90 MG
• Decant Levels
3
• Aeration
Coarse Bubble Diffusers
b) Thickened Sludge
• Number of Tanks
i
• Diameter
60'
• Depth
20'
• Volume
0.422 MG
• Aeration :
Coarse Bubble Diffusers
14. Sludge Thickenin
a)
Type
Rotary Drum Thickener
b)
Number of Units
2
c)
Size :
100 gpm
d)
Solids Concentration
5% to 6%
c)
Polymer
5 l.bs./Ton Dry Solids
f)
Solids Capture
95%
g)
Backwash Pumps
2 @ 50 gpm a 90 psi
h)
Sludge Transfer Pumps
• Number
2
• Capacity/Pump
200 gpm
• Type
Progressing Cavity
• Speed
Variable
15. Post Aeration
a) Hydraulic Detention Time Average Flow - 5 Minutes
Peak Flow - 2.5 Minutes
b) Aeration Type Coarse Bubble Diffusers
201 FACILITIES PLAN NORTHEAST WWTP UPGRADE
HICKORY, NC PAGE 21

' 4.0 ALTERNATIVES
' 4.01 GENERAL
' The WWTP is currently experiencing problems with hydraulic overloading due to
infiltration/inflow, as well as inefficiencies in sludge dewatering process. Also, many of
the treatment plant components are old and need to be replaced. These problems, if left
unaddressed, may affect the quality of the area waterways and be potentially hannfitl to
' the health of residents in the surrounding area.
' Preliminary planning to address the current deficiencies at the Northeast WWTP included
evaluation of several alternatives. The alternatives included taking no action, optimizing
the operation of the existing facilities, land -applying wastewater, rehabilitating
downtown sewers, designing/constructing a regional wastewater treatment plant,
implementing a complete water reuse system, and upgrading the current treatment
facility. The analyses are summarized below.
1
4.02 AurERNATlvE 1- No ACrtON
1
The Northeast WWTP currently receives an average influent flow of 3.97 MGD, or 66%
' of the design plant capacity. However following periods of significant rains, the
calculated peak flows reach 15 MGD.
The current plant configuration cannot efficiently handle this flow. The lack of sufficient
' hydraulic capacity throughout the plant has resulted in five (5) notices of NPDES Pcrmit
non-compliance issued by NCDENR over the past five years. Following significant rain
events, the influent pump station hydraulically overloads the secondary clarifiers, causing
washout of solids. If allowed to continue, the quality of recreational water in and around
Lake Hickory could be affected.
201 FACILITIES PLAN NORTHEAST W WTP UPGRADE
HICKORY, NC PAGE??

In addition to the overloading of secondary clarifiers, the Northeast Plant influent pump
station hydraulically overloads during extended rain events. The peak capacity of pump
stations and gravity sewer lines received by the influent pump station is 10.4 MGD, while
the pump station capacity is 4.7 MGD. The pump station is unable to handle these flows
for extended periods. This inadequacy has resulted in a compliance schedule being
issued for the City's collection system permit. The City of Hickory requested an
extension in the compliance schedule on June 27, 2005 so the necessary pump station
modifications can be completed as a portion of an overall plant upgrade project_
Plant equipment is also in need of repairs that cannot be completed because neither
treatment train is able to adequately handle the entire plant flow. Some plant components
have been in place since the expansion in 1988, while other components have been in
operation for over 35 years. Many of these components are in need of replacement. Due
to the current condition of the Northeast WWTP, taking no action is not a feasible
alternative.
4.03 ALTERNATIVE 2 —OPTIMIZING OPERATION OF EXISTING FAC1LTr1ES
Due to the many inadequacies of plant processes to handle the hydraulic capacity
entering the plant, the optimization of plant operations would have very little impact on
the NPDES violations experienced at Hickory's Northeast WWTP. Furthennorc, some
equipment in use at the plant has been in place for over 35 years, and is need of
replacement. 'In addition to these limitations, the current treatment processes are
inadequate in their ability to provide the level of treatment that may be required to meet
future NPDES permit limits. Therefore, this alternative may be eliminated as a viable
alternative.
4.04 AI TERNATIvE 3 — LAND APPLICATION
Analysis of land application of wastewater as a practical alternative included three
application processes: rapid infiltration into soils, slow rate processes, and overland flow.
201 FACILITIES PLAN Noin,iJEASr WWTP UPGRADE
H ICKORY, NC PAGE 23

The use of a rapid infiltration system would require the presence of rapidly permeable
soils. The prevailing soils in the area surrounding; the existing WWTP are characterized
by moderate or slow permeability, therefore rapid infiltration was eliminated as an
option.
Likewise, according to the United States Environmental Protection Agency (USEPA)
manual, Cast of Lund Treatment Svstem.s, an overland flow system should be comprised
of soils with slopes of 2-8%. The areas feasible to utilize a land treatment system consist
of slopes predominantly greater than 8%, therefore an overland flow operation was also
eliminated from consideration.
Based on these preliminary evaluations the option of a slow rate process was chosen for
further analysis. The land application cost analysis assumed the following conditions
could be met: (1) Adequate land is available to handle an average flow of 6 MGD and (2)
Secondary treatment of wastewater prior to land application.
The aforementioned USEPA manual was used as a reference for cost estimation. Based
on Figure 7 on page 23 of the EPA manual approximately 1,400 acres of contiguous land
would be needed in order to land apply the treated effluent, provide adequate buffers, and
provide storage ponds. Contiguous land tracts of this magnitude are.not readily available
in the area surrounding the WWTP.
Neglecting the lack of adequate land, the cost analysis was performed assuming a land
cost of $5,000 per acre in order to examine the financial feasibility of land application.
All other monetary values of land applying the treated wastewater were taken from
Section 3 of Cost of Land Treatment Svstem.s manual. Costs were adjusted to account for
price changes from 1980 to 2004.
Design assumptions made to perform the land application cost analysis included: (1) Two
miles of 24-inch pipe would be required to transport treated effluent to the land
application site, (2) Adequate storage for two weeks of treated effluent, (3) A solid set
201 FACILITIES LAN NOItTIdEAST W WTP UPGRADE
H ICKORv. NC PAGE 24

sprinkling system would be used to land apply treated effluent, (4) A nonoperating time
of weeks is used for area of land, and (5) The design application rates are 0.2 inches per
hour and 1.5 inches per week per acre.
Secondary treatment of wastewater is necessary for land application; therefore, the use of
a land application process would still require plant upgrades in order to provide sufficient
treatment. It is assumed that the best alternative for upgrading the WWTP is identical to
the plan developed in Alternative 7. Based on the above assumptions, total capital costs
for land application, including construction and design was estimated at nearly
$44,000,000, The operation and maintenance costs for a Iand application facility,
including the secondary WWTP, were estimated to be approximately $2,400,000 per
year.
As a result of the large cost to land apply secondary treated wastewater and the lack of
sufficient land in the surrounding area; land application is not a feasible alternative.
4.05 ALTERNATIVE 4— DOWNTOWN SEWER SYSTEM CONSTRUCTION
The City of Hickory's downtown area currently utilizes a sewer system receiving
stormwater, which introduces large amounts of inflow into the waste stream during
periods of rain. The downtown sewer system consists of both roof drains and storm
drains emptying directly into sewers. Portions of the downtown sewer system have been
in place in excess of 100 years. Therefore there are also deficiencies in the sewer system
that increase the amount of inflow entering the system.
An alternative to treating the stonnwater as if it was wastewater is to eliminate the
introduction of the stonnwater into the waste stream. This would require the removal of
all roof and stone drains discharging directly to sewage lines.
An additional stormwater system would need to be installed in order to properly drain
stornwater. This would include design of the system, installation of the stone drain
201 FACII-ITIFS PLAN NORTHEAST WWTP UPGRADE
HICKORY, NC PAGE 25

lines, owner compensation, and replacement/repaving of any roads or sidewalks damaged
during installation. A preliminary cost estimate for this work is outlined in Appendix C.
According to City of Hickory personnel the approximate area of the downtown sewer
system is a 5 block by 5 block area. The estimated construction cost of a separate sewer
system in the downtown area is approximately $11,870,000. Assuming operation and
maintenance to be 1.5% of the total construction costs, the annual costs are
approximately $178,000 per year. This cost estimate includes only removal of
stormwater from the sewer system and does not address the need for plant rehabilitation
to replace processes that have been in operation for more than 15 years.
It is assumed that the cost estimate. for upgrading plant equipment would be similar in
capital costs as those outlined in Alternative 7, with the elimination of the equalization
basin. The cost estimate presented in Appendix C includes the additional costs. The
overall cost of constructing; a downtown sewer system and ensuring reliable treatment at
the plant is estimated at approximately $33,720,000, Operation and maintenance costs
for the associated project are estimated at $1,015,000.
As a result of the downtown sewer system being; located in a congested business area, the
complications of implementing a construction plan in the area must be considered.
Construction of a new stormwater system in the downtown area would require rerouting
of traffic and demolition of sidewalks throughout the area, thereby potentially crippling;
business owners in the thriving business districts.
Apart from the monetary damage to downtown business owners, the construction of a
separate sewer system in the downtown area would include numerous complications.
The cooperation of property owners in the area would be required to effectively eliminate
all roof drains entering the downtown sewer system.
Also, the majority of public utility lines in this area are underground, which would
require extreme caution to be implemented during planning; and construction to ensure
gal FACILITIES PLAN NORTHEAST WWTP UPGRADE
HICKORY, NC PAGE 26

that lines are either circumvented or rerouted. Extensive surveying; would be required to
determine the actual areas of the downtown sewer system.
Based on extensive costs, disruptions to business owners in the area, and complications
with installation; construction of a separate sewer system is not an attractive alternative
' for residents in the Northeast WWTP drainage area.
4.06 ALTERNATIVE 5— REGIONAL WASTENVATER TREATMENT FACILITY
' The City of Hickory is divided into three distinct drainage areas: Lake Hickory, Henry
Fork, and Clark Creek basins. The Northeast WWTP is the sole provider of wastewater
' treatment in the Lake Hickory drainage area, thereby essentially establishing the plant as
a regional wastewater treatment facility for the drainage basin. In order to establish a true
' regional WWTP serving multiple drainage basins, an existing facility site would have to
be abandoned. The alternative of a regional WWTP was examined as a portion of the
' 201 Facilities Planning Study for the Hickory -Newton Complex as submitted to the
Western Piedmont Council of Government in 1980. The alternatives analysis in the
' referenced study concluded that the use of a regional WWTP was not economically
advantageous.
The most likely scenario for implementation of a regional WWTP would eliminate the
Northeast WWTP. Construction of the regional WWTP would have to be completed at
the Henry Fork site due to the lack of adequate space at the Northeast WWTP. In order
for this to happen approximately 59,000 if of 42-inch force main would have to be
installed. The topography of the region would place in excess of 150' of static head on
pumping wastewater from the Lake Hickory Drainage Basin to the Henry Fork Drainage
Basin. The installation of multiple pump stations capable of transporting wastewater in
these conditions would be financially prohibitive. In addition to the long pipe runs and
the high static head that must be overcome the force main would have to pass through
congested areas of the City. This would make the securing of right of ways for the large
force main much more difficult. Additionally, A regional WWTP at the Henry Fork
201 FACILITIES PLAN NORTHEAST W WTP UPGRADE
HICKORY, NC PAGE 27

WWTP would require plant construction costs similar to an upgrade of the Northeast
WWTP.
In addition to the financial difficulties relating to the implementation of a regional
WWTP, the elimination of one of the City's treatment plants would increase the
environmental impacts to the area. The waste loadings seen by either the Henry Fork
River or Lake Hickory would increase drastically due to the increase in wastewater flow.
Also, by concentrating the waste treatment into one facility a previously undisturbed area
would have- to be disturbed to provide adequate treatment capacity. Additionally,
incorporation of 11 miles of new force main would likely impact wetlands, forest
resources, soil, topography, and water resources to a much greater extent than upgrading
the existing facility. The associated construction could also potentially impact prime
agricultural lands, archaeological areas, and scenic or recreational lands.
Based on the financial, technical, and environmental drawbacks to instituting a regional
wastewater treatment facility in place of the existing facilities, and the findings of the 201
Facilities Planning Study for the Hickory -Newton Complex submitted in 1980, this
alternative is not considered a reasonable alternative and therefore a detailed present
worth analysis was not performed for the alternative.
4.07 ALTERNATIVE 6 — WATER REUSE SYSTEM
The largest industry discharging to the Hickory Northeast Wastewater Treatment Plant is
Hickory Dyeing and Winding who contributes approximately 0.054 MGD of wastewater
to the facility. There are no facilities with a process water demand significant enough to
reuse the amount of inflow currently seen at the Northeast WWTP. Also this option
would not address the treatment processes at the treatment plant. Therefore, reuse of
treated wastewater is not a viable option.
201 FACILITIES PLAN NORTHEAST WWTP UPGRADE
HICKORY, NC PAGE 28

4.08 ALTERNATIVE 7—NORTHEAST PLANT UPGRADE
The final alternative evaluated was to upgrade the City of Hickory's existing Northeast
WWTP, including the installation of an equalization basin to handle inflow. Preliminary
design calculations were performed in an effort to establish a cost basis for analysis. The
proposed project entails significant renovations and the installation of a 2.2 MG
equalization basin on the site of the Northeast WWTP. The design upgrades and
modifications included in this analysis are outlined in this section.
In an effirt to reduce the volume of extraneous inflow received at the WWTP, the City of
Hickory plans to implement an aggressive inflow identification program consisting of the
following measures. Data for wet weather versus dry weather flows will be maintained
and analyzed to isolate problem areas within the system. Following the identification of
problem areas; visual inspection of manholes during periods of wet weather will be used
to identify deficient manholes and sewer lines. The deficient manholes will be
rehabilitated as needed. The City will also use television of lines to identify sewers with
high levels of inflow. Any deficient manholes or lines will be rehabilitated or replaced as
necessary. These lines will be evaluated as to impact and placed on the Capital
Improvement Plan for rehabilitation or replacement as necessary.
The construction of three (3) 3 MGD biological aeration wastewater treatment systems
within the current WWTP property boundaries is proposed. Each.reactor was sized to be
230 feet long by 64 feet wide with a sidewall depth of 23 feet. After installation of all
plant processes and upgrades, one extended aeration basin will be converted to a 2.2 MG
equalization basin to handle system inflow.
The first extended aeration reactor would be erected south of an existing primary clarifier
and aeration basin in order to allow continuous operation of the plant. After placing this
unit online, the existing aeration basin and primary clarifier would be demolished in order
to make room for the remaining reactors.
201 FACILITIES PLAN NORTHEAST WWTP UPGRADE
HICKORY, NC PAGE 29

A new headworks facility would be constructed and contained in a single story brick
masonry building with a concrete foundation and an area of 1,800 square feet. This
facility would contain a. once -through Odor Control Scrubber manufactured of High
Density Cross -linked Polyethylene, which would replace the existing Pepeon odor
control system. The Odor Control Scrubber would be installed in order to prohibit excess
odor from affecting residential areas surrounding the WWTP.
The existing influent pump station would be upgraded to eliminate the overloading
during significant rain events. The pump station would be upgraded to have a rated
capacity of 12 MGD.
After construction of the extended aeration reactors, the remaining aeration basin,
primary clarifier and the single stage anaerobic digester at the existing plant would be
demolished and removed in order to allow space to construct two (2) new final clarifiers
of 100' diameters and a waste activated sludge (WAS) storage tank with a diameter of 80
feet.
Following construction of one WAS storage tank, the onsite CRP digester and secondary
containment would be demolished and removed. The demolition and removal would
allow roam for construction of an additional waste activated sludge storage tank with a
diameter of 80 feet.
The existing gravity belt thickeners would be removed and replaced by new rotating
drum thickeners capable of thickening the waste activated sludge from a 12 MGD
oxidation ditch. A separate thickened sludge holding tank would be constructed on -site
with a diameter of 60 feet. The thickened sludge holding tank would allow for more
economical operation of the thickening system than the current practice of only operating
long enough to fill a single tanker truck.
The WWTP chlorine contact chamber would also need to be enlarged from 55-feet long
by 50-feet wide to 1 10-feet long by 504cet wide in order to provide adequate contact
201 FACILITIES PLAN NORTHEAST W W'I'P UPGRADE
HICKORY. NC PAG1.30

time. Existing gaseous chlorine and sulfur dioxide equipment would be removed and
replaced by onsite generation of liquid sodium hypochlorite and sodium bisulfite in
chlorination and dechlorination applications.` Adequate aeration equipment will be
included to ensure the effluent dissolved oxygen limits are met.
Influent piping around the plant would be upgraded to include approximately 700 linear
feet of 18-inch force main that would parallel an existing 14-inch force main. In
addition, approximately 400 linear feet of 30-inch force main and approximately 300
linear feet of 42-inch gravity sewers would be placed within the WWTP boundaries.
Approximately 500 linear feet of 30-inch gravity sewers would nearly parallel existing
gravity sewer lines entering the WWTP. The combined length of influent piping is
approximately 1,900 linear feet or approximately 0.4 miles of pipe. Additionally,
approximately 2,000 linear feet of 42-inch gravity sewer will be installed for discharge of
treated effluent to Lake Hickory.
The construction of a maintenance building on the existing WWTP site will be included
as a portion of the proposed project. The maintenance building would be a single story
building of approximately 1,900 square feet.
The proposed project would also include the construction of an administration building
and a laboratory building. The original plans proposed construction of these buildings
adjacent to the WWTP south of Falling Creek; however, after the collection of additional
information the proposed buildings will be constructed on the existing WWTP site. The
administration building would have a floor plan of approximately 4,100 square feet, and
the laboratory building would require floor space of roughly 3,000 square feet. Both
buildings would be single story buildings.
The total footprint for the proposed project would be approximately 135,000 square feet,
and will comprise less than 5 acres. The construction and demolition associated with the
proposed project would take place within the boundaries of the current Hickory NE
WWTP property or in the area of existing influent pump station. This is an area of
201 FACILITIES PLAN Nop'nIEAST WWTP UPGRADE
HICKORY, NC PAGE 31

approximately 10 acres. The disturbance of no more than 3 acres would be necessary to
allow construction of the laboratory and administration buildings on the W WTP site.
The construction costs, including engineering fees, for the proposed project as outlined
above are estimated to be $22.9 million. Operation and maintenance costs for the
associated project are estimated to be $1,125,000 million.
4.09 ALTERNATIVE RANKING
Composite alternative rankings were performed based on cost and environmental effects.
Table 4.1 below summarizes the composite rankings assigned to each alternative. In the
rankings used, possible values ranged from 1 to 5 with 1 representing the most desirable
alternative. When more than one alternative appear to have similar rankings, the scores
so reflect.
201 FACILITIES PLAN NORTHEAST W WTP UPGRADE
1-1ICKORY, NC PAGE 32

TA131.E 4.1
Alternative Rankings
Evaln ion Factor
Monetary Cost
Factor
0.15
Rank Val
1 0.15
I
3 0,45
I 1
2 0.3
Reliability
0,2
1
0.2
1
0.2
1
0.2
Energy Use
0.05
2
0.1
3
0.15
1
0.05
Iniplementability
0.1
1
0.1
3
0.3
4
0.4
Contribution to WQO
0.3
1
0.3
1
0.3
1
0.3
Environmental Impacts
Topography
0:005
1
0.005
2
0.01
1
0.005
Soils
0.005
1
0.005
2
0.01
1
0.005
Land Use
0.005
1
0.005
2
0.01
1
0.005
Wetlands
0.005
1
0.005
1
0.005
1
0.005
Agricultural
Lands
0.005
1
0.005
2
0.01
1
0,005
Public Lands
0.005
1
0.005
1
0.005
1
0,005
Historical Areas
0.005
1
0.005
1
0.005
1
0.005
Air Quality
0.14
1
0.14
1
0.14
1
0.14
Noise Levels
0.005
1
0.005
1
0.005
1
0.005
Water Resources
0.01
2
0.02
1
0.01
2
0.02
Forest Resources
0.005
1
0.005
1
0.005
1
0.005
Fish and Wildlife
0.005
2
0.01
1
0.005
2
0.01
TOTAL RANKING
1
1,065
M
1.62
jM
1.465
1 4.10 RECOMMENDA'rIONS
' Based on the alternative analysis outlined above, it is recommended that the best
alternative to handle plant inflow and process limitations at the Northeast Plant be
' through upgrade and modification of the existing plant with the addition of an
equalization basin.
201 FACILITIES PLAN NORTHEAST WWTP UPGRADE
HICKORY, NC PAGE 33

1 5.0 PRESENT WORTI1 ANALYSIS
5.01 GENERAL
' The primary tool employed in evaluating alternatives is present worth value, which is an
alternative's capital cost plus annual operation and maintenance (O&M) cost, and salvage
' value converted to present day dollars. The capital cost estimates include cost for
contractor mobilization, structures, mechanical equipment, piping, site work, buildings,
' electrical work, instrumentation, construction contingencies, and technical services.
Land is assumed to retain its value. Operation and Maintenance costs include both fixed
' and variable items including labor, power, chemical, supplies, and equipment repairs.
Capital costs presented in this report are preliminary and arc based upon information
currently available. The cost estimates were developed from a variety of sources
' including equipment manufactures, contractors, in-house calculations, and published
CPA cost data. They are intended to be used for comparative purposes only and may not
' represent the actual costs for the facilities proposed. Actual costs will be influenced by
final site conditions, regulatory requirements, detailed engineering design, market
' conditions at the time of bidding for construction services, inflation, time constraints, and
other factors outside the scope of this analysis.
The discount rate used in the present worth cost analysis was 5.625 percent.
5.02 ALTERNATIVE COST SUMMARY
Presented in Table 5.1 is a summary of the estimated probable cost of capital, annual
O&M, salvage value, and present worth value for each of the three viable alternatives.
Salvage values were calculated using straight line depreciation for all items over the
following useful life spans: equipment — 20 years, collector sewers — 40 years, pumps and
force main 20 years, and structures — 50 years. At the end of the useful life span the
201 FACILITIES PLAN NORTHEAST W WTP UPGRADE
HICKORY, NC PAGE34

salvage value was assumed to be $0. Present worth analysis was conducted over the 20
year planning period. The land purchased for the land application is assumed to retain its
value, which is represented in the land application salvage value.
Based on the information presented in Table 5.1, upgrading the existing Northeast
WWTP and maintaining; the existing effluent discharge into Lake Hickory is the most
economical choice.
TABLE 5.1
ALTERNATIVE COST SUMMARY
f
iM IN
Upgrade Northeast WWTP
wI 6 MGD Discharge to Lake
$22,898,278
$1,125,000
$3,298,980
$22,898,278
$1,125,000
$3,298,980
Hickory
$35,099,933
Upgrade Northeast WWTP wl
$22,568,073
$1,125,000
6 MGD Effluent to Land
$21,153,396
$1,277,736
$ l 0,148,980
$43,721,469
$2,402,736
$10,148,980
Application
$68,742,698
Upgrade Northeast WWTP
$20,525,636
6 MGD Discharge to Lake
$13, 197,483
$1,015,000
$6,816,733
$33,723,119
$1,015,000
$6,816,733
Hickory & Rehabilitate
$43,446,339
Downtown Sewer System
Discount Rate = 5.625%
Term = 20 years
201 FACILITIES PLAN NoR'rIIFAST W W'1'P UPGRADE
HICKORY, NC PAGE 35

6.0 USER CHARGES AND FINANCIAL CAPABILITY
6.01 GENERAL
An opinion of probable cost has been prepared in order to establish user charges based on
construction costs and the associated debt services on the State Revolving Loan. The
opinion of probable cost is outlined below, and provided in detail in Appendix C.
The cost estimate for upgrades at the existing plant Was $22,898,278 in total costs and
$1,125,000 per year for operation and maintenance. Assuming the City of Hickory is
able to obtain a State Revolving Loan for $15 million at 4% for 20 years and a traditional
bank loan for the remaining $7,898,278:
Construction Costs $18,723,346
Contingencies $1,872,335
Engineering Design $1,235,741
Engineering Construction $617,870
Closing Fee $448,986
TOTAL $22,898,278
Revolving Loan First Year Principal $750,000
Revolving Loan First Year Interest $600,000
Bank Loan First Year Principal $394,914
Bank Loan First Year Interest $394,914
Annual O&M Costs $1,125,000
TOTAL ANNUAL COSTS $3,264,828
201 FACILITIES PLAN NORTIIEAST WWTP UPGRADE
HICKORY, NC PAGF 36

' 6.02 USER CHARGES
' Based on Census 2000 data, the median household income in Catawba County in 1999
was $40,356. The current charges for Northeast WWTP users are approximately $4.06
' per thousand gallons within the city limits, and $5.97 per thousand gallons outside city
limits. For the typical residential customer living outside of city limits this translates to
' $358.20 per year ($29.85 monthly), or 0.89% of the median household income, based on
' a usage of 5,000 gallons per month.
' User charges following project implementation are based on the project's first year
billable flow and the first year of the SRF loan repayment. The total first year of loan
' repayment based on an interest rate of' 4.0% t6r $15,000,000 and another loan of
$7,898,278 at 5% interest is calculated to $2,139,828. The operation and maintenance
' associated with the plant is estimated at $1,125,000 annually.
The current average flow, 3.97 MGD, at the Northeast WWTP is used for the project's
' first year billable flow. Based on these figures the increase in cost per thousand gallons is
estimated at $2.25 ($1 1.25 increase monthly at 5,000 gallons per month). Therefore the
adjusted sewer charges for a typical residential user living outside the city will increase
$ 135.00 per year. This represents 0.33% of the median household income in Catawba
County.
The total user charges for the typical user outside the city are expected to be
approximately $493.20 ($41.10 monthly for 5,000 gallons @ $8.22 per thousand
gallons), or 1.22% of the median household income for Catawba County, North Carolina.
The total user charges for the typical user within the city are expected to be
approximately $378.60 ($31.55 monthly for 5,000 gallons @ $6.31 per thousand
gallons), or 0.94% of the median household income for Catawba County, North Carolina.
Therefore the financial impact on the area residents should not be overly burdensome.
201 FACILITIES PLAN NORTHEAST WWTP UPGRADE
HICKORY, NC PAGE 37

7.0 PUBLIC PARTICIPATION
7.01 GENERAL,
Public participation is an integral part of any 201 plan. Public hearings will be held to
allow the public to comment oil the proposed plan. The hearings will be scheduled after
the initial 201 Facilities Plan review period.
201 FACILITIES PLAN NORTHEAST W WTP UPGRADE
HICKORY, NC PAGE 38

8.0 REFERENCES
1) Combined Seater- Ove4low Technology Fact Sheet. EPA-832-F-99-035. United States
Environmental Protection Agency. September 1999.
2) Reed, C.S. et al. Cost «f Land TI-eatment Systems. EPA-43019-75-003. United States
Environmental Protection Agcney. September 1979.
201 FACILITIES PLAN [NORTHEAST W WTP UPGRADE
HICKORY, NC PACE 39

9.0 FIGURES
Figure 1 — Current Flow Diagram................................................................... 41
Figure 2 — Drainage Basin.............................................................................. 42
Figure 3 — Planning Area................................................................................43
Figure 4 — Census Maps.................................................................................. 44
Figure 5— Proposed Site Layout ........................
Figure 6 — Proposed Flow Diagram................................................................ 46
Figure 7 — Downtown Sewer System Layout ................................................. 47
201 FACILrrIES PLAN NORTHEAST WWIT UPGRADE
HICKORY, NC PAGE 40

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10.0 APPENDIX
A. Speculative Limits
B. Current NPDES Permit
C. Opinion of Probable Costs
D. Flow Charts During Significant Rain Events
E. City of Hickory Sewer Use Ordinance
F. City of Hickory Sewage Spill Records
G. Design Calculations
H. Sludge Production Calculations
1. System -Wide Wastewater Collection System Permit
J. Correspondence
201 FACILITIES PLAN NORTHEAST WWTP UPGRADE
HICKORY, NC PAGE 50

APPENDIx A
SPECULATIVE LIMITS

�O
y
i Michael F. Easley, Governor
State of North Carolina
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
d.0 - -=_ - --- Alan W. Klimek, P.E., Director
Division of Water Quality
September 1, 2004
■ Mr. Johnathan P- Hunt
HSMM
I81 East Evans Street, Suite 23 BTC-105
Florence, South Carolina 29506
Subject: Speculative Limits
City of Hickory/ Hickory Northeast WWTP
NPDES Permit NCO020401
Catawba County
Dear Mr. Hunt:
This letter is in response to a request for speculative effluent limits for the potential
expansion of the Hickory Northeast wastewater treatment plant. Your letter dated April 22, 2004
indicated a potential expansion of the Hickory Northeast plant from 6 MGD to 9 MGD with
discharge into Lake Hickory in the Catawba River Basin.
Environrrierital Assessments of New Projects and Expansions
Any entity proposing to construct new or expanded wastewater treatment facilities using
' public funds or public (state) lands must first prepare an environmental assessment (EA) when
wastewater expansions equal or exceed 0.5 MGD. Please contact the Division's State
Environmental Policy Act (SEPA) coordinator, currently Alex Marks, at (919) 733 - 5083, ext. 555
for further information on EA requirements. DWQ will not accept a permit application for a
project requiring an environmental assessment until the Division has approved the EA and sent a
Finding of No Significant Impact (FONSI) to the state Clearinghouse for review and comment.
Engineering Alternatives Analysis (EAA)
In accordance with the North Carolina General Statutes, the most practicable wastewater
treatment and disposal alternative with the least adverse impact on the environment is required to
be implemented with any expansion- Therefore, a detailed engineering alternatives analysis (EAA)
must be prepared. The NPDES Unit requires the EAA as part of the Environmental Assessment. The
EAA must justify requested flows and provide an analysis of potential wastewater treatment
alternatives. Alternatives to a surface water discharge. such as a spray/drip irrigation.
wastewater reuse, or inflow/infiltration reduction, are considered to be environmentally
preferable. Permit applications for new or expanding flow will be returned as incomplete if all EAA
requirements are not adequately addressed. You may also wish to refer to the NPDES Unit
website for more information regarding requests for expansion,
http://h2o.enr.state.jic.us/NPDES/.
Speculafive Effluent Limits
Based on the available information, limits for the proposed discharge of 9MGD flow into
Lake Hickory cannot be given at this time. AIthough the lake is not currently listed as impaired,
historic monitoring data has indicated elevated dissolved oxygen and pH values, which suggest the
possibility of algal blooms (a condition of nutrient enrichment). As part of its FERC relicensing,
Duke Energy is developing an extensive dissolved oxygen/nutrient response model for the chain
lakes along the Catawba. This model should he completed towards the end of 2005. In addition
to this model, USGS developed a CQUAL W2 model in the early 1990's.
North Carolina Division of Water Quality [phone]
1617 Mail Service Center FAX [phone]
Raleigh, North Carolina 27699-1617 On the Internet at ht1p://h2o.enr.state.nc.u5/

Mr. Hunt '
Page 2
The Division of Water Quality recommends that the City and its consultants contact USGS
and Duke Energy to determine if the framework of these models may be used to assess the impact
of an expanded discharge into Lake Hickory. It may be possible for Hickory to use the framework
of the USGS model, along with more recent data, to evaluate the localized impact of the discharge
to the lake. You or the City may wish to contact Brian Jacobsen, Environmental Modeler,
Modeling and TMDL Unit, at (919) 733 - 5083, ext. 552, for more information regarding the types
of models and potential uses. The Division also suggests that a dilution model be developed for
the expanded flow. This will determine the dilution of the discharge, which in turn will help
determine potential toxicant limits and whole effluent toxicity testing dilution.
If you have any questions about the information presented in this letter, feel free to Contact
Ms. Susan A. Wilson at [phone], extension 510.
Sincerely, "W
/
David A. Goodrich, Supervisor
Point Source Branch
Surface Water Quality Section
cc: Winston-Salem Regional Office/ WQS
Alex Marks, SEPA Coordinator
Brian Jacobsen, TMDL Unit
Central Files
NPDES Unit Files
Mr. B. Gary McGee City of Hickory
P.O. Box 398
Hickory, NC 28603

APPENDIx B
CURRENT NPDES
PERMIT LIMITS

. REEL 'Y
Where B�rsiness and Pleasure Grow Together
October 7, 2005
Ms. Jackie Nowell
NCDENR / DWQ / NPDES Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Re. Comments to Draft NPDES Permit
City of I Iick.ory-Northeast W WTP (NPDES 4 NC0020401)
Hickory, NC
Dear Ms. Nowell:
! (Jfr
/V k
R.FCFTVEID _.
OCT 2 0 2005
BY:
The City of Hickory has reviewed the. draft NPDES permit for the Northeast W-WTP (NPDES #
NC0020401) and we believe several items require addressing prior to proceeding to finalize it.
The following lists these items along with the City's proposal for how to address each.
1. Part I. Section A, (L) EFFLUENT LIMITATIONS AND MONITORING
REQUIREMENTS.
Based on our review of the reasonable potential spreadsheet and the derived permit
limits, the daily maximum and weekly average concentrations for both total cyanide
and total nickel are reversed. During the telephone conversation on September 30,
2005 between the City's engineer, Mr. Jonathan Hunt -� ith I-ISMIVI, and NCDENR,
you concurred with this. The table should be revised to reflect a weekly average of
22 µg/L and a daily maximum of 38 µg/L for total cyanide. Likewise, the table
should be revised to reflect a weekly average of 261 µg/L and a daily maximum of
656 µg/L for total Mickel.
GREATER
METRO

Ms. Jackie Nowell
October 7, 2005
Page Two
2. Part 1. Section A. (L) EFFLUENT LIIVIITATIONS AND MONITORING
REQUIREMENTS and Part I. Section A. (3). TOTAL RESIDUAL CHLORINE.
The Northeast WWTP currently uses gaseous chlorine for disinfection and sulfur
dioxide for deehlorination. In order for the WWTP to meet the specified limit of 28
' µg/L, it will be necessary for the WWTP to significantly expand its deehlorination
system and storage area. Plant operators indicate that ton cylinders will be required
along with new, larger delivery lines, valves and headers. Since there is limited space
in the existing deehlorination chemical storage area, a new storage area for the ton
cylinders will also be required- Since a complete and total renovation of the existing
facility is currently under design, which will include onsite generation of sodium
hypochlorite for disinfection and sodium bisulfite for deehlorination, the expansion of
the existing system and the construction of a new deehlorination chemical storage
area would be an unjustified expense at this time. We note that the Clean Water Act
' allows for up to three (3) years to achieve compliance with new effluent Iimitations.
Therefore; we request that the compliance schedule for the total residual chlorine
limit be extended for the full three (3) years allowed by the Clean Water Act so that
' compliance can be achieved through the upcoming renovation of the WWTP.
3. Page 2 of cover letter of draft NPDES permit, final bulleted item.
As mentioned, a complete renovation of the existing WWTP is currently under
design. The new treatment system will include biological nutrient removal along
with provisions for additional treat=nt. During the telephone conversation on 30
September 2005, between the City's engineer and NCDENR, you indicated that a
brief report identifying sources of total phosphorus and total nitrogen and describing
thow the new WWTP will be capable of nutrient removal would be sufficient to
comply with the requirement to conduct a nutrient optimization study. You further
stated that no implementation of optimizing techniques would be required following
the nutrient optimization study. Please confirm the methodology and anticipated
implementation in writing.
I

Ms. Jackie Nowell
October 7, 2005
Page Three
' 4. Reasonable Potential Methodology (7Q 10 Flow).
' The 7Q10 flow that is currently utilized by NCDENR is a relic of past NPDES
permits when the discharge from the Northeast WWTP was to Falling Creek, a
tributary of the Catawba River, In 1988, the discharge was relocated to the main
channel of the Catawba River within Lake Hickory. The decision to relocate the
discharge at considerable expense to the City was largely driven by the expectation
that effluent limitations would not be as stringent since the main channel of the
Catawba River provides greater dilution than Falling Creels. However, following the
relocation of the discharge; the 7Q10 flow used in reasonable potential calculations
has never been adjusted upward and, therefore, effluent limitations imposed upon the
WWTP have been unnecessarily stringent. This has placed an unnecessary burden
upon the City. Not only does the City incur a significant expense from laboratory
analyses that would otherwise be unnecessary, the more stringent effluent limitations
increase the risk that a process upset will lead to a permit violation and result in an
enforcement action against the City.
' We request that the NCDLNR modify the Northeast WWTP's NPDES permit to
reflect a 7Q 10 flow of at least 228 cfs. We note that the reasonable potential
calculations for the Town of Valdese's WWTP are based on a 7Q10 flow of 228 cfs.
' The Northeast WWTP's discharge is located downstream from the location of the
discharge from the Town of Valdese's WWTP to bake Rhodhiss. In fact, several
tributaries converge with the Catawba River between the two discharges, only
' increasing flows downstream. Furthermore, the location of both discharges share
similar chat-acteristics. Both the discharge from the, Northeast WWTP and the
discharge from the Town of Valdese's WWTP are located within the main channel of
' the Catawba River, approximately 7 miles upstream from the respective dam and
each discharge is located well downstream from the beginning of the lake to which it
enters.

Ms. Jackie Nowell
October 7, 2005
Page Four
We further note that the 7Q 10 flow used for the Falling Creek discharge was based on
the minimum instantaneous release from the Rhodhiss dam since, in the view of
NCDEI\TR, the location of the discharge to Falling Creek would likely not receive the
flow through belief is of a location within the main channel. Although this may have
been a reasonable approach for the previous location, it does not accurately reflect
actual miring conditions at the current discharge location. Clearly, a minimum
instantaneous release from a dam is a much more conservative value than a 7Q 10
flow, the time scales being vastly different. The City of Hickory only wishes to
receive the benefit of greater dilution of its effluent from the Nofheast WWTP's
effluent ikz the form of a 7Q10 flow that accurately reflects actual mixing conditions
at the point of discharge. Therefore, -ve again request that the NCDENR modify the
Northeast WWTP's NPDES permit to reflect a 7Q10 flow of at least 228 cfs.
Thank you in advance for your assistance and consideration towards this draft permit. Should
you have any questions, please do not hesitate contacting me at [phone] or via e-mail at
[e-mail].
1 Sincerely,
Kevin B. Greer, PE
Asst. Public Services Director/ Public Utilities
pc: Chuck Hansen, PE, Public Services Director City of Hickory
.Jonathan P. Hunt, HSMM
David DePratter, PE/HSMM
HSMM NPDES & Reading Files

APPENDIX C
OPINIONS OF
PROBABLE COSTS

HSIMM
Opinion of Probable Project Cost
Hickory NE WWTP Upgrades
Hickory/Catawba County
o9-Aug-04
Item Description Estimated Unit Unit Price Amount Total
Quantity
1 DEMOLITIONIREMOVAL
Concrete Structures 8.200 CY $100.00 $820,000.00
Mechanical Equipment 1 EA $150,000,00 $150,000.00
$970,000.00
2 SITE WORK
Flow Distribution Structure
60
CY
$450.00
$27,000.00
30" Gravity Sewer
50o
LF
$90.00
$45,000.00
42" Gravity Sewer
300
LF
$145.00
$43.500.00
42" Outfall Sewer
2,000
LF
$135.00
$270.000.00
30" Force Main
400
LF
$65.00
$26,000.00
Fence
800
LF
$21.00
$16,800.00
Erosion Control
1
EA
$37.750.00
$37.750.00
Seeding
1
EA
$30.500.00
$30.500.00
Submersible Pumping Station
1
EA
$96,000.00
$96.000,00
$692,550.00
3 HEADWORKS
Mechanical Bar Screen
2
EA
$77,000.00
$154,000.00
Grit Removal Equipment
2
EA
$86,000.00
$172.000.00
Installation
1
EA
$56,500.00
$56,500.00
Building
1,800
SF
$140.00
$252,000.00
Caustic Storage tank
1
EA
$20,500.00
$20,500.00
Metering Pumps
1
EA
$7,500.00
$7,500.00
Flow Monitonng
1
EA
$16,000.00
$16,000.00
$678,500.00
4 EQUALIZATION BASIN 1.2.2 MGD1
Equipment
1
EA
$375,000.00
$376,000.00
Installation
1
EA
$112,500.00
$112,500,00
Concrete
1,403
CY
$450.00
$631,350.00
Excavation
47,800
CY
$16.00
$764,800.00
Stone
2,820
TON
$20.00
$56,400.00
$1,940,050.00
5 AERATION SYSTEM 13 MGDI
Equipment
2
EA
$375,000.00
$750,000.00
Installation
2
EA
$112,500.00
$225.000.00
Concrete
2,806
CY
$450.00
$1,262,700.00
Excavation
95,600
CY
$16.00
$1,529,600.00
Stone
2,820
TON
$20.00
$56,400.00
$3, 823.700.00

6 CLARIFIERS (100' x 14')
Equipment
Equipment
Concrete
Excavation
Stone
7 SLUDGE HOLDING TANKS
Aeration System
Installation
Progressive Cavity Pumps
Piping and Valves
-Prestressed Concrete Tank (80' x 24')
-Prestressed Concrete Tank (60' x 22)
- Excavation
Stone
Concrete Retaining Wall
Aeration System
Installation
Piping and Valves
2
EA
$132,500.00
$265,000.00
2
EA
$33,000.00
$66,000.00
1,236
CY
$450.00
$656,200.00
24,980
CY
$16,00
$399,660.00
1,234
TON
$20.00
$24,680.00
$1,311,560.00
1
1
2
1
2
1
14,581
2.357
330
1
1
1
8 INFLUENT PUMPING STATION
Variable Speed Pumps, Motors & Controls 3
Mechanical Bar Screen 1
Installation 1
Piping, Valves, & Fittings 1
Modification to Building & Wet Well 1
18" DIP Force Main 700
EA
$51,000.00
$51,000.00
EA
$18,000.00
$18,000.00
EA
$55,000.00
$110,000.00
EA
$36,750,00
$36,750.00
EA
$250.000,00
$500,000.00
EA
$183,500.00
$183,500.00
CY
$16.00
$233,296.00
TON
$20.00
$47,140.00
CY
$4%00
$148,500.00
EA
$38,750.00
$38,750.00
EA
$13,750.00
$13,750.00
EA
$33,000.00
$33,000.00
$1,413,686.00
EA
$95,000.00
$285,000.00
EA
$93,000.00
$93,000.00
EA
$60,000.00
$60,000.00
EA
$115,000.00
$115,000.00
EA
$160,000.00
$150.000,00
LF
$50.00
$35.000,00
$738, 000.00
9
MISCELLANEOUS BUILDINGS
Learning Center
1,200
SF
$140.00
$168,000.00
Administration Building
4,100
SF
$140.00
$574,000.00
Maintenance Building
1,900
SF
$140.00
$266,000.00
Process Lab Buildings
3,000
SF
$140.00
$420,000.00
$1.428, 000.00
10
SLUDGE THICKENING
Rotating Drum Filter
1
EA
$117,000.00
$117,000.00
Installation
1
EA
$41,500.00
$41,500.00
Polymer System
1
EA
$14,750.00
$14,750.00
Piping, Valves, & Fittings
1
EA
$18,250.00
$18,250.00
$191,500.00
11
RENOVATE EXISTING CLARIFIER
Equipment
1
EA
$107,000.00
$107,000.00
Installation
1
EA
$56,000.00
$56,000.00
$163,000.00
12
CHLORINATIONIDECHLORINATION
Sodium Hypochlorite Equipment
1
EA
$365,000.00
$365,000.00
Installation
1
EA
$117,000.00
$117,000.00
Sodium Bisulfite Equipment
1
EA
$183,500.00
$183,500.00
Installation
1
EA
$81,500.00
$81,500.00
Contact Chamber
134
CY
$450.00
$60,300.00
Miscellaneous Metal
1
EA
$35,500.00
$35,500.00
$842.800.00
13 ODOR CONTROL SYSTEM
Equipment 1
Installation 1
EA $1,000,000.G0 $1,000,000.00
EA $500,000.00 $500,000.00
$1,500.000.00

14 EXISTING CONTROL BUILDING
SCADA SYSTEM
1
EA
$76,500.00
$76,500.00
Installation
1
EA
$28,500.00
$28,500.00
$105,000.00
15 ELECTRICAL
Power & Lighting
1
EA
$740,000.00
$740,000.00
Generator
1
EA
$205,000.00
$205.000.00
$945, 000.00
16 MISCELLANEOUS
Stream Restoration
1
EA
$1,200,000.00
$1,200,000.00
Landscaping
1
EA
$500,000.00
$500,000.00
Clearing & Grading
5
ACRE
$4,000.00
$20.000.00
Admin Building Parking Lot
1.300
SQ YD
$30.00
$39,000.00
Admin Building Access Road
700
SQ YD
$30.00
$21,000.00
Light Load Bridge
1
EA
$300.000.00
$300,000.00
$2, 080, 000 A0
Construction Costs
$18,723,346,00
Contingencies
$1,872,335.00
Engineering Design
$1,235,741.00
Engineering Construction
$617,870.00
2% Closing Fee
$448,986.00
TOTAL
$22,898,278.00
The above opinion of probable construction costs are based upon
empirical cost data, published cost data, previous bid data and
knowledge and experience for similar work.

ILUe ", @Y M k"EES
Opinion of Probable Project Cost
Hickory NE WWTP Sewer Rehabilitation
Hickory/Catawba County
09-Aug-04
tern Description Estimated Unit Unit Price Amount Total
Quantity
Sealing Existing Storm Drains
360
EA
$200.00
$72.000,00
Removal of Roof Drains
1,500
EA
$100.00
$150,000.00
Installation of New Roof Drains
1,500
EA
$100.00
$150,000,00
Cut and Replace Asphalt Roads
31,500
LF
$50.00
$1,575,000.00
Resurface Asphalt Roads
6.575
TON
$75.00
$493,125.00
Remove/Replace Brick Sidewalk
5,280
LF
$80.00
$422,400.00
- Install New 30" Storm Drain Line
13,185
LF
$125.00
$1,648,125A0
- Install New 24" Storm Drain Line
15,750
LF
$100.00
$1,575,000.00
- Install New 12" Storm Drain Line
15,400
LF
$60.00
$924,000.00
- Install New 8" PVC Roof Drain Headers
50,000
LF
$35.00
$1,750,000.00
- Install boxes
360
EA
$3,000.00
$1,080,000.00
- Road Striping
1
EA
$50,000.00
$50,000.00
Traffic Control
1
EA
$100,000.00
$100,000.00
Owner Compensation
1
EA
$50,000.00
$50,000.00
Relocation of Existing Utilities
1
EA
$200,000,00
$200.000.00
Storm Water ControliManagement
1
EA
$500,000.00
$500,000.00
Aesthetics
1
EA
$10,000.00
$10.000.00
Field Work to Locate Combined System
160
HRS
$70.00
$11,200.00
- Additional Survey Work
320
HRS
$95,00
$30.400.00
Plant Upgrades
1
LS
$16,783,296.00
$16,783,296.00
$27, 574, 546.00
Construction Costs
$27,574,546.00
Contingencies
$2,757,455.00
Engineering Design
$1,819,920.00
Engineering Construction
$909,960.00
2% Closing Fee
$661,238.00
TOTAL
$33,723,119.00
The above opinion of probable construction costs are based upon empirical cost data, published cost data, previous bid data and
knowledge and experience for similar work.

APPENDIX D
FLOW CHARTS DURING
SIGNIFICANT RAIN EVENTS
i

1NF
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m_5.0000
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Wednesday June 26, 2002 09:11:44.56 am
m
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m15.0000
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INF
IF Thursday May 15, 2003 03:39:01.05 pm
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Sunday June 15, 2003 12:32:50.33 pm
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F Monday September 22. 2003 09:54:00.88 am
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F(. & W T KEN D D ti a.TIV G
N o RArN Pa 1

APPENDIX E
1
' CITY OF HICKORY SEWER
' USE ORDINANCE

CITY OF HICKORY
SEWER USE ORDINANCE
SECTION 1 GENERAL PROVISIONS
1.1 Purpose and Policy
This Ordinance sets forth uniform requirements for direct and
indirect contributors into the wastewater collection and treatment
system for the City of Hickory, hereafter referred to as the City,
and enables the City to comply with all applicable State and
rederal laws-,nclud'sng the Clean Water Act (33 United States Code
' 1251 et seq.) and the General Pretreatment Regulations 140 CFR,
Part 403).
The objectives of this ordinance are:
(a) To prevent the introduction of pollutants into the
' municipality wastewater system which will interfere with the
operation of the system or contaminate the resulting sludge;
(b) To prevent the introduction of pollutants into the
' municipal wastewater system which will pass through the
system, inadequately treated, into receiving .,rater or the
atmosphere or otherwise be incompatible with the system;
(c) To promote reuse and recycling of industrial wastewater
and sludges from the municipal system;
(d) To provide for equitable distribution of the cost of the
operation maintenance and improvement of municipal wastewater
system.
(e) To protect both municipal personnel who may be affected by
sevrage, sludge, and effluent in the course of their employment
as well as protecting the general public;
( f ) To ensure that the municipality complies with its NPDES or
NON -discharge Permit conditions, sludge use and disposal
requirements and any other Federal or State laws to which the
municipal wastewater system is subject.
This Ordinance provides for the regulation of direct and indirect
contributors to the municipal wrastewater system, through the
issuance of permits to certain Non -domestic Users and through
enforcement of general requirements for the other Users, authorizes
monitoring and enforcement activities, requires User reporting and
provides for the setting of fees for the equitable distribution of
costs resulting from the program established herein.
This Ordinance shall apply to all users of the municipal wastewater
system. Except as otherwise provided herein, the POTW Director
shall administer, implement, and enforce the provisions of this
Ordinance. Any powers granted to or imposed upon the POTW Director
may be delegated by the POTW Director to other City personnel.
Industrial users outside the City limits agree to comply with the
terms and conditions established in this ordinance.

1 i.2 Definitions And Abbreviations
' (a) Unless the context specifically indicates otherwise, the
following terms and phrases, as used in this 'Ordinance, shall
have the meanings hereinafter designated:
' (1) Act or "the Act". The Federal Water Pollution
Control Act, also known as the Clear Water Act, as
amended, 33 U.S.C. 1251, et. seq.
(2) Approval Authority. The Director of the Division of
Environmental Management of the North Carolina Department
' of Environment, Health and Natnral Resources or his
designee.
(3) Authorized Representative of an Industrial User.
(i) If the Industrial User is a corporation, authorized
representative shall mean:
A) the president, secretary, or vice-president of the
corporation in charge of a principal business function,
e or any other person wrho performs similar policy or
decision -making functions for the corporation, or
S) the manager of one or more manufacturing, production,
' or operation facilities employing more than two hundred
fifty (250) persons or having gross annual sales or
expenditures exceeding twenty --five million dollars (in
second-quarter 1980 dollars), if authority to sign
documents has been assigned or delegated to the manager
in accordance with corporate procedures.
(ii) If the Industrial User is a partnership or sole
proprietorship, an authorized representative shall mean
a general partner or the proprietor, respectively.
(iii) If the Industrial User is a Federal, State or
.local government facility, an authorized representative
' shall mean a director or highest official appointed or
designated to oversee the operation and performance of
the activities of the government facility, or their
designee.
(iv) The individuals described in paragraphs i-iii above
may designate another authorized representative if the
authorization is in writing, the authorization specifies
the individual or position responsible for the overall
operation of the facility from which the discharge
originates or having overall responsibility for

environmental matters fcr the company, and the :mitten
authorization is subinitted to the City.
(4) Biochemical Oxygen Demand (BOD). The quantity of
oxygen utilized in the biochemical -oxidation of organic
matter under standard laboratory procedure for five (5)
days at 20 degrees centigrade usually expressed as a
concentration (e.g. mgfl).
( 5 ) Building Sewer. A serer conveying wastewater from
the premises of a User to the POTW.
(6) Categorical Standards. National Categorical
Pretreatment Standards or Pretreatment Standard.
(7) Bypass. The intentional diversion of wastestreams
' from any portion of a user's treatment facility.
(8) Environmental Protection Agency, or EPA_ The U.S.
e Environmental Protection Agency, or where appropriate the
term may also be used as a designation for the Adminis-
trator or other duly authorized official of said agency.
' (9) Grab SaMple. A sample which is taken from a waste
stream on a one-time basis with no regard to the flow in
the waste stream and over a period of time not to exceed
15 minutes.
(10) Holding Tank Waste. Any waste from holding tanks,
including but not limited to such holding tanks as
' vessels, chemical toilets, campers, trailers, septic
tanks, and vacuum -pump tank trucks.
(11) Indirect Discharge or Qischarae. The,discharge or
the introduction pollutants from any nondomestic source
regulated under section 307(b), (c), or.(d) of the Act,
(33 U.S.C. 1317), into the POTW (.including holding tank
waste discharged into the system).
(12) Industria.l User or User, Any person which is a
source of indirect discharge.
(13) Interference. The inhibition, or disruption of the
POTW treatment processes, operations, or its sludge
process, use, or disposal, which causes or contributes to
a violation of any requirement of the POTW"s NPDES or
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Non -Discharge Permit or prevents se: -:age sludge use or
disposal in comnLiance with specified applicable State
' and Federal statutes, regulations or permits. The term
includes prevention of sewage sludge use cr disposal by
the POTW in accordance with section 405 of the Act, (33
' U.S.0 1345) or any criteria, guidelines, or regulations
developed pursuant to the Solid `haste Disposal Act
(SVIDA), the Clean Air Act, the Toxic Substances Ccntrol
Act, the Marine Protection Research and Sanctuary Act
' {14IPRSA) or more stringent State criteria (including those
contained in any State sludge management plan prepared
pursuant to Title iV of SWDA) applicable to the method of
disposal or use employed by the POTW.
(14) Medical Waste. isolation ;castes, infectious agents,
human blood and blood products, pathological wastes,
' sharps, body parts, contaminated bedding, surgical
wastes, potentially contaminated laboratory wastes, and
dialysis wastes.
(15) National Categorical Pretreatment Standard or
Categorical Standard. Any regulation containing
pollutant discharge limits promulgated by EPA in
accordance with section 307(b) and (c) of the Act (33
U.S.C. 1317) which applies to a specific category of
Industrial Users, and appears in 40 CFR Chapter 10.
Subchapter N, Parts 405--471.
' (6) ddrDischarge
Standard
Di�charge Standard. Any regulation developed under the
authority of 307 (b ) of the Act and 40 CFR, Section 403.5.
(17) New Source.
(i) Any building, structure, facility, or installation
' from which there may be a discharge oz pollutants, the
construction of which commenced after the publication of
proposed Categorical Pretreatment Standards under section
e 307 (c ) of the Act which will be applicable to such source
if such standards are thereafter promulgated in
accordance with section 307(c), provided that:
(A) the building, structure, facility, or installation
is constructed at a site at which no other source is
located; or
' (E) the building, structure, facility, or installation
totally replaces the process or production equipment that
' causes the discharge of pollutants at an existing source;
or

( C ) the production or ,-sasteYvrater generating processes of
the building, structure, facility, or installation are
substantially independent of an existing source at the
same site. In determiiing whether these are
substantially independent, factors such as the extent to
which the new facility is integrated .ith the existing
plant, and the extent to which the new facility is
engaged in the same general type of activity as the
existing source, should be considered.
(ii) Construction on site at which an existing source is
located results in a modification rather than a new
source if the construction does not create a new
building, structure, facility, or installation meeting
the criteria of section (i) (B ) or ( C ) above but other-iise
alters, replaces, or adds to existing process or
production equipment.
(iii) For purposes of this definition, construction of a
new source has co=enced if the oftener or operator has:
(A) Begun, or caused to begin, as part of a continuous
on -site construction program:
1. Any placement, assembly or installation of
facilities or equipment; or
2. Significant site preparation work including
clearing, excavation, or removal of existing
buildings, structures, or facilities which is
necessary for the placement, assembly, or
installation of new source facilities or equipment;
or
(B) Entered into a binding contractual obligation for
the purchase of facilities or equipment which are
intended to be used in its operation within a reasonable
time. Options to purchase or contracts which can be
terminated or modified without substantial loss, and
contracts for feasibility, engineering, and design
studies do not constitute a contractual obligation under
this definition.
' (18) Noncgntact Cooling relater. Water used for cooling
which does not come into direct contact with any raw
material intermediate product, waste product, or finished
' product.
(19) National Pollution Discharge Elimination SSste or
' NPDES Permit. A permit issued pursuant to section 402 of
the Act (33 U.S.C. 1342), or pursuant to N.C.G.S. I43--
215.1 by the State under delegation from EPA.
W_

' (20) Non -discharge Permit. n disposal system permit
issued by the State pursuant to NCGS 143-215.1.
(21) Pass Throu,hh.. A discharge which exits the POTW
J into waters of the State in guan Cities or concentration
which, alone or with discharges front other sources,
causes a violation, including an increase in the
magnitude or duration of a violation of the POTW's NPDES
or Ncn-discharge Permit er a downstream rater quality
' standard.
(ZZ) Paxson. Any 4ndividual, firm, company, trust,
partnership, copartnership, corporation, association,
' joint stock company, estate, governmental entity or any
other legal entity, or their legal representatives,
agents or assigns. This definition includes all Federal,
' State, and local government entities.
(23) pH. A measure of the acidity or alkalinity of a
substance. The logarithm (base 10) of the reciprocal of
the concentration of hydrogen ions expressed in grams per
liter of solution.
' (24) Pollutant. Any "Waste" as defined in NCGS 143-213
(13) and dredged spoil, solid waste, incinerator residue,
sewage, garbage, sewage sludge, munitions, medical
' wastes, chemical wastes, biological- materials,
radioactive materials, heat -wrecked or discharged
equipment, rock, sand cellar dirt and industrial,
municipal, and agricultural waste and certain
characteristics of wastewater (e.g., pH, temperature,
TSS, turbidity, color, HOD, COD, toxicity, or odor).
' (25) POTW Director. The City of Hickory Director of
Public Utilities.
(26) POTW Treatment Plant. That portion of the POTW
designed to provide treatment to wastewater.
(27) Pretreatment or treatment. The reduction of the
amount of pollutants, the elimination of pollutants, or
the alteration of the nature of pollutant properties in
wastewater prior to or in lieu of discharging or
' otherwise introducing such pollution into a POTW. The
reduction or alteration can be obtained by physical,
chemical or biological processes, or process changes or
other means, except by diluting the concentration of the
pollutants unless allowed by an applicable pretreatment
standard.
I.

(28) Pretreatment Program. The program for the control
of pollutants introduced into the P07W from ,son -domestic
sources which was developed by the City in compliance
' with 40 CFR 403.8 and approved by the Approval Authority
as authorized by NCGS 143-215.3(a)(14).
(29) Pretreatment Requirements. Any substantive or
procedural requirement related to pretreatment, other
than a Pretreatment Standard.
' (30) Pretreatment Standards. Prohibited discharge
standards, categorical standards, and "Local 'limits.
(31) Publicly Owned Treatment Works (POML) or Municipal
Wastewater System. A treatment works as defined by
section 212 of the Act, (33 U.S.C. 1292) which is owned
' in this instance by the City. This' definition includes
any devices or systems used in the collection, storage,
treatment, recycling, and reclamation of municipal sewage
' or industrial :castes of a' liquid nature. It also
includes sewers, pipes, and other conveyances only if
they convey wastewater to the POTW treatment plant. For
the rypurposes of this Ordinance, "POnVl shall also include
any sewers that convey wastewaters to the POTW from
persons outside the City who are, by contract or
agreement with the City, users of the City's POTW.
( 32 ) Significant Industrial User, Any Industrial User of
the wastewater disposal system who
(z) has an average daily process -wastewater flow of
f 25,000 gallons or more, or
(i.i) contributes more than 5% of any design or
treatment capacity (i.e., allowable pollutant load)
of the wastewater treatment plant receiving the
indirect discharge, or
' (iii) is required to meet a National Categorical
Pretreatment Standard, or
(iv) is found by the City, the Division Of
Environmental Management or the U.S. Environmental
Protection Agency (EPA) to have the potential for
' impact, either singly or in combination with other
contributing industrial users, on the wastewater
treatment system, the quality of sludge, the
' system's effluent quality, or compliance with any
pretreatment standards or requirements.
' ( 33 ) Severe Property Damagg. Substantial physical damage
to property, damage to the user's treatment facilities
which causes them to become inoperable, or substantial
and permanent loss of natural resources which can
reasonably by expected to occur in the absence of a
bypass. Severe property damage does not mean economic
loss caused by delays in production.
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(34) Significant Noncompliance or ReDortable
Noncompliance. A status cf noncompliance defined as
follows:
(i) [Violations of waste -.later discharge.
A. Chronic violations. Sixty-six percent or
more of the measurements exceed (by any
magnitude) the same daily maximum limit or the
same average limit in a six-month period.
B. Technical Review Criteria (TRC1 violations.
Thirty-three percent or more of the
measurements are more than the TRC times the
limit (maximum or average) in a six-month
period. There are two groups of TRCs:
For conventional pollutants:
HOD, TSS, fats, oil and grease TRC = 1.4
For all other pollutants TRC = 1.2
C. Any other violation (s� of an effluent .limit
(average or daily maximum) that the control
authority believes has caused, alone or in
combination with other discharges, interference
or pass -through; or endangered the health of
the sewage treatment plant personnel or the
public.
D. Any discharge of a ollutant that has
caused imminent endangerment to human
health/welfare or to the environment and has
resulted in the POTW's exercise of its
emergency authority to halt or prevent such a
discharge.
(ii) Violations of compliance schedule milestones,
contained in a pretreatment permit or enforcement
order, for starting construction, completing
construction, and attaining final compliance by 90
days or more after the schedule date.
(iii) Failure to provide reports for compliance
schedule, self -monitoring reports, 90-day compliance
reports, and periodic compliance reports within 30
days from the due date.
(iv) Failure to accurately report noncompliance.
(v) Any other violation or group of violations that
the control authority considers to be significant.
we

(35) Slua Load. Any pollutant ('including BOD) released
in a discharge at a flow rate or concentration which ,rill
cause a Violation of the specific discharge prohibitions
in Section 2.1 of this Ordinance and is of a non -routine,
episodic nature, including but not limited to an
accidental spill or a non -customary batch. discharge.
(36) Standard Industrial Classification fSICI. A
classification pursuant to the Standard Industrial
1 Classification Manual issued by the Executive Office of
the 'resident, Office of Management and Budget, 1987.
' (37) Storm Water. Any flow occurring during or following
any form of naturai precipitation and resulting
therefrom.
' (38) Suspended Solids. The total suspended matter that
floats on the surface of, or is suspended in, water,
wastewater or other Liquids, and which is removable by
laboratory filtering.
(39) Superintendent. The person designated by the City
to supervise the operation of the publicly owned
treatment .corks and who is charged with certain duties
and responsibilities by this article, or his duly
authorized representative.
' (40) Wastewater_._ The liquid and water -carried industrial
or domestic wastes from dwellings, commercial building,
..j .industrial facilities, and -institutions, together with
may be present, whether treated or untreated, which is
contributed into or permitted to enter the POTW.
' (41) Upset. An exceptional incident in which there is
unintentional and temporary noncompliance with
categorical pretreatment standards because of factors
beyond the reasonable control of the user. An upset does
not include noncompliance to the extent caused by
operational error, improperly designed treatment
' facilities, inadequate treatment facilities lack of
preventive maintenance, or careless or improper
operation.
e (42) W tewate Pe m' As set forth in section 4.2 of
this ordinance.
(43) `,haters of t e State. All streams, lakes, ponds,
marshes, watercourse, waterways, wells, springs,
reservoirs, aquifers, irrigation systems, drainage
' systems and all other bodies or accumulations of water,
surface or underground, natural or artificial, public or
private, which are contained within, flow through, or
border upon the State or any portion thereof.
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'his ordinance is gender neutral and the masculine gender shall
include the feminine and ;rice -versa. Shall is :�andatory; may is
permissive or discretionary. The use of the singular shall be
construed to include the plural and the plural shall include the
singular as indicated by the context of its use.
(b) The following abbreviations shall have the designated
meanings:
(1) BUD - Biochemical Oxygen Demand
(2) = - Code of Federal Regulations
(3) COD - Chemical Oxygen Demand
' (4) EPA - Environmental Protection Agency
(5) 1 - Liter
(6) pq - Milligrams
(7) mall - Milligrams per liter
' (8) PN DEw- National Pollutant Discharge Elimination System
(9) 5= - Standard Industrial Classification
(10) SiSiDA -- Solid Waste Disposal Act, 42 U.S.C. 6901, et.seq.
(11) iM - United States Code
(12) T,SS - Total Suspended Solids
(13) TKN - Total Kjeldahl Nitrogen
1.3 Regulations Requiring Use of Public Sewers
(a) No one will be allowed to connect to facility without
first making application to the City of Hickory. The City
does not require connection to public sewer system on existing
structures where no sewer, is available at time of
construction. All new construction and subdivisions must
connect to the public sewer system ,There it is available at
time of construction. The City will require anyone within 50
feet of sewer to connect.
(b) Any landowner required to connect to the Hickory public
sewer system has 120 days to do so.
1.4 Regulations Concerning Private Sewage Disposal
(a) Local county health department has authority over septic
tanks so local health department regulation will apply. No
septic tanks, privies or cesspools will be allowed where city
sewers are available with the City of Hickory and Health
Department regulation.
(b) Discharge is prohibited of septic tank effluent or
cesspool overflow to any open drain., ditch, stream or well
penetrating water -bearing formations.
(c) The City has the authority to approve or reject any
private sewage disposal into our system. Permit for any
disposal must be approved before any disposal will be allowed.
Periodic inspections will be made by city officials or the
Catawba County Health Department.
1 (d) The forth Carolina plumbing code will apply to the
regulations concerning the building of sewers and connections.
1 -10-

IS==IQ 2 47E`..1f ERAL SEWER USE iiEQUIREDME `iTS
2.1 Prohibited Discharge Standards
(a) General, Prohibitions. No User shall contribute or cause
to be contributed into the POTq, directly or indirectly, any
' pollutant or wastewater which will interfere with the
operation or performance of the POTW. These general
Prohibitions apply to all Users of a POTW whether or not the
' User is a Significant Industrial User or subject to any
National., State, or local Pretreatment Standards or
Requirements.
(b) Specific Prohibitions. No User shall contribute or cause
to be contributed into. the POTW the following pollutants,
substances, or wastewater;
■ (1) Pollutants which create a fire or explosive hazard
in the POTW, including, but not limited to, wastestreams
with a closed cup flashpoint of less than 140 degrees F
using the test methods spec-Lfied in 40 CFR 261.21.
(2) Solid or viscous substances which will cause
obstruction to the floor in the POTW resulting in
interference.
(3) Any wastewater having a pH less than 6.0 or more
than 9.0 or wastewater having any other corrosive
property capable of causing damage or hazard to
structures, equipment, and/or personnel of the POTW.
1(4) Any wastewater containing toxic pollutants including
oxygen -demanding pollutants, (HOD, etc.) in sufficient
quantity, (flow or concentration) either singly or by
interaction with other pollutants, to cause interference
with the POTW.
(5) Any noxious or malodorous liquids, gases, or solids
or other wastewater which, either singly or by
interaction with other wastes, are sufficient to create
a public nuisance or hazard to life or are sufficient to
prevent entry into the sewers for maintenance and repair.
' (6) Petroleum oil, nonbiodegradable cutting oil, or
products of mineral oil origin, in amounts that will
cause interference or pass through.
■ ow

' It 7 ) Any substance which may cause the POTW's effluent Or any
other product of the POT4a1 such as residues, sludges, or scums,
' to be unsuitable for the reclamation process. In no case,
shall a substance discharged to the PU'.W cause the POTW to be
in noncompliance with sludge use or disposal regulations or
permits issued under Section 405 of the Act; the Solid Waste
Disposal Act, the Clean Air Act, the Toxic Substances Control
Act, or State criteria applicable to the sludge management
method being used.
(8) .Any wastewater which imparts color ,rhich cannot be
removed by the treatment process, including, but not. .limited
to, dye wastes and vegetable tanning solutions, which
consequently imparts sufficient color to the treatment plant's
effluent to render the waters injurious to public health or
secondary recreation or to aquatic life and wildlife or to
' adversely affect the palatibility of fish or aesthetic quality
or impair the receiving waters for any designated uses.
(9) Any wastewater having a temperature greater than 150
degrees F (66 degrees C) or which will inhibit biological
activity in the POT'vT treatment plant resulting in
interference, but in no case wastewater with the temperature
at the introduction into the POTW to exceed 104 degrees F.
(10) Any wastewater containing any radioactive wastes or
isotopes except as specifically approved by the POTW
Director/Superintendent in compliance with applicable State or
Federal regulations.
(11) Any pollutants which result in the presence of toxic
gases, vapors or fumes within the POTW in a quantity that may
cause acute worker health and safety problems.
(12) Any trucked or hauled pollutants, except at discharge
points designated by the. POTW Director/Superintendent in
accordance with section 2.9 of this ordinance.
(13) Storm water, surface water, ground water, artesian well
water, roof runoff, subsurface drainage, swimming pool
drainage, condensate, deionized water, noncontact cooling
water and unpolluted industrial wastewater, unless
specifically authorized by the POTW Director/Superintendent.
(14) Fats, oils, or greases of animal or vegetable origin in
concentrations greater than one hundred (100) mg/l.
Any authorized by
(15) medical wastes, except as specifically
the POTW DirectorJSuperintendent in a wastewater discharge
permit. (As defined in section 1.2-14 of this ordinance)
(16) Any sludges, screenings or other residues from the
pretreatment of industrial wastes.
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t(17 ) Any material containing ammonia, ammonia salts, or other
chelatirg agents which will produce metallic complexes that
' interfere with the municipal wastewater system.
(18) Any material that would be identified as ha-zardous waste
according to 40 CFR Part 261 if not disposed of in a sewer
e except as may be specifically authorized by the POT'W Director
or Superintendent.
(19) Any wastewater causing the treatment plant effluent to
violate State Water Quality Standards for toxic substances as
described in 15A NCAC 2B .0200.
(20) Recognizable portions of the human or animal anatomy.
(21) Any wastes containing detergents, surface active agents,
1 or other substances which may cause excessive foaming in the
municipal wastewater system.
(22) Wastewater causing, alone or in conjunction with other
sources, the treatment plant's effluent to fail a toxicity
test.
I (23) At no time, shall two successive readings on an
explosion hazard meter, at the point of discharge into the
system (or at any point in the system) be more than five
percent (5%) nor any single reading over ten percent (10%) of
the lower explosive limit (LEL) of the meter.
Pollutants, substances, wastewater, or other wastes prohibited by
' this section shall not be processed or stored in such a manner that
they could be discharged to the municipal wastewater system. All
1 floor drains located in process or materials storage areas must
discharge to the Industrial User's pretreatment facility before
connecting with the system.
1
When the POTW Director/Superintendent determines that a User(s) is
contributing to the POTW, any of the above enumerated substances in
such amounts which may cause or contribute to interference of POTW
operation or pass through, the POTW Director/Superintendent shall:
1) advise the User(s) of the potential impact of the contribution
on the POTW in accordance with Section 5.1; and 2) take appropriate
actions in accordance with Section 4 for such User to protect the
POTW from interference or pass through.
2.2 National Categorical Pretreatment Standards
Users subject to categorical pretreatment standards are required to
comply with applicable standards as set out in 40 CFR Chapter 1,
Subchapter N, Parts 405-471 and .incorporated herein.
(a) Where a categorical pretreat
only in terms of either the mass
pollutant in wastewater, the POTW
impose equivalent concentration o
with 40 CFR 403.6(c).
-13-
anent standard is expressed
or the concentration of a
Director/Superintendent may
r grass limits in accordance

( b ) When -wastewater subject to a categorical pretreatment
standard is mined wit?3 wastewater not regulated by the same
standard, the P=4 Director/Superintendent shall impose an
alternate .limit using the combined wastestream formula in
40 CFR 403.6(e).
(c) A user may obtain a variance from a categorical
pretreatment standard if the user can prove, pursuant to the
procedural and substantive provisions in 40 CFR 403.13, that
factors relating to its discharge are fundamentally different
from the factors considered by EPA when developing the
categorical pretreatment standard.
( d ) A User may obtain a net gross adjustment to a categorical
standard in accordance with 40 CFR 403.15.
i 2.3 Local Limits
To implement the general and specific discharge prohibitions listed
in this Ordinance, Industrial. User --specific .local -limits have been
developed ensuring that the POTW's maximum allowable headworks
' loading is not exceeded for particular pollutants of concern for
each Industrial User. Where specific local limits are not
contained for a given parameter or pollutant in an Industrial User
permit, the following limits will apply to all Users:
250 mg/1 EOM?
250 mg/l TSS
40 mg/1 TKN
0.003 mg/l arsenic
0.003 mg/l cadmium
0.061 mg/1 copper
0.010 Ong/l cyanide
0.049 mg/1 lead
0.0003 mg/l mercury
' 0.021 mg/l nickel
0.005 mg/1 silver
0.025 mg/1 total chromium
0.10 mg/1 zinc
16.0 mg/1 nitrogen ammonia
100 mg/l oil & grease
300 mg/l COD
Domestic sewage levels for pollutants not listed above shall be
determined by the Superintendent and shall be based on either
actually measured local domestic sewage levels or literature
values.
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2.4 State Requirements
' State requirements and li.-nitations on discharges shall apply in any
case ;•where they are more stringent than Federal requirements and
limitations of those in this Ordinance.
' 2.5 Right of Revision
The City reserves the right to establish limitations and require-
ments which are More stringent than those required by either State
or Federal regulation.
2.5 Dilution
No User shall ever increase the use of process dater or, in any
way, attempt to dilute a discharge as a partial or complete
substitute for adequate treatment to achieve compliance with the
limitations contained in the National Categorical Pretreatment
Standards, or in any other pollutant specific limitation developed
by the City or State.
2.7 Pretreatment of Wastewater
(a) Pretreatment Facilities
Users shall provide wastewater treatment as necessary to
comply with this ordinance, and :wastewater permits issued
under section [4.21 of this. ordinance and shall achieve
compliance with all National Categorical Pretreatment
Standards, local limits, and the prohibitions set out in
t section [2.1] of this ordinance within the time limitations as
specified by EPA, the State, or the POTW Director/
Superintendent, whichever is more stringent. Any facilities
necessary for compliance shall be provided, operated, and
maintained at the User's expense. Detailed plans showing the
pretreatment facilities and operating procedures shall be
submitted to the City for review, and shall be approved by the
POTW Director/Superintendent before construction of the
facility. The review of such plans and operating procedures
shall in no way relieve the User from the responsibility of
' modifying the facility as necessary to produce an effluent
acceptable to the City under the provisions of this ordinance.
Any subsequent changes in the pretreatment facilities or
method of operation shall be reported to and be approved by
the POTW Director/Superintendent prior to the User's
initiation of the changes.
(b) Additional Pretreatment Measures
1. Whenever deemed necessary, the P0TW Director/
Superintendent may require Users to restrict their
discharge during peak flow periods, designate that
certain wastewater be discharged only into specific
sewers, relocate and/or consolidate points of discharge,
' separate sewage wastestreams from industrial
wastestreams, and such other conditions as may be
necessary to protect the POTW and determine the User's
compliance with the requirements of this ordinance.
1

2. The POTW Director/Superintendent may require any person
discharging into the POTW' to install and maintain, on
their property and at their expense, a suitable storage
and fluw--control facility to ensure equalization of flow.
A wastewater discharge permit may be issued solely for
' flog equalization.
J. Grease, oil and sand interceptors shall be provided when,
in the opinion of the POTW Director/Superintendent., they
1 are necessary for the proper handling of wastewater
containing excessive amounts of grease and oil, or sand;
except that such interceptors shall not be required for
residential Users. All .interception units shall be of
type and capacity approved by the POTW Director/
Superintendent and shall be so located to be easily
accessible for cleaning and inspection. Such
interceptors shall be inspected, cleaned, and repaired
regularly, as needed, by the User at their expense.
4. Users with the potential to discharge flammable
substances may be required to install and maintain an
approved combustible gas detection meter.
2.8 Accidental Discharge/Slug Control Plans
At least once every two (2) years, the POTW Director/Superintendent
shall evaluate whether each significant industrial User needs an
accidental discharge/slug control plan. The POTW Director/
Superintendent may require any User to develop, submit for
approval, and implement such a plan. Alternatively, the POTW
Director/Superintendent may develop such a plan for any User. An
accidental discharge/slug control plan shall address, at aminimum,
the following:
(a) Description of discharge practices, including nonroutine
' batch discharges;
(b) Description of stored chemicals;
(c) Procedures for immediately notifying the POTW Director/
Superintendent of any accidental or slug discharge, as
required by section 5.6 of this ordinance; and
(d) Procedures to prevent adverse impact from any accidental
or slug discharge. Such procedures include, but are not
limited to, inspection and maintenance of storage areas,
handling and transfer of materials, loading and unloading
operations, control of plant site runoff, worker
training, building of containment structures or
equipment, measures for containing toxic - organic
pollutants, including solvents, and/or measures and
equipment for emergency response.
-16-

2.9 Eauled Wastewater
(a) Septic tank waste may be introduced into the POTW only at
' locations designated by the POTIW Director/Superintendent, and
at such times as are established by the POTW Director/
Superintendent. Such waste shall not violate section 2 of
' this ordinance or any other requirements established by the
City. The POTW Director/Superintendent may require septic
tank waste haulers to obtain wastewater discharge permits.
(b) The POTW Director/Superintendent shall require haulers -of
industrial waste to obtain. wastewater discharge permits. The
POTW Director may require generators of hauled industrial
waste to obtain wastewater discharge permits. The POTS
Director/Superintendent also may prohibit the disposal of
hauled industrial waste. The discharge of hauled industrial
waste is subject to all other requirements of this ordinance.
(C) Industrial waste haulers may discharge loads only at locations
designated by the POTW Director/Superintendent. No load may
be discharged without prior consent of the POTW Director/
Superintendent. The POTW Director/Superintendent may collect
samples of each hauled load to ensure compliance with
applicable standards. The POTW Director/Superintendent may
require the industrial waste hauler to provide a waste
analysis of any load prior to discharge.
(d) Industrial waste haulers must provide a waste -tracking form
for every load. This form shall include, at a minimum, the
name and address of the industrial waste hauler, permit
-r` number, truck identification, names and addresses of sources
of waste, and volume and characteristics of waste_ The form
shall identify the type of industry, known or suspected waste
constituents, and whether any wastes are RCRA hazardous
wastes.
-17-

1 2.1O Regulations Relating to Fate of Discharge
(a) No wastewater discharge will be allowed into Hickory's
! storm sewer system without exception.
(b) No one ril? be allowed to dispose of certain wastes which
prove to be detrimental to the sewage system (ie. :rood, glass,
whole blood, feathers, ashes, cinders, sand, straw, rags,
hair, bones, plastic, tar and paper products) are prohibited
but are not limited to just the above.
(c) The discharge of any flammable substances or materials
(i.e. gasoline, kerosene, naphtha, benzene, toulene, zylene,
ether's, alcohols, ketones, aldehydes, peroxides, chlorates,
percholorates, bromates, carbides, hydrides, and sulfiedes)
are prohibited Lrom entering the system.
(d) The City will not permit any discharge of uncontaminated
cooling water into the sanitary surer system in accordance.
with State and Federal laws, however, uncontaminated cooling
;,rater may be allowed to discharge into the city's storm sewer.
-17a-

SECTION 3 - FEES
3.1 Purpose
It is the purpose of this chapter to provide for the recovery of
costs from Users of the City's wastewater disposal system for the
implementation of the program established herein. The applicable
charges or fees shall be set forth in the City's Schedule Of
Charges And Fees.
3.2 yseg Charges
A User charge shall be levied on all Users including, but not
limited to, persons, firms, corporations or governmental entities
that discharge, cause or permit the discharge of sewage into the
POTW.
(a) The User charge shall reflect at least the cost of debt
service, operation and maintenance (including replacement) of
the POTW.
(b) Each User shall pay its proportionate cost based on
volume of flow.
1 (c) The City Manager shall review annually the sewage
-! contributions of users, the total costs of debt service,
operation and maintenance of the POTW and will make
recommendations to the City Council for adjustments in the
Schedule Of Charges And Fees as necessary.
( d ) Charges for flow to the POTW not directly attributable to
the Users shall be distributed among all Users of the POTW
based upon the volume of flow of the Users.
3.3 Surcharges
All Industrial Users of the POTW are subject to industrial waste
surcharges on discharges which exceed the local limits listed for
the following:
TSS 350 mg/l
HOD 350 mg/1
TKN 50 mg/1
TP 10 mg/I
Discharges that exceed the. above limits will be subject to the
following surcharges:
' TSS $0.20 per lb
BOD $0.07 per lb
TKN $0.54 per lb
' TP $1.69 per lb
-18-

The amount of surcharge will be based °u€cn the mass emission rate
(in pounds per day) discharged above the levels. listed above. The
amount charged per pound of excess will be set forth in the
schedule of charges and fees.
(a) The volume of flow used in determining the total
discharge of wastewater for payment of User charges and
surcharges shall be based on the following:
(1) Metered water consumption as shown in the ,records of
meter readings maintained by the City; or
(2) if required by the City or at the individual
dischargers option, other slow monitoring devices which
measure the actual volume of wastewater discharged to the
sewer. Such devices shall be accessible and safely
located, and the measuring system shall be installed in
accordance with plans by the City. The metering system
shall be installed and maintained at the Users expense
according to arrangements that may be made with the City.
(3) Where any User procures all or part of his dater
supply from sources other than the City, the User shall
install and maintain at his own expense a flow measuring
device of a type approved by the City.
(b) The character and concentration of wastewater used in
determining surcharges shall be determined by samples
collected and analyzed by the City. Samples shall be
collected in such a :Wanner as to be representative of the
actual discharge and shall be analyzed using procedures
set forth in 44 CFR Part 136.
' (c) The determination of the character and concentration of
wastewater discharge by the POTW Director or his duly
appointed representatives shall be binding as a basis for
charges.
1 3.4 Pretreatment Program Administration Charges
The Schedule Of Charges And Fees adopted by the City may include
charges and fees for:
(a) reimbursement of costs of setting up and operating the
Pretreatment Program;
(b) monitoring, inspections and surveillance procedures;
(c) reviewing slug control plans, including accidental and/or
slug load discharge procedures and construction plans and
specifications;
(d) permitting;
(e) other fees as the City may deem necessary to carry out
the requirements of the Pretreatment Program.
-19-

tSECTION - WASTEWATER DiSCHARCE PERIA17T A2PLICATION AND ISSUANCE
' 4.1 Wastewater Dischargers
It shall be unlawful for any person to connect or discharge to the
POTW without first obtaining the permission of the City of Hickory.
When requested by the POTW Director/Superintendent, a User must
submit information on the nature and characteristics of its
wastewater within thirty (30) days of the request. The POTW
Director/Superintendent is authorized to prepare a .form for this
purpose and may periodically require users to update this
information.
' 4.2 Wastewater Permits
All Significant Industrial Users shall obtain a Significant
Industrial User Permit prior to the commencement of discharge to
the POTW. Existing Industrial Users who are determined by the POTW
Director to be Significant Industrial Users shall obtain a
Significant Industrial User Permit within 180 days of receiving
notification of the POTW Director's determination. Industrial
Users who do not fit the Significant Industrial User criteria may
at the discretion of the POTW Director be required to obtain a
wastewater contribution permit for Non -Significant Industrial
Users.
(a) sicrnicant Industrial User Determination
All persons proposing to discharge non -domestic wastewater, or
proposing to change the volume or characteristics of an
existing discharge of non -domestic wastewater shall request
from the POTW Director a Significant Industrial User
determination. If the POTW Director determines or suspects
' that the proposed discharge fats the Significant Industrial
User criteria he will require that a Significant Industrial
User permit application be filed.
(b) Significant lntustrigj User Permit Application
Users required to obtain a Significant Industrial User Permit
shall complete and file with the City, an application in the
form prescribed by the POTW Director, and accompanied by an
application fee in the amount prescribed in the Schedule Of
Charges And Fees. Significant Industrial Users shall apply
for a Significant industrial User Permit within 90 days after
notification of the POTW Director's determination in 4.2(a)
above. In support of the application, the User shall submit,
in units and terms appropriate for evaluation, the following
information:
(1) Name, address, and location, (if different from the
address);
(2) Standard _industrial Classification (SIC) codes for
pretreatment, the industry as a whole, and any processes for
which categorical pretreatment standards have been
promulgated;
20-

(3) Analytical data on wastewater constituents and
characteristics including but not limited to those mentioned
' in section 2 of this ordinance, any of the priority pollutants
(section 307(a) of the Act) which the applicant knows or
suspects are present in the discharge as determined by a
reliable analytical laboratory, and any other pollutant of
concern to the POTW; sampling and analysis shall be performed
in accordance with procedures established by the EPA pursuant
to Section 304(g) of the Act and contained in 40 CFR, Part
' 136, as amended;
(4) Time and duration of the indirect discharge;
' (5) Average daily and 30 minute peak wastewater flow rates,
including daily, monthly and seasonal variations if any;
' (6) Site plans, floor plans, mechanical and plumbing plans
and details to show all sewers, floor drains, sewer
connections, direction of flow and appurtenances by the size,
' location and elevation;
(7) Description of activities, facilities and plant processes
' on the premises including all materials which are or could be
discharged;
(8) Where known, the nature and concentration of any
pollutants in the discharge which are limited by any City,
State, or Federal Pretreatment Standards, and a statement
regarding whether or not the pretreatment standards are being
met on a consistent basis and if not, whether additional
Operation and Maintenance (O&M) and/or additional pretreatment
is required for the User to meet applicable pretreatment
standards;
(9) If additional pretreatment and/or O&M will be required to
Meet the Pretreatment Standards; the shortest schedule by
which the User will provide such additional pretreatment. The
completion date in this schedule shall not be longer than the
compliance date established for the applicable pretreatment
standard. The following conditions apply to this schedule:
(i) The schedule shall contain progress increments in the
forms of dates for the commencement and completion of major
events leading to the construction and operation of additional
pretreatment required for the user to meet the applicable
pretreatment standards. No increment in the schedule shall
exceed nine (9) months.
(ii) No later than 14 days following each date in the
' schedule and the final date for compliance, the User shall
submit a progress report to the POTW Director including, at a
minimum, whether or not it complied with the increment of
progress, the reason for any delay, and if appropriate, the
steps being taken by the User to return to the established
schedule. In no event shall more than nine (9) months elapse
between such progress reports to the POTW Director/
Superintendent.

(10) Each product produced by type, amount, process or
processes and rate of production;
' (11) Type and amount of raw materials processed (average and
maximum per day);
(12) Number and type of employees, and hours of operation of
plant and proposed or actual hours of operation of
pretreatment system;
(13) If subject to a categorical standard, a baseline
monitoring report in accordance with 40 CFR 403.12(b) and 15A
NCAC 2H .0908(a), as outlined in section 5.1 of this
ordinance.
(1) Any other information as may be deemed by the POTW
1 Director/Superintendent to be necessary to evaluate the permit
application.
.
(c) =lication Signatories and Certification
All wastewater discharge permit applications and User reports
must be signed by an authorized representative of the User and
contain the following certification statement;
"I certify under penalty of law that this document and
all attachments were prepared under my direction or
supervision in accordance with a system designed to
assure that qualified personnel properly gather and
evaluate the information submitted. Based on my inquiry
of the person or persons who manage the system, or those
persons directly responsible for gathering the
information, the information submitted is, to the best of
my knowledge and belief, true, accurate, and complete.
I am aware that there are significant penalties for
submitting false information, including the possibility
eof fine and imprisonment for knowing violations."
(d) ApRlication Review and Eval2ation
' The POTW Director/Superintendent will evaluate the data
furnished by the. User and may require additional information.
t (1) The POTW Director/Superintendent is authorized to accept
applications for the City and shall refer all applications to
the POTW staff for review and evaluation.
(2) Within 30 days of receipt the POTW Director/
Superintendent shall acknowledge and accept the complete
' application; or if not complete, shall return the application
to the applicant with a statement of what additional
information is required.
1 -`2_

1 (e) Tentative Djeterminaticn and craft Permit
' (1) The POTW staff shall conduct a review of the application
and an on -site inspection of the Significant Industrial User,
including any pretreatment facilities, and shall prepare a
written evaluation and tentative determination to issue or
deny the Significant Industrial User permit.
(2) If the staff's tentative determination in Paragraph ()
' above is to issue the permit, the following additional
determinations shall be made in writing:
' (i) proposed discharge limitations for those pollutants
proposed to be limited;
(ii) a proposed schedule of compliance, including interim
dates and requirements, for meeting the proposed
limitations; and
' (iii) a brief description of any other proposed special
conditions which will have significant impact upon the
discharge described in the application.
(3) The staff shall organize the determinations made pursuant
to paragraphs (1) and (2) above and the City's general permit
conditions into a Significant industrial User permit.
(f) Pe m't Synapsis
' A fact sheet providing a brief synopsis of the application
shall be prepared by the POTW staff for submission to the
applicant, the Approval Authority and made available to the
' public upon request. The contents of such fact sheets shall
include at least the following information:
(1) a sketch and detailed description of the industrial
facilities and pretreatment facilities including the location
of all points of discharge to the POTW" and all established
compliance monitoring points:
(2) a quantitative description of the discharge described in
the application which includes at least the following:
(i) the rate or frequency of the proposed discharge;
if the discharge is continuous, the average daily flow;
(ii) the actual average daily discharge in pounds per
day if any limited pollutant and any pollutant identified
in the application as known or suspected present; and,
' (iii) the basis for the pretreatment limitations
including the documentation of any calculations in
applying categorical pretreatment standards.
-23-

(g) Final yctipn On Significant Industrial User_ Permit
Applications
(1) The POTW Director shall take final action on all
applications not later than aU days following receipt of a
' complete application.
(2) The Director/Superintendent is authorized to:
' (i) issue a Significant Industrial User permit
contain-ing such conditions as are necessary to effectuate
the purposes of this Ordinance and N.C.G.S. 143--215.1;
' (ii) issue a Significant Industrial User permit
containing time schedules for achieving compliance with
applicable pretreatment standards and requirements;
(iii) modify any permit upon not less than 64 days
notice and pursuant to section 4.2(i) of this Ordinance;
' (iv) revoke any permit pursuant to section 8.1 of this
Ordinance.
(v) suspend a permit pursuant to section 8.1 of this
Ordinance;
' (vi) deny a permit application when in the opinion of
the POTW Director/Superintendent such discharge may cause
or contribute to pass -through or interference of the
' wastewater treatment plant or inhere necessary to
effectuate the purposes of G.S. 143-215.1.
(h) Hearings
" (1) Initial Adjudicatory Hearings. An applicant whose permit
is denied, or is granted subject to conditions he deems
unacceptable, a permittee/User assessed a civil penalty under
section 8.2, or one issued an administrative order under
section 8.1 shall have the right to an adjudicatory hearing
before a hearing officer designated by the POTW.Director upon
making written demand, identifying the specific issues to be
contested, to the POTW Director within 30 days following
' receipt of the significant industrial user permit, civil
penalty assessment, or administrative order. Unless such
written demand is made within the time specified herein, the
action shall be final and binding. The hearing officer shall
make a final decision on the contested permit, penalty, or
order within 45 days of the receipt of the written demand for
a hearing. The POTW Director shall transmit a copy of the
hearing officer's decision by registered or certified mail.
( i ) New Permits. Upon appeal, including judicial review
in the General Courts of Justice, of the terms or
conditions of a newly issued permit, the terms and
conditions of the
1 -24-

1 entire permit are stayed (process no discharges) and the
Permit is net in effect until either the conclusion of
' judicial review or until the parties reach a mutual
resolution.
(ii) Reneged Permits. Upon appeal, including judicial
review in the General Courts of Justice, of the terms or
conditions cf a renewed permit, the terms and conditions
of the existing permit remain in effect until either the
conclusion of judicial review or until the parties reach
a mutual resolution.
(2) Final Appeal hearings. Any decision of a hearing officer
made as a result of adjudicatory hearing held under section
4.2(h)(1) above may be appealed, to the City Council upon
filing a written demand-vrithin 10 days of receipt of notice of
the decision. Hearing held under this Subdivision shall be
conducted in accordance with the City of Hickory Sewer Use
ordinance. Failure to make written demand within the time
.specified herein shall bar further appeal. The City Council,
shall make a final decision on the appeal within 90 days of
the date the appeal was filed and shall transmit a written
copy of its decision by registered or certified mail..
(3) Official record. When a final decision is issued under
section 4.2(h)(2) above, the City Council shall prepare an
official record of the case that includes:
(i) All notices, motions, and
(ii) A copy of all documentary
(iii) A certified transcript of
testimony is transcribed.
and not transcribed, then
any testimony taken.
other like pleadings;
evidence introduced;
all testimony taken, if
If testimony is taken
a narrative summary of
(iv) A copy of the final decision of City Council.
(4) Judicial Review. Any person against whom a final order
or decision of, the City Council is entered, pursuant to the
hearing conducted under section 4.2(h)(2) above may seek
judicial review of the order or decision, by filing a written
petition within 30 days after receipt of notice by registered
or certified mail of the order or decision, but not
thereafter, with the Superior Court of Catawba County along
with a copy to the City. Within 30 days after receipt of the
copy of the petition of judicial. .review, the City Council
shall transmit to the reviewing court the original or a
certified copy of the official record.
(i) Permit Modification
(1) Modifications of permits shall be subject to the same
procedural requirements as the issuance of permits except as
follows:
( i ) changes in the o rinership of the discharge when no
other change in the permit is indicated,-
MV2412

1 (ii) a single modification of any compliance schedule
not in excess of four months,
(iii) modification of compliance schedules (construction
schedules) in permits for new sources where the new
source °Trill not begin to discharge until control
' facilities are operational.
Any changes or new conditions in the permit shall include a
' reasonable time schedule for compliance.
(2) Within g months of the promulgation of a National
Categorical Pretreatment Standard, the Wastewater Discharge
Permit of Users subject to such standards shall be revised to
require compliance with such standard 'within the time frame
prescribed by such standard. Where a User, subject to a
' National Categorical Pretreatment Standard, has not previously
submitted an application for a Wastewater Contribution Permit
as required by 4.2(b), the User shall apply for a Wastewater
' Contribution Permit within 180 days after the promulgation of
the Applicable National Categorical Pretreatment Standard.
(3) A request for a modification by the permittee shall
constitute a waiver of the 60 day notice required by
G.S. 143-215.1(b) for modifications.
' (j) Permit Conditions
(1) The POTW Director shall have the authority to grant a
'} permit with such conditions attached as he believes necessary
to achieve the purpose of this Ordinance and N.C.G.S. 143-
215.1 such conditions shall include but are not limited to the
' following:
(i) a statement of duration (in no case more than five
years) ;
(i.:i) a statement of non -transferability;
(i.ii) applicable effluent limits based on Categorical
Standards or local limits or both;
' (iv) applicable monitoring, sampling, reporting,
notification, and record keeping requirements. These
requirements shall include an identification of
pollutants to be monitored, sampling location, sampling
' frequency, and sample type based on Federal, State and
local law.
(v) notification requirements for slug loads;
(vi) a statement of applicable civil and criminal
penalties for violation of Pretreatment Standards and
' Requirements.
1 -26-

1 ( 2 ) In addition, permits may contair., but are not limited to,
the f of lo-dirg :
( i ) Limits on the average and/or maximum rats of
discharge, and/or requirements for flow regulation and
equalization. _
(ii) Limits on the instantaneous, daily and monthly
average and/or maximum concentration, mass, or other
measure of identified wastewater pollutants or
properties.
(iii) Requirements for the installation of pretreatment
technology or construction of appropriate containment
devices, etc., designed to reduce, eliminate, or prevent
the introduction of pollutants into the treatment .corks.
(iv) Development and implementation of spill control
plans or other special conditions including management
' practices necessary to adequately prevent accidental,
unanticipated, or non -routine discharges.
(v) Development and implementation of wastewater
minimization plans to reduce the amount of pollutants
discharged to the municipal wastewater system.
1 (vi) The unit charge or schedule of User charges and
fees for the management of the wastewater discharged to
the system.
(vii) Requirements for installation and maintenance of
inspection and sampling facilities and equipment.
' (viii) Specifications for monitoring programs which may
include sampling locations, frequency of sampling,
number, types, and standards for tests, and reporting.
' schedules.
(ix) Requirements for immediate reporting of any
instance of noncompliance and for automatic resampling
and reporting within thirty (30) days where self -
monitoring indicates a violation(s).
(x) Compliance schedules for meeting pretreatment
standards and requirements.
' (xi) Requirements for submission of periodic self -
monitoring or special notification reports.
(xii) Requirements for maintaining and retaining plans
records relating to wastewater discharges as specified in
Section [5.13] and affording the POTW
Director/Superintendent, or his representatives, access
' thereto.
1 -27-

(xiii) Requirements fcr prior notification and approval
by the POTW Director/Superintendent of any new
introduction of wastewater pollutants or of any
significant change in the .Tolume or character of the
.,rastewater prior to introduction in the system.
' (xiv) Requirements for the prior notification and
approval by the POTW Director/Superintendent of any
change in the manufacturing and/or pretreatment process
' used by the permittee.
(xv) Requirements for i=ediate notification of
excessive, accidental, or slug discharges, or any
discharge which could cause any problems to the system.
(xvi) A statement that compliance with the permit does
not relieve the permittee of responsibility for
compliance with all applicable Federal and State
pretreatment standards, including those which become
effective during the terms of the permit.
(xvii) other conditions as deemed appropriate by the
Director/Superintendent to ensure compliance with this
Ordinance, and State and Federal laws, rules, and
regulations; the term cf the permit.
( is ) Permits Duration
Permits shall be issued for a specified time period, not to
exceed five (5) years. A permit maybe issued for a period
--' less than a year or may be stated to expire on a specific
date. The User shall apply for permit reissuance a minimum of
1 180 days prior to the expiration of the User's existing
permit.
(1) Permit Transfer
Wastewater Discharge Permits are issued to a specific User for
' a specific operation. A wastewater discharge permit shall not
be reassigned or transferred or sold to a new owner, new User,
different premises, or a new or changed operation.
' (m) Permit Reissuance
A significant industrial User shall apply for permit
' reissuance by submitting a complete permit application in
accordance with section [4.2] a minimum of 180 days prior to
the expiration of the existing permit.
1
-28-

' SECiIV - REPORTING REQUIREMENTS
' 5.1 Easeline i{Qr:4toring R ports
s (a) Within either one hundred eighty (180) days after the
effective date of a categorical pretreatment standard, or the
final administrative decision on a category determination
under 4C CFE 403.6(a)(4), whichever is later, existing
categorical Users currently discharging to or scheduled to
discharge to the POTW shall submit to the POTW
Director/Superintendent a report which contains the
information listed in paragraph [(b)) below. At least ninety
(90) days prior to commencement of their discharge, new
sources, and sources that become categorical Users subsequent
to the promulgation of an applicable categorical standard,
shall submit to the POTW/Superintendent a report which
' contains the information listed in paragraph [(b)] below. A
new source shall report the method of pretreatment it .intends
to use to meet applicable categorical standards. A new source
also shall give estimates of its anticipated flow and quantity
of pollutants to be discharged.
(b) Users described above shall submit the information set
forth below.
(1) Identifying Information. The name and address of
1 the facility, including the name of the operator and
owner.
(2) Environmental Permits. A list of any environmental
control permits held by or for the facility.
(3) Description of Operations. A brief description of
' the nature, average rate of production, and standard
industrial classifications of the operation(s) carried
out by such User. This description should .include a
schematic process diagram which indicates points of
discharge to the POTW from the regulated processes.
(4) Flow Measurement. Information showing the measured
average daily and maximum daily flow, in gallons per day,
to the POTW from regulated streams and other streams, as
necessary, to allow use of the combined wastestream
formula set out in 40 CFR 403,6(e).
(5) Measurement of Pollutants.
' (i) The categorical pretreatment standards
applicable to each regulated process.
' (ii) The results of sampling and analysis
identifying nature and concentration, and/or mass,
where required by the standard or by the POTW
Director/Superintendent, of regulated pollutants in
the discharge from each regulated process.
1
_29-.
1

Instantaneous, daily maximum, long-term average
concentrations, or :;.ass, :here required, shall e
I reported. The sample shall be representative of
daily operations and shall be analyzed in
accordance with procedures set out in section 5.10
of this ordinance_
' (iii) Sampling must be performed in accordance with
procedures set out in section 5.11 of this
Iordinance.
(6) Certification. A statement, reviewed by the User's
authorized representative and certified by a qualified
' professional, indicating wheth.er pretreatment standards
are being net on a consistent basis, and, if riot, whether
additional operation and maintenance (O&M) and/or
' additional pretreatment is required to meet the
pretreatment standards and requirements.
' (7) Compliance schedule. If additional pretreatment
and/or 0&M will be required to meet the pretreatment
standards, the shortest schedule by which the User will
provide such additional pretreatment and/or O&M. The
I completion date in this schedule shall not be later than
the compliance date established for the applicable
pretreatment standard. A compliance schedule pursuant to
I this section must meet the requirements set out in
section 5.2 of this ordinance.
(8) Signature and Certification. All baseline
monitoring reports must be signed and certified in
accordance with section 4.2(c) of this ordinance.
5.2 Compliance chedule Progress Reportq
The following conditions shall apply to the compliance
schedule required by section 5.1(b)(7) of this ordinance.
(a) The schedule shall contain progress increments in
the form of dates for the commencement and completion of
major events leading to the construction and operation of
additional pretreatment required for the User to meet the
applicable pretreatment standards (such events include,
but are not limited to, hiring an engineer, completing
preliminary and final plans, executing contracts for
major components, commencing and completing construction,
and beginning and conducting routine operation);
( b ) No increment referred to above shall exceed nine ( 9 )
months;
(c) The User shall submit a progress report to the POTW
Director/Superintendent no later than fourteen (14) days
following each date in the schedule and the final date of
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' comoliarice including, as a minimu n:, .hether or not it
complied with the increment of progress, the reason for
any delay, and, if appropriate, the steps being taken by
the User to return to the established schedule; and
(d) In no event shall more than nine (9) months elapse
' between such progress reports to the POT1W Director/
Superintendent.
5.3 Reports on Compliance with Categorical Pretreatment Standard
Deadline
Within ninety (90) days following the date for final compliance
with applicable categorical pretreatment standards, or in the case
of a new source following commencement of the introduction of
wastewater the POTW, any User subject to such pretreatment
' standards and requirements shall submit to the POTW
Director/Superintendent a report containing the information
described in section 5.1(b)(4-6) of this ordinance. For Users
' subject to equivalent mass or concentration limits established in
accordance with the procedures in 40 CFR 403.6(c), this report
shall contain a reasonable measure of the User's long-term
production rate. For all. other Users subject to categorical
pretreatment standards expressed in terms of allowable pollutant
discharge per unit of production (or other measure of operation),
this report shall include the User's actual production during the
appropriate sampling period. All compliance reports must be signed
and certified in accordance with section 4.2(c) of this ordinance.
5.4 Periodic Compliance Reports
(a) All Significant Industrial Users shall, at a frequency
determined by the POTW ➢irector/Superintendent but in no case
less than twice per year (in June and December), submit a
report indicating the nature and concentration of pollutants
in the discharge which are limited by pretreatment standards
and the flows for the reporting period. All periodic
compliance reports must be signed and certified in accordance
with section 4.2(c) of this ordinance.
(b) All wastewater samples must be representative of the
User's discharge. Wastewater monitoring and flow measurement
facilities shall be properly operated, kept clean, and
' maintained in good working order at all times. The failure of
a User to keep its monitoring facility in goad working order
shall not be grounds for the User to claim that sample results
are unrepresentative of its discharge.
(c) If a User subject to the reporting requirement in this
section monitors any pollutant more frequently than required
by the POTW Director/Superintendent, using the procedures
prescribed in section 5.10 of this ordinance.
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5.5 Reports of Chanced Conditions
Each User must notify the POrIW Director/Superintendent of any
planned significant changes to the User's operations or systems
which might alter the nature, quality, or volume of its wastewater
at mast thirty (30) days before the change.
' (a) The POTW Director/Superintendent may require the User to
submit such information as may be deemed necessary to evaluate
the changed condition, including the submission of a
wastewater discharge permit application under section 4.2 of
this ordinance.
' (b) The POTW Director/Superintendent may issue a wastewater
discharge permit under section 4.2 of this ordinance or modify
an existing wastewater discharge permit Sander section 4.2 of
this ordinance in response to changed conditions or
anticipated changed conditions.
' (c) For purposes of this requirement, significant changes
include, but are not limited to, flow increases of twenty
percent (20%) or greater, and discharge of any previously
unreported pollutants.
5.6 Reports of Potential Problems
(a) In the case of any discharge, including, but not limited
to, accidental discharges, discharges of a nonroutine,
episodic nature, a noncustomary batch discharge, or a slug
load, that may cause potential problems for the POTW, the User
shall immediately telephone and notify the POTW Director/
Superintendent of the incident. This notification shall
include the location of the discharge, type of waste,
' concentration and volume, if known, and corrective actions
taken by the User.
' (b) Within five (5) days following such discharge, the User
shall., unless waived by the POTW Director/Superintendent,
submit a detailed written report describing the cause(s) of
the discharge and the measures to be taken by the User to
prevent similar future occurrences. Such notification shall
not relieve the User of any expense, loss, damage, or other
liability which may be incurred as a result of damage to the
POTW, natural resources, or any other damage to person or
property; nor shall such notification relieve the User of any
fines, penalties, or other liability which 3nay be imposed
pursuant to this ordinance.
(c) A notice shall be permanently posted on the User's
bulletin board or other prominent place advising employees
' whom to call in the event of a discharge described in
paragraph (a), above. Employers shall ensure that all
employees, who may cause such a discharge to occur, are
advised of the emergency notification. procedure.
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5.7 Reports from UnDermitted Users
All Users not required to obtain a wastewater discharge permit
shall provide appropriate reports to the PJT`W Director/
Superintendent as the POTW Director/Superintendent may require.
5.8 Notice of Violation/:repeat Sampling and Reporting
If sampling performed by a User indicates a violation., the User
must notify the POnq Director/Superintendent within twenty-four
(24) hours of becoming aware of the violation. The User shall also
repeat the sampling and analysis and submit the results of the
repeat analysis to the POTW Director/Superintendent within thirty
(30) days after becoming aware of the violation. The User is not
required to resample if the POTW Director/Superintendent monitors
at the User's facility at least once a month, or if the POTW
Director/Superintendent samples between the User's initial sampling
and when the User receives the results of this sampling.
5.9 Notification of the Discharce of Hazardous Waste
(a) Any User who commences the discharge of hazardous waste
shall notify the POTW, the EPA Regional 'Taste Management
Division Director, and State hazardous waste authorities, in
writing, of any discharge into the POTW of a substance which,
if otherwise disposed of, would be a hazardous waste under 40
CFR Part 261. Such notification must include the pane of the
hazardous waste as set forth in 40 CFR Part 261, the EPA
hazardous waste number, and the type of discharge ( continuous,
t batch, or other). If the User discharges more than one
hundred (100) kilograms of such waste per calendar month to
the POTW, the notification also shall contain the following
information to the extent such information is known and
' readily available to the User: an identification of the
hazardous constituents contained in the wastes, an estimation
of the mass and concentration of such constituents in the
wastestream discharge during the calendar month, and an
estimation of the mass of constituents in the wastestream
expected to be discharged during the following twelve (12)
months. All notifications must take place no later than one
hundred and eighty (180) days after the discharge commences.
Any notification under this paragraph need be submitted under
section 6.5 of this ordinance. The notification requirement
in this section does not apply to pollutants already reported
by Users subject to categorical pretreatment standards under
the self -monitoring requirements of sections 5.1, 5.3, and 5.4
of this ordinance.
(b) Discharges are exempt from the requirements of paragraph
(a) above, during a calendar month in which they discharge no
more than fifteen (15) kilograms of hazardous :-castes unless
the wastes are acute hazardous wastes as specific in 40 CFR
261.30(d) and 261.33(e). Discharge cf more than fifteen (15)
kilograms of nonacute hazardous wastes in a calendar month, or
of any quantity of acute hazardous wastes as specified in 40
CFR 261.30(d) and 261.33(e), requires a one-time notification.
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Subsequent months during which the User discharges more than
such quantities of any hazardous ,caste do not require
additional. notification.
1
(c) In the case of any new regulation under section 3001 of
RCRA identifying additional characteristics of hazardous waste
' or listing any additional characteristics of hazardous waste
or listing any additional substance as a hazardous waste, the
User must notify the POTW Director/Superintendent, the EPA
Regional [;taste Management Waste Division Director, and State
hazardous waste authorities of the discharge of such substance
within ninety (90) days of the effective date of such
regulations.
(d) In the case of any notification made under this section,
the User shall certify that it has a program in place to
reduce the: volume and toxicity of hazardous wastes generated
to the degree it has determined to be economically practical.
(e) This provision does not create a right to -discharge any
substance not otherwise permitted to be discharged by this
ordinance, a permit issued thereunder, or any applicable
Federal or State law.
W 5.10 Analytical Requigements
' All pollutant analyses, including sampling techniques, to be
submitted as part of a wastewater discharge permit application or
report shall be performed in accordance with the techniques
prescribed in 40 CFR Part 136, unless otherwise specified in an
applicable categorical pretreatment standard. If 40 CFR Part 136
does not contain sampling or analytical techniques for the
pollutant in question, sampling and analyses must be performed in
accordance with procedures approved by EPA.
5.11 Sample Collection
(a) Except as indicated in section (b) below, the User must
collect wastewater samples using flow proportional composite
collection techniques. In the event flow proportional
sampling is infeasible, the POTW Director/Superintendent may
authorize the use of time proportional sampling or a minimum
of four (4) grab samples where the User demonstrates that this
' will provide a representative sample of the effluent being
discharged. In addition, grab samples may be required to show
compliance with instantaneous discharge limits.
(b) Samples for oil and grease, temperature, pH, cyanide,
phenols, sulfides, and volatile organic compounds must be
obtained using grab collection techniques.
(c) Samples collected for analyses by Industrial Users must
be submitted to a State certified laboratory.
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1

5_12 Timing
Written reports will be deemed to have been submitted on the date
postmarked. For reports which are not mailed, postage prepaid,
into a mail facility serviced by the United States Postal Service,
the date of receipt of the report shall govern.
5.13 Record Keeping
Users subject to the reporting requirements of this ordinance shall
retain, and make available for inspection and copying, all records
of information obtained pursuant to any monitoring activities
' required by this ordinance and any additional records of
.information obtained pursuant to monitoring activities undertaken
by the User independent of such requirements. Records shall
include the date, exact place, method, and time of sampling, and
' the name of the person(s) taking the samples: the dates analyses
were performed; who performed the analyses; the analytical
techniques or methods used; and the results of such analyses.
These records shall remain available for a period of at least
three(3) years. This period shall be automatically extended for
the duration of any litigation concerning the User or the City, or
where the User has been specifically notified of a longer retention
period by the POTWDirector/Superintendent.
5.1 Monitorina Facilities
The City requires the User to provide and operate at the User's own
expense, monitoring facilities to allow inspection, sampling, and
flow measurement of the building sewer and/or internal drainage
systems. The monitoring facility should normally be situated on
the User's premises, but the City may, when such a location would
be impractical or cause undue hardship on the User, allow the
facility to be constructed in the public street or sidewalk area
and located so that it will not be obstructed by landscaping or
parked vehicles.
There shall be ample room in or near such sampling manhole or
facility to allow accurate sampling and preparation of samples for
analysis. The'faciiity, sampling, and measuring equipment shall be
maintained at all times in a safe and proper operating condition. at
' the expense of the User.
Whether constructed on public or private property, the sampling and
monitoring facilities shall be provided in accordance with the
City's requirements and all applicable local construction standards
and specifications. Construction shall be completed within 90 days
following written notification by the City.
L

6.2 Insoection and Samolin
The City will inspect the facilities of any User to ascertain
whether the purpose of this ordinance is being met and all
requirements are being complied with. Persons or cccupants of
premises where wastewater is created or discharged shall allow the
City, approval authority and EPA or their representative ready
access at all reasonable times to all parts of the premises for the
purposes of inspection, sampling, records examination or in the
performance of any of their duties. The City, approval authority,
and EPA shall have the right to set up on the User's property such
devices as are necessary to conduct sampling inspection, compliance
monitoring and/or metering operations. Where a User has security
measures in force which would require proper identification and
clearance before entry into their premises, the User shall mane
necessary arrangements with their security guards so that upon
presentation of suitable identification, personnel from the City,
approval authority, and EPA will be permitted to enter, without
delay, for the purposes of performing their specific
responsibilities. Denial of the POTW Director's/Superintendent's
approval authority's or EPA's access to the User's premises shall
be a violation of this ordinance. Unreasonable delays may
constitute denial of access.
6.3 Search Wa ants
' If the POTW Director/Superintendent, approval authority or EPA, has
been refused access to a building, structure, or property, or any
part thereof, and is able to demonstrate probable cause to believe
that there may be violation of this ordinance, or that there is a
need to inspect and/or sample as part of a routine inspection and
sampling program of the City designed to verify compliance with
this ordinance or any permit or order issued hereunder, or to
protect the overall public health, safety and welfare of the
community, then the POTW Director/Superintendent, approval
authority or EPA may seek issuance of a search warrant from the
City of Hickory Police Department.
SECTION 7 - Confidential Information
Information and data on a User obtained from reports,
questionnaires, permit applications, permits and monitoring
programs and from inspections shall be available to the public or
other governmental, agency without restriction unless the User
specifically requests and is able to demonstrate to the
satisfaction of the POTW Director that the release of such
information would divulge information, processes or methods of
production entitled to protection as trade secrets of the User.
Any such request must be asserted at the time of submission of the
information or data.
When requested by the person furnishing a report, the portions of
a report which might disclose trade secrets or secret processes
shall not be made available for inspection by the public but shall
be made available upon written request to governmental agencies for
1 -36-

' uses related to this Ordinance, the Rational Pollutant Discharge
Elimination System (NPDES) permit, State Disposal System permit
and/or the Pretreatment Programs; provided, however, that such
portions of a report shall be available for use by the State or any
State agency in judicial review or enforcement proceedings
' involving the person furnishing the report_ Wastewater
constituents and characteristics will not be recognized as
confidential information.
All records relating to compliance with Pretreatment Standards
shall be made available to officials of the approval authority and
EPA upon request.
' SECTION 8 - ENFORCEMENT
' 8.1 Administrative Remedies
(a) Notification Of Violation
' Whenever the POTW Director/Superintendent finds that any
Industrial User has violated or is violating this Ordinance,
wastewater contributor permit, or any prohibition, limitation
or requirements contained therein, the .POTW Director/
Superintendent may serve upon such a person a written notice
stating the nature of the violation. Within 30 days from the
date of this notice, a plan for the satisfactory correction
thereof shall be submitted to the City by the User.
Submission of this plan does not relieve the discharger of
liability for any violations occurring before or after receipt
of the Notice of Violation.
(b) Consent Orders
The POTW Director/Superintendent is hereby empowered'to enter
into Consent Orders, Assurances of Voluntary Compliance, or
' other similar documents establishing an agreement with the
person responsible for the noncompliance. Such orders will
include specific action to be taken by the discharger to
correct the noncompliance within a time period also specified
by the order. Consent Orders shall, have the same force and
effect as an Administrative Order issued pursuant to Section
i 8.1.(d), below.
(c) ahow Cause _Hearin
The POTW Director/Superintendent may order any Industrial User
who causes or is responsible for an unauthorized discharge,
has violated this ordinance or is in noncompliance with a
wastewater contributor permit to show cause why a proposed
enforcement action should not be taken. In the event the POTW
Director/Superintendent determines that a show cause order
should be issued, a notice shall be served on the User
37-

' specifying the time and place for the hearing, the proposed
enforcement action, the reasons for such action, and a request
that the User show cause why this proposed enforcement action
should not be taken. The notice of the hearing shall be
served personally or by registered or certified rail (return
receipt requested; at least ten (10) days before the hearing.
Service stray be made on any agent or officer of a corporation.
The POTW Director/Superintendent shall review the evidence
presented -at the hearing and determine whether the proposed
enforcement action is appropriate.
A show cause hearing under this section is not a prerequisite
to the assessment of a civil penalty under section 8.2 nor is
any action or inaction taken by the POTW/Superintendent under
' this section subject to an administrative appeal under section
4.2(h).
(d) Administrative Orders
' When the POTW Director/Superintendent finds that discharge
violates the prohibitions or effluent Limitations of this
Ordinance, or those contained in any permit issued hereunder,
the POTW Director/ Superi.ntendent may issue an order to cease
and desist, and direct those persons in noncompliance to do
any of the following:
1) Comply forthwith
2) Comply in accordance with a compliance time schedule set
forth in the order
3) Take appropriate remedial or preventative action in the
event of a continuing or threatened violation
4) Disconnect unless adequate treatment facilities, devices
or other related appurtenances are installed and properly
operated within a specified time period.
(e) Emergency Suspensions
The POTW Director may suspend the wastewater treatment service
and/or wastewater permit when such suspension is necessary in
order to stop an actual or threatened discharge which presents
or may present an imminent or substantial endangerment to the
health or welfare of persons or the environment, interferes
with the POTW or causes the POTW to violate any condition of
its NPDES permit.
Any User notified of a suspension of the wastewater treatment
service and/or the wastewater permit shall immediately stop or
eliminate the contribution. A hearing will be held within 15
days of the Notice of Suspension to determine whether the
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suspension may be .sifted or the User's waste discharge permit
terminated. In the event of a failure of the person to comply
voluntarily with the suspension order, the POTW Director/
Superintendent shall take such steps as deemed necessary
including immediate severance of the sewer connection, to
' prevent or minimize damage to the PICTIR system or endangerment
to any individuals. The POTW Director/Superintendent shall
reinstate the wastewater permit and the wastewater treatment
service upon proof of the elimination of the noncompliant
discharge_ The Industrial User shall submit a detailed
written statement describing the causes of the harmful
contribution and the measures taken to prevent any future
' occurrence to the POTW Director/Superintendent prior to the
date of the above -described hearing.
(f) Termination Of Permit
Any User who violates the following conditions of this
' Ordinance, or applicable State and Federal regulations, is
subject to having its permit terminated:
1) Failure to factually report the wastewater constituents
and characteristics of his discharge;
2) Failure to report significant changes in operations, or
wastewater constituents and characteristics;
3) Refusal of reasonable access to the User's premises for
the purpose of inspection or monitoring; or
4) Violation of conditions of the permit.
Noncompliant industrial Users will be notified of the proposed
termination of their wastewater permit and will be offered an
opportunity to show cause under section 8.1 of this ordinance why
the proposed action should not be taken.
8.2 Ciyi3- Penalties -
(a) Any User who is found to have failed to comply with any
provision of this Ordinance, or the orders, rules, regulations
and permits issued hereunder, may be fined up to ten thousand
dollars ($10,000) per day per violation.
(b) In determining the amount of the civil penalty, the POTW
Director/Superintendent shall consider the following:
(i) The degree and extent of the harm to the natural
resources, to the public health, or to public or private
property resulting from the violation;
(ii) The duration and gravity of the violation;
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' (iii) The effect on ground or surface -V:ater quantityor
quality or on air quality;
' (iv) 'The cost of rectifying the damage;
(v) The amount of money saved by noncompliance;
(vi) Whether the violation was committed willfully or
intentionally;
(vii) The prior record of the violator in complying or
failing to comply with the pretreatment program;
(viii) The costs of enforcement to the City.
(c) Appeals of civil penalties assessed in accordance with
this section shall be as provided in section 4_2(h).
8.3 Other Available Remedies
Remedies, in addition to those previously mentioned in this
ordinance, are available to the POTW Director/Superintendent who
may use any single one or combination against a noncompliant User.
Additional available remedies include, but are not limited to:
( a ) Criminal Violations. The District Attorney for the. Hickory
1 Judicial District may, at the request of the City, prosecute
noncompliant Users who violate the provisions of N.C.G.S. 143-
215.6B.
} b unctive Relief Whenever an Industrial User is in
violation of the provisions of this Ordinance or an order or
' permit issued hereunder, the POTW Director/Superintendent,
through the City Attorney, may petition the Superior Court of
Justice for the issuance of a restraining order or a
preliminary and permanent injunction, which restrains or
compels the activities in question.
(c) Water Supply Severance
Whenever an Industrial User is in violation of the provisions
of this Ordinance or an order or permit issued hereunder,
' water service to the Industrial User may be severed and
service will only recommence, at the Users expense, after it
has satisfactorily demonstrated ability to comply.
' (d) Public Nuisance
Any violation of the prohibitions or effluent limitations of
this Ordinance or contained in a permit or order issued
hereunder, is hereby declared a public nuisance and shall be
corrected or abated as directed by the POTW Director/
' Superintendent.

Any person(s) creating a public nuisance shall be subject to
the provisions of the Citzi of Hickory Sewer Use Ordinance
' governing such nuisances, including reimbursing the POTW for
any costs incurred in rencving, abating or remedying said
nuisance.
' 3.4 Remedies Nonexclusive
The remedies provided for in this ordinance are not exclusive. The
' POTW Director/Superintendent may take any, all, or any combination
of these actions against a noncompliant User. Enforcement of
pretreatment violations will generally be in accordance with the
' City's enforcement response plan. However, the POTW Director/
Superintendent may take other action against any User when the
circumstances warrant. Further, the POTW Director/Superintendent
is empowered to take more than one enforcement action against any
noncompliant User.
SECTION 9 - ANNUAL PUBLICATION OF SIGNIFICANT NONCOMPLIANCE
At least annually, the POTW Director/Superintendent shall publish
in the largest daily newspaper circulated in the service area, a
list of those Industrial Users which were found to be in
significant noncompliance, also referred to as reportable
noncompliance in 15A NCAC 2H .0903(b)(10), with applicable
pretreatment standards and requirements, during the previous 12
months.
SECTIQW 10 - AFFIRMATIVE DEFENSES TO DISCUARGE VIOLATIONS
10.1 Upset
(a) An upset shall constitute an affirmative defense to an
action brought for noncompliance with categorical pretreatment
standards if the requirements of paragraph (b) below are met.
(b) A User who wishes to establish the affirmative defense of
upset shall demonstrate, through properly signed,
contemporaneous operating logs, or other relevant evidence
that;
(1) An upset occurred and the User can identify the
cause(s) of the upset;
( 2 ) The facility was at the time being operated in a
prudent and workman -Like manner and in compliance with
applicable operation and :maintenance procedures; and
(3) The User has submitted the following information to
the POTW Director/Superintendent within twenty-four (24)
hours of becoming aware of the upset. A written
submission must be provided within five (5) days
following the oral report of upset:
(i) A description of the indirect discharge and
cause of noncompliance;
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' ( ii ) The veri od of noncompliance, including exact
dates and times Cr, ii of corrected, the
' anticipated time the noncompliance is expected to
continue; and
' (iii) Steps being taken and/or planned to reduce,
eliminate, and prevent recurrence of the
noncompliance.
' (c) In any enforcement proceeding, the user seeking to
establish' the occurrence of an upset shall have the burden of
proof.
(d) Users will have the opportunity for a judicial
determination on any claim of upset only in an enforcement
action brought for noncompliance with categorical pretreatment
standards.
(e) Users shall control production of all discharges to the
extent necessary to maintain compliance with categorical
pretreatment standards upon reduction, loss, or failure of its
treatment facility until the facility is restored or an
alternative method of treatment is provided. This requirement
applies in the situation where, among other things, the
primary source of power of the treatment facility is reduced,
lost, or fails.
' 10.2 Prohibited Discharge Standards Defense
J} A User shall have an affirmative defense to an enforcement action
brought against it .for noncompliance with the general prohibitions
in section 2.1(a) of this ordinance or the specific prohibitions in
' sections 2.1(b)(2), (6), (4), (9), and (11) of this ordinance if it
can prove that it did not know, or have reason to know, that its
discharge, alone or in conjunction with discharges from other
sources, would cause pass through or interference and that either;
' (a) A local limit exists for each pollutant discharged and
the User was in compliance :lith each limit directly prior to,
and during the pass through or interference; or
(b) No local limit exists, but the discharge did not change
substantially in nature or constituents from the user's prior
discharge when the City was regularly in compliance with its
NPDES permit, and in the case of interference, was in
compliance with applicable sludge use or disposal
' requirements.
10.3 Bypass
' (a) A User may allow any bypass to occur which does not cause
pretreatment standards or requirements to be violated, but
only if it also is for essential maintenance to assure
efficient operation. These bypasses are not subject to the
provision of paragraphs (b) and (c) of this section_
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' (b)
( i } If a UserJk�ro..s in advance of the need for a bypass,
' it shall submit prior notice to the POTW Director/
Superintendent at 'Least 10 days before the date of the
bypass, if possible.
' (2) n User shall submit oral notice to the POTW
Director/Superintendent of an unanticipated by pass that
exceeds applicable pretreatment standards within twenty-
four ( 24 ) hours from the time it becomes aware of the
bypass. A urritten submission shall also be provided
within five (5) days of this time the User becomes .aware
' of the bypass. The written submission shall contain a
description of the bypass and its cause; the duration of
the bypass, including exact dates and tines, and, if the
bypass has not been corrected, the anticipated time it is
expected to continue; and steps taken or planned to
reduce, eliminate, and prevent reoccurrence of the
bypass. The POTW Director/Superintendent may :-naive the
' written report on a case -by -case basis if the oral report
has been received within twenty-four (24) hours.
(C)
(1) Bypass is prohibited, and the POTW Director/
Superintendent may take an enforcement action against a
User for a bypass, unless,
(i) Bypass was unavoidable to prevent loss of
life, personal injury, or severe property damage;
(ii) There were no feasible alternatives to the
bypass, such as the use of auxiliary treatment
facilities, retention of untreated wastes, or
maintenance during normal periods of equipment
downtime. This condition is not satisfied if
adequate back-up equipment should have been
installed in the exercise of reasonable engineering
judgment to prevent a bypass which occurred during
normal periods of equipment downtime or preventive
' maintenance; and
(iii) The User submitted notices as required under
' paragraph (b) of this section.
(2) The POTW Director/Superintendent may approve an
anticipated bypass, after considering its adverse
effects, if the POT'd Director/Superintendent determines
that it will meet the three conditions listed in
paragraph (c)(1) of this section.
1
1 -43-

ISECTION 11 - SEi,TR.iEILITY
1 If any provision, paragraph, Yaord, section cr article of this
Ordinance -Ls invalidated by any court of competent jurisdiction,
the remaining provisions, paragraphs, words, sections, and chapters
shall not be affected and shall continue in full force and effect.
SECTION 12 - CONFLICT
All other ordinances and parts of other ordinances incons-istent or
conflicting with any part of this Ordinance are hereby repealed to
the extent of such inconsistency or conflict.
1 -44-

SECTION 13 - EFFECTIVE DATE
This ordinance shall be in full force and effect from and after its
passage, approval and puhlication, as provided by law.
On the 16th day of August , 19 94
INTRODUCED the '!nd day of August , 19 94 .
FIRST READING: Au,<! ._3t_ z s 9 94 .
SECOND READING: .1,11gust 16 , 19 94
' PASSED this lath day o: Au ust 19 94.
AYES: McDonald, Ililler, Moore, Melsner, iloyle, Foy:, and 'Moss
NAYS: none
' ABSENT: None
NOT VOTING: None
APPROVED by me this 17tit day of Nagust-, 19 94
' /4,y Y /
/),• MAYOR, CITY OF HICKORY
ATTEST:`_A:t&6C 4 i C (SEAL } City Clerk
Published the day of , 19
F
-45-

APPENDix F
CITY OF HICKORY SEWAGE SPILL; RECORDS

APPENDLV t
SFWAG L SPILL REPORT
PAGE
DATE
_'S hlc,-97
3-Jun-97
'EL51E.
N071F1EU
TLVII:
ARRIVE.
l'1]aE
ENDED
LUCATIORISOURCE
Bebmd Elhs Mills Plant 42 - 719 Old Lenoir Road
P—P Stauoo at hIDI
SURFACE WATER I?IPACI'ED
VDLUME(GALLONS)
�00
?Slam 9.'ata Discharge
CAUSE
J
REPAIRS IP17)
k
CURRECUVI.,I(:11U:,
PUIILI, 1O 17CE
REQUIRED
1.1-Au -97
3-0ct-97
4-Nov-97
26-Not-97
Grace Chad Road near MOI
lath Street. NW and 2nd Amu. Nw
Catawba Valle+ 13.1 rd PS
Behind Catauba Villas Alall
200-300
100
0
1000
1-Dec-97
S.nlhnics Fmish,ng .569 HI hwav 321
500
5-Dec-97
fit haa. i0 near Galewa Wid
50o
I I-Dec•97
Lake Ei�ckon Couolrr Club
40
I-tan-9x
w
I'-� Sven Di,. Sw off W a. 70
500
Iddan-9x
Behind Hickory Dail, Record
loon
20-Feb-%
131h Sum SW 1500 Black
500
13-A r-98
Maoet Club -61h Strmt, NW
100
28•Mav-98
01d Lmoir Rmd A 7tk Avenue NW
10DO
11-Jnn.9E
Nonheas<Plant - 710 Clonin er ""'I Road
1n000
7-lul•98
❑ Attnue_ SE
300
18-1u1.
Va11n Crossln PS off Catawba Valley B-1—d
200
25-1u1.98
Catauba Valln 8wlevmd near Cma,b. Maii
1000
'2O-Au -9k
Ontfall Line off Fh h.var 7n bc1. ^-2nd St, k 771h SI SE
500
20-St -9R
Eastern end of .. WWIP arillel +nth Clmm a h1111 Pmd Road
300
2.Oct-98
vac, c­$--9 PS of Catauba Vailn 13.0 and
150
28-No+--98
1C mdc frun Old NC 70 a1 27ih Aamue NE m WIWI W., line
250
1bDcc-9x
Sn Creek Road
100
2l-Ian-99
Fum Suer Cw-� NW at LaI mm Subdt siam
100
?I -Jan -97
2911, A,rnue Drnc, NE d- Snow Crxk aad 23rd Street
500
I'. FrG99
IOth A+Ynu SE off Ht w 1'_75
200
27mFc6-'a9
300 Dock of 17th Alm— h-F
100
02-m -991
127 S and 8th Strttt Dmc, t;E
300
I7-hIu99
IOIh Street Place. N'E at stud Avenue Lan,, NE
SO
IR-h:ax-99
2550 faghna, 70 SE Behind CVCC
IDO
29 h1ao-79
13[h Si,-, SW a 14DO Block
i20fA1
03 Ap,-091
117Lh A—e .\•E OD of5th Sven NE
100
I8-A r-99
YMCA, Fica Sven NW
25
23-1un99
500 Block of '1st A+Ynue NW
60
29-Iun-99
Swoon Horse Outfall Llne near Ma.hrook Subd++von
l00
15-Au -991
71h A, enue. NE at HL hun 127
VW
27-Oc1.49�
Off Fa,,Irro,c Church Road at'_ON A—rn SE near Corn Plan;
1500
29-Ot1-99
111h A-. SE Nfof Fair — Bl,d . SU and Sweet -at, Road
S00
30-0c1-99
0ulfall line along Section Howe Road behind Idlc Wrid Aves
1700
is No, -99
Oulfa6 line near Ma,blook Subd Off of Section House Road
510
31-Ds-99
400 Block of 21 n A+mue \ V
0
IO-Jan-00�
Hauks Rid e.4 arvoenlsoffof kith Avenue Place Nw
loo
I 1-11n-00
100 Block of Hi hua, 721 Noah
200
1 J-Ian tan
700 Block of 11L Sv--t Plarc SE
300
❑2-Feb-p0
SSI - 111h A+iove Ciree NV
6ix1
09-Feb-Olt
IJth Sueel. SW off of Hal 70
8000
nl-Mu�DO
Sth Street ti'E at 2Jrd A+cvue. NE
600

APPENDIX a
SEWAGE SPILL RT.PURf
PAGE
DATE
.1a1E
BUT lF1ED
TIME
ARRIVE
TIME
ENDED
LOCATIONISOURCE
SURFACE WATER IMPACTED
VOLUME (GALLONS)
CAUSE
REPAIRS (PIT)
k
CORRECFIVEACf1UN
PUBLICVUTICE
REQUIRED
mi.mm-w
I 1-1ut-00
Scorn Ho— Road
Sectinn Roux Road w Adam Slim
1500
700
Debris d: Grease
7-Au -00
16m Snap P—P Simon
150
EltSd "
23-Au -00
953 - 4th Street Plar; 'F
SW
Maahate m.erts
I3.Oct-00
Sulphur $Prw s Rotd
3OU
Pate Flll.cf.6dcul
150Jut-01
15W A,muc. SE sit Tait Cmia beside l-W
9W
Cnanrvction E to eat
27-Feb-al
Hwr. 321 & 121h St Dr NW
10,0001
F.ral'On bf creek bank en sn,a —ssin
310 Clonin er Mill Road
SOW
Very hen+ run
500 31-L d Ht w4+ 121 N
'200D
Debris in serer line
2 1 V Snett SE off Catawba Valle, Blvd
SW
s�tndallsro
Is..a
426-17Lh A,amc NE
IOW-250I)
moss
Section Huse RO&VS611nrt How Owf111 Line
3
Greax.
Jul
Seclmn Horse Road at Adam Slrect
7%
dcbris end sae m line
Maares Fur, a4 Pusn Sutton
2'DD
G tar (Iilere N rapll0l aACf
164h Su SE F—p Station
2$0
elecerieal I
I-oct-01
ShuTcd P—p Statim 01 21St Av.). at 81h St Dr NW
450
Bubbler Tube exppdeq,
Ya
I I.On-01
20th Snw. SE a Mara Mwielra
',SW
17p.iecatas pip, is Qea-.sour
2-Nor-01
Clmin Mill Road aea NE W WTP
eW
r Week w xwa roam
No
14•N000l
17w Se NE near Ct,itaa Park
SOU
Plastic bap in senor hue
No
14•Jao473
21n A-14W
1000
Roos m serer. line
No
1S-12e-02
12sh A.. NW sear Old Lebow Rd
ID 000
ROals m sera line
N.
122/2002
Moores 1— Rl P—p Station
8W
Eleuncal Fag=
Ir•J2002
Ek h-P ftp 54arim
400
5
Ir312002'
377 H— 70 SW
SW
Gnaw w scru line
=12002
a ch A.e NW -
4t50
Ram —1a —b.. .lo the scoa S,srem
11211`102
aW Blkd22nd A.e h'E
2SW
Roar in serer lae
221 fM2
Hid— Opauiam Park
400
ROM a scr.line
V512W2
lAotXe3 Fern+ el Pump Stzm
300
Eloamcal
3r2&2002
Hams Tmc P—p SlUm
50
Vandalism
I
S722002
Lar:esbore 41 PL, Station 1a St NW
2500
Elesukal Future
Sr0/2002
Wmdrnae Subd
200
Rod Ind debris m serer hoc
W4r0W
3Lud 51 N-FJs ee Rd Ootlall
92q
Greaw
NS2W2
13th St SWlHdhlnd Ward Hosiery
IOW
Sod: and rags in sewn line
3,th A—c Plan: MN Wtndmae Subdt+islon
wo
Grease in uric line '
9110i3W2
91102002
1.O0 PM
2:00 PM
Tatt Bid Clak Creel: Outfall
5W
Grease in serer line
lonw20U2
1N18/2002
200AM
245 AM
NE Plant
Luc Htckon
5000Excau.erai6
IW3112002
Iill P2002
4.IS PM
4:35 PM
251h 51 DrNW p=P 5=011
Lake liickon
300
E w lent Failure
1U1112WZ
It/II2002
10 00AS1
12.-15 Mm
1:«tbnf1 Sera plant
Lake llicaary
Hen'rem
IWZW3
1 Uo2Wl
2.30 PNI
330 PM
Lakc EA— Co=w, Oub
Lakt HKkm
2D00
Gradm canuaator broke 16' Fora Main
3124rwol
312412W3
9.30 AM
12 30 PM
Hur 127 S B oWotd
111— Rice
[ODD
ibgt eretk Iris due to bca- tam
3240M
3r4rW3
10 30 Al-S
3-3n pm
Loh St Bi.d r41V at 1I A e 14W
ICn a Creek
1300
High toted: k.el da w Lea.. rain
32413W3
3rrrW3
7.30 ASS
WOO A.I
16th SA NE Lift Sulloe
Tnbtun,toLakelliel on'
60DO.aloadducluhm-ran
32412W3
3rW2W3
3WAM
I100 AM
WE Waaemefa Trealmmt Plan)
Trdbaa wLakelllick a
fi.DDD
O+wkmd dae m beam rain
3f,4!_'W3
3/30 -M3
7 W Aid
10 W AM
Shasord el Lift Sntior
Tnbttlan w Lake Heckon
7 OW
Omdue w 4ea•.'rarn
3rN1'_W3
3242003
2:3D PM
5.30 PM
Clark Crecx tkufatl tlR22nd St SE
ClukCatrl
Soo
Silt la sera line
w101J003
I 41IW=3
I:30 PM
5 30 PM
I 19 51 SE
Heap R—Baia
100D
Strom at.
4110f2063
1 VI&21111131
12 00 PM
2-W PMJ
Itbh Sa PI 'IV
Cri Cra&
Sq0
Rain ,sal.

41111200)
arl If2063
7 W PM
11 ODM
Secum Houu oulfall line Webb Murray Sehmk
TnbutMv to Herrvan Crack
GOD
Roors
41141;003
4114f2W3
5:30 PM
7-30 PM
400 bind of 22od Atv:2CE 1
Triboun• of FalhoX Creek
Aw
Grease
4/2212003
ar2212W}
? 3O AM
11:39 AM
Scum House Ouitall Line
NIA
500
Oebns in sever line
I
51211,003
OD AM
12.00 PM
3100 B0, cf SDm Creek Rd
Snow Creek
3000
Wolm Faee MI..
712912603
4:45 Pbl
9.45 PM
1M AM
S— Creek Lill Statim
Tributan de Lake Htekm
12 W0
Ekcfaiul faun. Lightning bier- lust m
mawr
Vcs
sa 112003
2_IS PM
1-45 PM
2.15 PM
Lakeland Al Life Stan.
T.Wtarr lu Lack. HKlen
2S0
Bnb61a Fuhtre
912312W7
2.5o I'm
1130 PM
2:30 PM
Tine Bled bekmd ;rill Grading
Credo
1.756
G,.dwg conuw. hit mmbde d filled wth
dirt
W12W3 1
9.45 AM
A. IS P1v1
5 30 PM
M.,brmk SubdrVnam Oulflll
Tn Wiur to Lake Hlckon
2 300
Grease @ rigs
IOJ ag-o 3
1:30 Pbl
1 3O PM
3.30 PM
1lth St NE near C,,�etur Park
T.Wum to Cauaba RWvef
+ODD
Grease de ra s
IM_a1211D3
1.3D PM
1.30 PM
3:30 PM
Regal Manufammi off Tale Blvd
TarW1LV to Cairn--ba Rlvv
53W
Oehrts iu bne
res
1 V IUM03
9.15 AM
9:15 A%%
9 45 AM
Moores Ferry as Pamp Strum
lake HocLory
100
P—p Station EWpmmi Fail—
I
1112s12003
1.30 PM
1.30 PM
1.40 PM
Moores Perry sac P—p Statim
Lake kekwy
300
Pimp Station Vquipment Failurc
11312Wa
2 30 P,%l
I OD PAI
7 W PM
Isi St PI NW oatfall Im manbole
TnWury to Lake Hiclor,
4500
Roots
715f30W
2-N7 PM
2:3OPM
3-30 PM
Ellis Hmiea Otdfall Ntm"e
Cramer Branch
600 4
Sacks
31 OO.1
1:45 PM
1:45 PM
y_ 45 PM
Mavbrool Subdrvisem Oatfa0 manhole at fkry meta
TriWtan to Catarba Re—
3500
Ras
Vxs
31412004
4,li p,%jl
418 PM
500 PM
Manhole 46022nd A,e NL
F.Ilmi Creek
20W
Grease
yes
311612004
3.30 PM
1 30 Phl
6.10 PM
100 block 7th A,, NW Manhole at uack
Cn it Crack
4 650
Roots
Vcs
3126^_OD4
5 W PNII
S W PAI
7.01) PM
Manbule back stilt of Haoda Cars of &Am tWm 70
9200
Grease
3/36f'_OD:
t0 OD AM
I0 00 AM
10 30 AM
Mambole oR US 70 ^ mkkr sb north of tbty 70
L- u. Creek
750
Ueb- inIme
5A312004
7 �50 PM
750 Phl
9. S S PM
Manhole off 1.1576 ¢ sprinkler sbpp north a lij 70
Lmigvim Creek
3975
Manhole detcric+anm . Bricks fell off amd uopRLdur
line
12W 5R8a
6:10 PM
1 6 30 PM
9 30 PM
111-hole offCua,.ba Valle5 Blvd 0mt:m w of Chucks Cheese
Muddv Crack -
9 200
Debris m I7ne
ti/Mow
12:IUI
1210
3 W PM
sc�v trine in Oakvarmd C® at aack
Gi Se Creek
I0,000
Clav cWlaWA
COnOatfm *ill MMPL-Lc;twra
9 rJOI
900 AM
900 ANI
1000 AM
Yphole at creek mown b*W web Murray Scbotr
Lyle Cyeek
36M+teary-+am
doom umiw x Franns
res
91MM4
9,00
9 W AM
12.00 PM
I Sk ufwd 47 Pmp station off Sib 51 W NW
—=d usbutary to Lake Hickary
27 OW
Hca-run dirt to ical Rom Francis
yes
9B/2Wa
TA5 AM
r aS AM
10 00 AM
NE Seuar Plant Lffistaum
F.Mu Creek
32 .
fle.-rain due to teal alo+m Francis
,es
g/Sf200a
10451
10 a5
I t:50 AM
Manh de behind Mell's Su eft off Old Ltni it Rd u neck -UK
N adord Creek
1 200
!feat+ rain due ra hopmo alarm Francis
ses
INI 112Wa
R 301
10 3-
10 30 AM
IMmhuIc at creek off Clooin er 4bll Rd at NE Smv PMamts lwv to
FaBm Crack
6 000
ISebns in line

APPE.\6rx I
SE'AAGE SPILL, REPORT
PAGE I
uATF:
fUIE
ti0'ElFIEO
S 30 PM
7"]?IF:
ARRIVE
8�30 PM
T1,1]F.
ENDED
4: i0 PM
LOG]"]O \l50 DACE
91h A-e NE Manhole m toad at mvanu to Harris Tener Station
SURFACE RATER INPA(TED
�'OLU\[E(GALLONS)
CAUSE
REPAIRS q'fCl
k
CORRECTIVE ACflpi�
PU BL]C NOIICE
REUTAEU
t
9 00 A.M
9 00 Atit
10'00 A\I
Man2loleatcreekrnasvn belndWebMnnav Sahool
Lsle Creel»
9.00
9.00 AM
12.00 PM
Shufod a1 Pum SWICO aft 81h St Dr N'W
unnamed utht— to Lake Ifi&—
21.000
Heal rain due t. tr icat storm Francis
as
7 d5 A%I
7 45 AM
10 00 AM
\E Sn-er Plant LtOslatieu
Fafl= Creel:
72.320
Hea+ rain due to vo ical storm Francis
R7J2,,X�14Oa
0»
{0..9
1045
11.50 A.M
Manhole behind hldl's Su nm aft Old Lenoir Rd at creek crossm
f-forsefwd Creek
1200
He,- rain due t. vo ical norm Francis)4
_4
8 30
00 PM
10. 30
a Go PM
10.30 Ahl
9.00PM
Manhole at creek offClonia a,LAU Rd n NE Ses-er Platds Iowa sale
Manhle al veek b1rin41he met at Cn le Creek00
FA= Creek
Gp00
pebtis in hne
Raors-0a
1 10 PLl
1'.30 PM
3.30 PM
Acnak at Moose Cluh Lt0 Start.
Zak-Hicko,
500
A vee limb broke off cansine aorta] to shtfl a sma11 leak occvrted at i r oinl-04
1:29 PM
1-. 29 PM
1.65 PM
Moores F— 04 Pum Station
Lake Htck—
250 �Pnna
Station E ment FilureA4
9 21 Ah1
i I:(O AM
I?Ih A+'r NE bet— 5th S. 6th St NE Id creek
Fallmg Czeck
3975 IC,.L
bank eroded ...,ng pipe 10 break
7-D—G4
5 30 AM
9 15 PM
Shuford/1 Pam S-ation oR2l n Are NW JCjTauba
Rim I
3000
Pum 5.1— E ui mrnt Failure
3-Dac-01
11.30 AM
3 30 PM
Old L-rmtr Road at Crl lc Creek
Cri Ic Crttk
7000
pchns in line
Ia-Ja 05
7.30 AM
1 00 PMl
Maybro-k Ou-fall Line Section H— Rd
Lvle Creek
5000
W s &Debris to ime
22-Mar 05
9 30 AM I
12 10 PTA
C-eek -rosin be ,— Adam St & Section House Rd
L%le Creek
I D p00 I
Broke. creek —smg pw. Pt a p.Itd due to -rock bank erosion.
24-Mar-05
2 30 A\I
3,30 PM
M-hol-ld tn-ersrction d 171h Ave `W & 2nd St NW
Tnbularr to Cal-th Rtm
1500
Cleric
'6-idar-OS
a.UO PM
330PM
Farm Hills enLmce. MH easlsidc of;. 15f St SE
Muddv Crcck
8775
Grease&debris in ire
2?elan-05
5 30 PM
7T. 30 PM
IOth A+e NW Pmes 11 Subd. C.ppl. Creel 0.tfi11
C,,pple Creel
75M
lnflw & Inftltratim

APPENULK a
SEWAGE SPILL REPORT
PAGE I
DATE
TIME
�'OTIFIE➢
111IE
ARRIVE
TIl7£
ESIIE➢
LOCATIUNISOURCE
SURFACE WATER ENSPACFE➢
VOLUME ;GALLONS)
CAUSE
REPAIRS(P/P)
CORRECTIVE ACTION
PUSLICNOTICE
RE DIRE➢
7M2005
10: 15 AM
2 15 PM
10th Aw Pmc Tua SLbd Cripple Crc& Onfall IrnppLc
Crmk
S250
V— E.- Rmn
-1.1-051
106 PM
700 Pu:v'E
V—P Ie PS
Falfiae Creel.
53000
Ven li— Ram
ics
28-M-05
A 00 PM
9 30 FM
Mohole Pone 11 Subd
Cri Ic Creek
4 500
Hence Rain
,cs
I
I
I
I
I
I
I
I
I
V
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1
I
I

APPENDIX G
DESIGN CALCULATIONS

I
' PROJECT Hickory NE WWTP
TITLE Influent Pump Station Calculations
COMM NO 60402A
ARCHITECTS ENGINEERS PLANNERS
DATE 04/05105
DES BY MW
DEPT
REV DATE
CKD BY
SKETCH SK - SHEET NO. 1 OF 3
Design Point: 2 pumps running
' 12 MGD (8333 gpm)
The system will be divided into two (2) legs.
The first leg
will include parallel 18-inch and 14-inch force
mains (700 10. The second leg will be the 30-inch force main (400 10. For the first leg the flow in each
1 pipe will be balanced so that the friction head is equivalent in each pipe.
Leg 1-A: 14-inch FM
Minor Losses Qt�
Total Le
14" 90-deg bend 2
35
70
14" 45-deg bend 2
16.5
33.
14" Check valve 1
90
90
14" Plug valve 1
38
38
Enlargement 1
36
36
267 1f
Q — 3 003 -pm
C— 110
Lp — 267 If+ 700 if = 967 if
fl,— 12.01'
LeL, I -A: 18-inch. FM
Minor Losses
18"
90-deg bend
18"
45-deg bend
18"
Check valve
18"
Plug valve
18"
Thru tee
Enlargement
2
3
1
1
1
1
Q — 5330 gpm
C110
Lp — 436.1 Ifs- 700 1f= i,136.1 If
f}, 1 1.99'
v >7 fps -�/
L�
Total L,
45
90
21.2
63.6
116
116
48.5
48.5
91
91
27
27
436.1 If
v»fps[
These flows will be used as the design point for Leg 1, as the friction heads are nearly identical.

PROJECT Hickory NE WWTP
COMM NO 60402A
TITLE Influent Pume
Station Calculations
ARCHITECTS ENGINEERS PIANNEU
p f //�
DATE 04/05/05
DES BY MW
DEPT
REV DATE
■ CKD BY
SKETCH S�-
SHEET N0. 2 OF 3
Leg 2. 30-inch FM
Minor Losses
Qly
Total Le
30" 90-deg bend
1 76
76
30" 45-deg bend
2 35.3
70.6
Exit
1 90
90
236.61f
Q — 8333 gpni
v �� fps \f
C-110
Lp — 236.6 lf+ 400 If= 636.6 1f
1.28'
Static Head — 85'
TDH = 12' + 1.28' + 85' = 98.28'
A TDH of 100' will be used for pump selection, each pump sized for 6 MGD at 100' TDH.

COST-EFFECTIVE PUMPING,
AFP 3002 60 Hz
Hickory IPS
nt
1
16
t
14
1
1
11
10
9
7
6
5
4
3
2
1
P2 (h
1
12
70=
t3
0 60�
0=
50-
0=
30=
20-
0:
0:
0=
0 = I
0-
0= i3 -
0
0�
0'
0
pf
60
473
o~
�
20- �s
Testnorm
ISO 2548C
u luuu Euuu suuu auuu 5uuu ttuuu ruuu U.P.111•!
2004-09-27
Operating data specification
Flow 4557 US g.p.m. Mead 105 fl
Static head 75 ft Efficienoy 85.2 %
Shaft power 142 hp NPSH 12.3 ft
Fluid Wastewater Temperature 39 °F
Nature of system Single head pump No, of pumps 1
Pump data
Type AFP 3002 60 Hz Make ABS
Series AFP M4-M0 (18,5kW-1 MW) Impeller 2-vane channel impeller
N° of vanes 2 Impeller size 18.6 inch
Free passage 5 x 4 318" Suction port DN300
Discharge port DN300
Motor data
Rated voltage 460 V Frequency 60 Hz
Rated power P2 168 hp Nominal speed 1175 rpm
Number of poles 6 Efficiency 91.3 %
Power factor 0 803 Rated current 214 A
Starting current 1036 A Rated torque 749 Ibf it
Starting torque 1356 Ibf It Degree of protection IP68
Insulation class F
ABS reserves the right to change any data and dimensions without prior notice and can not be held rewnsibie for the use of ABSEL 1.7.1 12003-07-09
information contained in this software.
Testnorm
ISO 2548C
u luuu Euuu suuu auuu 5uuu ttuuu ruuu U.P.111•!
2004-09-27
Operating data specification
Flow 4557 US g.p.m. Mead 105 fl
Static head 75 ft Efficienoy 85.2 %
Shaft power 142 hp NPSH 12.3 ft
Fluid Wastewater Temperature 39 °F
Nature of system Single head pump No, of pumps 1
Pump data
Type AFP 3002 60 Hz Make ABS
Series AFP M4-M0 (18,5kW-1 MW) Impeller 2-vane channel impeller
N° of vanes 2 Impeller size 18.6 inch
Free passage 5 x 4 318" Suction port DN300
Discharge port DN300
Motor data
Rated voltage 460 V Frequency 60 Hz
Rated power P2 168 hp Nominal speed 1175 rpm
Number of poles 6 Efficiency 91.3 %
Power factor 0 803 Rated current 214 A
Starting current 1036 A Rated torque 749 Ibf it
Starting torque 1356 Ibf It Degree of protection IP68
Insulation class F
ABS reserves the right to change any data and dimensions without prior notice and can not be held rewnsibie for the use of ABSEL 1.7.1 12003-07-09
information contained in this software.
ABS reserves the right to change any data and dimensions without prior notice and can not be held rewnsibie for the use of ABSEL 1.7.1 12003-07-09
information contained in this software.

AAL
COST_PFFPCT1',1E PUSiPIDIG
AFP 3002 60 Hz
Hickory IPS
AFP/M4-M9
Type: AFP 3002 60 Hz
ABS submersible pumps from 7.5 to 900 kW for reliable and
economic pumping of heavily polluted sewage in commercial,
industrial and municipal applications.
Water pressure -tight encapsulated fully flood -proof motors in
standard or explosion -proof versions supplied as standard with
jacket cooling system. Suitable for both wet and dry installation.
Hydraulics with open or closed, single or multi -vane impellers
suitable for handling of clear water, polluted water, sewage
containing solids, faecal slurry and sludge.
Capacity up to 6,700 m31h
Head, max. 80 m
Technical data
Delivery rate : 4557 US g.p.m.
Delivery head : 105 ft
Hydr. efficiency : 85.2 %
Shaft power : 142 hp
NPSH : 12.3 fit
Speed : 1175 rpm
Impeller type : 2-vane channel impeller
Impeller diameter : 18.6 inch
Motor output : 168 hp
Voltage : 4B0 V
Frequency : 60 Hz
Discharge outlet : DN300
ABS reserves the right to change any data and dimensions without prior notice and can not be held responsible for the use of ABSEL 1.7.1 i 2003-07-09
information contained in this softwam

I of 4
LAKESIDE SPIRAGRIT
DATE: 12-Jan-05
PROJECT: Hickory, North Carolina
ENGINEER: Hayes, Scay, Niattern and Mattern
I. SPIRAGRIT I)ESIGN
The SpiraGrit is a vortex grit removal system which relies on a mechanically induced vortex to capture grit solids in the center
hopper of a circular tank. The SpiraGrit operates efficiently over a wide range of daily flowrates. This is achieved by rotating
paddles which maintains the flow velocity inside the grit chamber. This collector can be sized to handle peak flows ranging
from 1.0 to 70.0 mad. Grit is removed from the hopper by an air lift pump or a centrifugal pump, and piped to a Grit
Classifier. Backwash from the Grit Classifier flows back to the grit tank. For the most efficient operation, the Grit Classifier
should be positioned above the water level in the grit tank to permit backwash to return by gravity to the grit basin.
II. INFLUENT FLOW DATA VALUE
Average Dry Weather (Qadw) Flow, mad 25 % of Qaa) - 2.250
Average Annual (Qaa) Flow, mad - 9.000
Maximum Wet Weather (Qmww) Flow, mgd 150 % of Qaa) - 13.500
Peak Instantaneous (Qpiww) Flow, mgd 333 % of Qaa) - 30.000
III. GRIT CHAMBER VALUE
Number of SpiraGrit Units
- 2
SpiraGrit Model Number
SG- 16 - 20.0
Grit Chamber Diameter, feet
16.00
Inlet Channel Width, feet
- 50
Outlet Channel Width, feet
- 7.00
IV. DOWNSTREAM CONTROL POINT
Parshall Flume - 1
Effluent Weir -
V. DESIGN CALCULATIONS
Calculate the water depth at the grit chamber outlet based upon the influent flow parameters shown above:
Parshall Flume width for the SpiraGrit Model 20.0 is 4.tt0 foot
The suggested channel width leading from the SpiraGrit to the Parshall Flume is 350 feet

2of4
FLOW
WATER DEPTH
CHANNEL
WATER DI.PTH A
INFLUENT FLOW PARAMETER
Parshall Flume
HEADLOSS **
OUTLET
(mgd)
(feet)
(inches)
(inches)
Minimum Day (Qmin) Flow; mgd
1.125
0.25
0A ]
0.35
Average Day (Qave) Flow, mgd
4.500
0.59
0.29
0.88
Maximum Day (Qmww) Flow, mgd
6.750
0.76
0.39
1,15
Peak Instantaneous (Qpiww) Flow, mgd
15.000 1
1.27
0.68
1.95
** NOTE: Not knowing the channel configuration, we have assumed the headloss between the Parshall flume and
grit chamber to be based upon two (2) 90 degree bends and an outlet loss.
The detention time can be calculated based upon the influent flow parameters and the grit chamber volume. Note, the grit
chamber volume for the 16.0 foot diameter SpiraGrit will vary based upon the water depth in the grit chamber and
the influent flow:
INFLUENT FLOW PARAMETER
FLOW
GRIT CHAMBER VOLUME
DETENTION TIME
(mgd)
(cubic feet)
(seconds)
Minimum Day (Qmin) Flow, mgd
1.125
472.92
271.7
Average Day (Qave) Flow, mgd
4.500
578.79
83.1
Maximum Day (Qmww) Flow, mgd
6.750
633,05
60.6
Peak Instantaneous (Qpiww) Flow, mgd 1
15.000
1 793.62 1
34.2
The velocities of the inlet and outlet ports of the grit chambers are as follows:
Note, the inlet port depth is based upon the outlet port depth plus 0.25 inches (assumed headloss through the grit chamber).
OUTLET PORT
OUTLET PORT
INFLUENT FLOW PARAMETER
FLOW
WIDTH DEPTH
VELOCITY
(mgd)
(feet) (inches)
(feet / second)
Minimum Day (Qmin) Flow, mgd
1.125
7.00
0.35
0,71
Average Day (Qave) Flow, mgd
4.500
7.00
0.88
1.13
Maximum Day (Qmww) Flow, mgd
6.750
7.00
1.15
1.30
Peak Instantaneous (Qpiww) Flow, mod
1.5.000
1 7.00
1.95
1.70
INLET PORT
INLET PORT
INFLUENT FLOW PARAMETER
FLOW
WIDTH DEPTH
VELOCITY
(mgd)
(feet) (inches)
(feet / second)
Minimum Day (Qmin) Flow, mgd
1.125
3.50
0.60
0.83
Average Day (Qave) Flow, mgd
4.500
3.50
1.13
1.76
Maximum Day (Qmww) Flow, mgd
6.750
3.50
1.40
2.13
Peak Instantaneous (Qpiww) Flow, mgd
15.000 1
3.50
2.20
3.02

CARROUSEL® A'C'm SYSTEM DESIGN CALCULATIONS
for
Hickory, North Carolina WWTP
A. DESIGN CONDITIONS
AVERAGE FLOW (MGD).........................................................................
9.00
DESIGN BOD(mg/1).................................................................................
265
DESIGN TSS (mgll).................................................................................
320
DESIGN TKN (mg/1).................................................................................
35
DESIGN TP (mg1l)....................................................................................
7
EFFLUENT BOD(mg/I)............................................................................
10
EFFLUENT TSS(mg/1) .....................................................................1.......
15
EFFLUENT NH3-N(mg/1)..........................................................................
1.0
EFFLUENT NO3-N (mg/1).........................................................................
5.0
EFFLUENT TKN(mg/1). ..................... ..................................................... 1
2.0
EFFLUENT TP (mg/1) ..............................................................................
1.0`
'Chemical polishing may be required
B. DESIGN ASSUMPTIONS
PROCESS SRT (Nitrification) (days)........................................................
14.0
MINIMUM WASTEWATER TEMP.(°C)...................--............................
15.0
MAXIMUM WASTEWATER TEMP.{°C)...................................................
28.0
MLSS CONCENTRATION (mg/1).............................................................
4,000
NET YIELD (Ib TSS / lb BODremo ed).....................•...................................
0.83
OXYGEN COEFFICIENT (lb Oa / Ib BODr. ,).......................................
1.25
(lb 02 / lb N.,ohZ.d)..............................................
4,60
ALPHA(a)................................................................................................
0.92
BETA(5)..................................................................................................
0.97
ELEVATION(ft.)......................................................................................
800
C. DESIGN CALCULATIONS
1. AERATION VOLUME
BOD REMOVAL
SLUDGE PRODUCTION
06/29/04
Q x (BODi - BODe) x 8.34
9.D0 x ( 265 - 10 ) x 8.34
19,140 lbs BOD/day
Y x Q x (BODi - BODe) x 8.34
0.83 x 9.00 x (265 -10) x 8.34
15,886 Ibs TSSI day
CONFIDENTIAL
page 1

CARROUSEL A2CT' SYSTEM DESIGN CALCULATIONS
SYSTEM MASS = SRT x Y x Q x (BODi - BODe) x 8.34
14.0 x 0.83 x 9.00 x (265 - 10) x 8.34
= 222,410 Ibs TSS
SRT x Y x Q x (BODi - BODe)
CARROUSEL VOLUME = -------- —-------------------- ----------
MLSS
14.0 x 0.83 x 9.00 x (265-10)
4,000
6.667 M.G.
2. AERATION ROWER
NITROGEN SYNTHESIS =
NITROGEN OXIDIZED (Npx) _
5.0 % OF WAS
10.6 mg1l
TKNin — TKNeff - Nassimlation
35 - 2.0 -10.6
22.4 mg1I
1,683 Ib-N/day
ACTUAL OXYGEN REQUIREMENTS @ 1.25 Ibs 021 Ib BODFToved
4.60 ibs 021 lb No,ddized
AOR = 1.25 x 19,140 + 4.60 x 1,683
31,666 Ibs 021day
9.02
STD 02 REQUIREMENTS = AOR x------- ------ --- x 1.024(20'TMAX)
a x ((i x C'„ - Co)
a = 0.92 R = 0.97 Co = 2.0
CS,,,, at 28.0°C and 800 feet elevation = 7.48 mg/I 02
06129/04 CONFIDENTIAL page 2

CARROUSEL® A2C'm SYSTEM DESIGN CALCULATIONS
9.02
SOR= 31,666 x---------------------------------------- x
1.024120- 211.07
0.92x ( 0.97x 7.48 - 2.0 )
- 48,832 lbs O2/day
48,832
POWER REQUIRED =------------
3.5 x 24
= 581 H P
DENITRIFICATION CREDIT @ 2.86 Ibs 02/ lb NO3- N reduced
Lbs NO3 - N reduced = (TKNin - TKNeff - Nawimilation — NO3-Nett) x Q x
8.34
Total
(35 - 2.0 - 10.6 - 5.0) x 9.00x8.34
1,307 lbslday
02 CREDIT = 2.86 x (Ib NO3- N reduced)
= 3,739 lbs 02/day
9.02
SOR CREDIT = 02 CREDIT x-------------------- x 1.024(21-111
ax(QxCSw-CO)
= 5,766 Ibs 021day -
5,766
HORSEPOWER CREDIT =-- ------------
3.5 x 24
= 69 HP
06/29/04 CONFIDENTIAL page 3

CARROUSEL® A2C"" SYSTEM DESIGN CALCULATIONS
1
1
1'
1
1
1
1
1
1
1
1
1
3. CARROUSEL BASIN LAYOUT
NO. OF BASINS - 3
VOLUME PER BASIN = 2.222 M.G.
'AERATORS PER BASIN = 2 at 200 HP
'VFD-controlled single speed aerators are recommended
4. ANOXIC VOLUME
SPECIFIC DENITRIFICATION
RATE (SDNR) = 0.0452 gNO3-N/(gTSS*day)
(IR/Q)
Ib NO3- N .ed... d = INox — (Nreduced in Carrousel)] x ----- -----------
-----------
in Anoxic Basin (1 + (IR/Q)
+(QR,s/Q))
5.80
- (1,683 - 0) x —----- —--------- ---------
(1 + 5.80 + 0.65)
1,311 Ibs/day
---------lb NO3Nredu
---ced
---
ANOXIC VOLUME _
SDNR x MLSS x 8.34
1,311
ANOXIC VOLUME _ -----------------------------------
0.0452 x 4, 000 x 8.34
- 0.869M.G.
06/29/04 CONFIDENTIAL
page 4

CARROUSEL° A2C'N SYSTEM DESIGN CALCULATIONS
5. ANOXIC BASIN LAYOUT
NO. OF ANOXIC BASINS = 3
VOLUME PER BASIN - 0.290 MG
MIXERS PER BASIN = 1 at 7.7 HP
6. ANAEROBIC VOLUME
HDTxQ
ANAEROBIC VOLUME _ --- ----------
24
2 x 9.00
ANAEROBIC VOLUME _--------- ----
24
ANAEROBIC VOLUME - 0.750 M.G.
7. ANAEROBIC BASIN LAYOUT
NO. OF ANAEROBIC TRAINS = 3
VOLUME PER TRAIN = 0.250 M.G.
NO. OF ANAEROBIC BASINS = 6
MIXERS PER BASIN = 1 at 4.8 HP
(HST in hours; Q in MGD)
06/29/04 CONFIDENTIAL page 5

WATERTE'CHNOLOG IES
PLATE 2
THREE 100-FT cry CLARIFIERS OPERATING
6.0 MGD AVG 121.0 MGD PEAK; MAX RAS = 9.0 MGD
SUMMARY OF CLARIFIER DESIGN
Number of clarifiers operating
Diameter, ft.
Side water depth, ft.
Average Design Flow (ADP), MGD
Mechanism tvne C4
3
100
Biological
Basin Vol
16
(MG) 5.02
6,00
SVl (mL/g) 200
-al Scraper
Tarzet MLSS 4,000
O L'erating, Parameters
Units,
Average Flow
Design RAS
_ . Peak Flow .
Design RAS
Peak Flow
Max RAS
Flow Used In Evaluation
MGD
6.00
21.00
21.00
RAS rate
MGD
4.20
6.00
9.00
RAS rate
%4ADF
70%
100%
150%
Hydraulic loading
gal/sf--day
255
892
892
Solids loading
lb/sf-day
14.4
22.4
29.7
RAS solids
g/l
9.7
10.5
9.3
Increase in sludge blanket
ft
-
4.5
3.6
Aeration MLSS
lnwfl
4,000
2,345
2,805
50
45
y, 40
b
w 35
m 30
25
s
20
b
�I
15
75
U) 10
5
a
Clarifier Operating Diagram
1 1 I
Diameter _ 100 ft TOTAL RAS RAT: MGD %d1DF [] Avg Flow, HLR = 255 gallstld
Clarilln Service = 3 EA , 12.13 202;6
i l 0 Peak Flow, HLR = 892 gailsfld
Total Avg Flaw = 6.00 MG0 11 1774
Total Peak Flow = 21-00 MGD I - Numbers Next ToPoints Are MLSS
Rated AdF = 6.00 MGD / ]9.42 157 baNres
/ I. 8.24 131!
7.07 118%
/ 2I05 I 5.a9 9s%
2644
2442' 4.71 79%
/.46Q0 0
40p0i] 2189 a.53 59
40000•.-'
.. '•. ' , ' �.•'' .40 O Q 1674.
/•'l i.•''4000 I 2.36 i 39%
h 4060 147 '
/_.:: ' •' .SAFE' i !.... I I 1.18 20%
... ....
l=l
i3n . ......"...� . 1 i
�`•`.`:-".�r- -.-- J----------•---•,.,. I SVI-250 StJ9=2D0
0 2 4 6 8 10 17 11 15 18 20 22�
Underflow FRAS Concentration (gl)
Hickory NW, NC December 1, 2004
Recommendations For Clarifier Sizing Attachment -- Page 3

I
v& PARKSON CORPORATION
Hyc®r" ThickTech`
Rotary arum Thickener
Woven wire meshfor impressive water release
High output solids content
98% plvs recovery of solids -
w
The Hycor ThickTechT" Rotary Drum Thickener
shear floc tank, followed by dewatering with a
(RDT) is a sludge. thickening system that is
high performance rotary drum screen.
setting new standards for volume reduction.
The thickener commonly reduces sludges by
Low Shear Flocculation
90% with a 98% capture rate. The ThickTech
The ThickTech system is designed to achieve
system is quite compact and requires less floor
flocculation with a minimal amount of
space than other thickeners. It is economical to
expensive chemicals. The floc tank has
operate with low horsepower and water
tangential inlet and outlet openings to
consum Lion
maximize
P
flocculation
The ThickTech RDT increases digester capacity, by reducing
reduces hauling costs and can be used as a pre- shear from
thickener to increase capacity of other turbulence.
dewatering equipment. This design
creates a
The patented ThickTech system is performance
proven for applications in municipal water and
wastewater treatment plants, industrial facilities
and pulp and paper milts. It is fabricated of
stainless steel and engineered to provide years
of reliable senice. The system utilizes a low
gentle swirl
that combines the sludge with the polymer.
This swirling motion also increases the overall
sludge detention time for floc development. A
specially designed impeller maintains the swirl
without breaking down the flocs.

Staged Dewatering Through
Screening
Dewatering takes place along a multi -zone
drum cylinder.
The zones can
i
have different
size mesh
media to
j augment
51� yk✓ 4R "': ;'r capture
efficiency as
the sludge moves along the length of the
cylinder. Finer mesh is generally used in the
feed end where material is thinner, while
downstream zones have larger openings to
enhance removal of water. Rings with
adjustable ports control detention time in each
zone. The result is high capture efficiencies —
as much as 98% — without sacrificing high
inlet flow rates. High capture efficiency alone
can substantially reduce polymer usage.
Model
A
B
C
kerGth
width
heigki
we;9h
RDT 25
78
32
38
1000
RDT-50
1 ] 1
42
61
1400
RDT 100
142
49
66
2500
RDT 150
166
49
66
3000
RDT-200
182
61
84
6500
RDT-300
206
61
84
7000
RDT-400
276
66
84
7500
All dimensions, in inches or pounds,
are approximate and
nor
intended to take the place a` engineered specs.
Operator friendly
The ThickTech RDT was designed MLh ease of
operation and maintenance in mind. Once the
system is set, only periodic checks are required.
If ever needed, the cylinder screens are easy to
replace. A spray bar with a manually operated
cleaning system runs the entire length of the
cylinder. The orifices in the spray bar become
progressively smaller to minimize rewetting the
thickened sludge. The spray nozzles can be
cleaned quickly by simply turning a handwheel.
r tie rei]150M -
why
Thick7ech is
Your best
r ��tk •r �x
choice
quickly addr�l�,F
up: law
installed cost,
high capture, simple operation, low polymer
cost, low energy consumption and minimal
water.
A
C
s
F7ordda
Parkson Illinois
Parkson Michigan
AParkson
A
Corporate
$62 Bunker Court
2001 waldort St. NW
PARKSON CORPORATION
2727 NW 02na Street
Vernon Hills 11.
Suite 300
Fort Lauderdale FL
00001-1831
Grand Rapids MI
www.parkson.com
333091721
P847.816.3700
49544.1437
Ro. Box 408399
F 847.810 3707
P 616.791,9100
Fort Lauderdale Fi.
F 610.453.1833
AN AXELIMINSON INC. COMPANY
33340-8399
P 954.974.6610
F 954.974.0182
r B P
Parkson Canada
Parkson do Brasil Lida.
9045 Cote de-Uesse
CalFada dos Mirtilos, 15
Suite 201
Baruert Sao Paulo
Dorval CtC HOP 2W
CEP 0453,000
Canada
Brazil
P 514.636.4o18
E°/F55.11.4195.5084
F 514. o3o, 9718
>
Printed In the U.S.A. on Recycled Paper
02004, 2002, 1409 Parkson Corporation 1 /05

ENVIROQUIP, INC.
7404 Rutland Drive, Suite 200 -Austin, Texas 78758
AERATION EQUIPMENT [phone] -fax: [phone]
February 24, 2005
David DePratter
HSMM
145 N. Church Street #124
Spartanburg, SC 29306
Via E-mail: [e-mail]
IRE: Hickory WWTP, North Carolina
' Dear David,
Attached are design calculations and an equipment layout for the Hickory WWTP aerobic
Idigesters. The tanks have been designed as we discussed with 2 unthickened tanks at 75'
x 38and 2 thickened tanks at 36.5' x 38'.
IA summary of the air requirements for these tanks is provided in table 9 of the design
calculations. More than half the design air is used just to keep the unthickened tanks
_ mixed. That evaluation is based on a typical state requirement of 30 scfiz�/kcf. In reality,
we have seen tanks stay mixed at far less. Thus, if North Carolina will allow you to
design at a lower value, I suggest designing the blowers at 20 scfm/kef (1,254 scf n per
I tank) and/or providing redundant blowers at 50% so that only one blower can be operated
for both tanks at low flows. In the thickened digesters I suggest tying the air supplies
together so that air can be balanced between the two tanks. For both applications I
suggest considering centrifugal blowers that can be throttled up and down from the
' design value of 1,414 scfm for additional flexibility. All blowers should be put on timers
so that on/off operation can be used.
The equipment shown in the attached layout to be supplied by Enviroquip includes:
' Digester #1 (unthickened):
♦ 60 1" TransMax Diffusers complete with orifice tee assembly, stainless steel drop
pipes, and HDG steel supports
♦ 60 12" Polyethylene Shear Tubes complete with HDG steel supports
♦ Lot of air piping and fittings to supply air to the AirBearns, terminating 1' off the
basin wall
♦ Three 8" butterfly valves (optional, may be changed to one 12" valve) to regulate
airflow
♦ One Hallsten Aluminum Air Beam flat panel cover
I♦ Field Service
♦ Freight
1
Page 1

' ENVIROQUIP, INC.
I- AERATION EQUIPMENT
2404 Rutland Drive, Suite 200 - ,4ustin, Texas 78758
(5 12) 834-6020 -fax: [phone]
' Digester #2 (unthickened)
♦ 60 1" TranSMax Diffusers complete with orifice tee assembly, stainless steel drop
pipes, and, HDG steel supports
♦ 60 12" Polyethylene Shear Tubes complete with HDG steel supports
♦ Lot of air piping and fittings to supply air to the AirBeams, terminating P off the
basin wall
' ♦ Three 8" butterfly valves (optional, may be changed to one 12" valve) to regulate
airflow
' ♦ One Hallsten Aluminum Air Beam flat panel cover
♦ Field Service
♦ Freight
fDigester 43 (Thickened):
~ ♦ 80 1" TransMax Diffusers complete with orifice tee assembly, stainless steel drop
pipes, and HDG steel supports
♦ 80 12" Polyethylene Shear Tubes complete with HDG steel supports
♦ Lot of air piping and fittings to supply air to the AirBeains, terminating 1off the
basin wall
♦ One 12" butterfly valves to balance airflow between Digester #3 and #4
♦ One Hallsten Aluminum Air Beam flat panel cover
' ♦ Field Service
♦ Freight
' Digester 44 (Thickened)
♦ 80 l" TransMax Diffusers complete with orifice tee assembly, stainless steel drop
pipes, and HDG steel supports
♦ 80 12" Polyethylene Shear Tubes complete with HDG steel supports
♦ Lot of air piping and fittings to supply air to the AirBeanns, terminating P off the
' basin wall
♦ One 12" butterfly valves to balance airflow between Digester 43 and #4
♦ One Hallsten Aluminum Air Beam flat panel cover
' ♦ Field Service
♦ Freight
' Best regards,
Deborah Bohot
Aeration / Aerobic Digestion Regional Applications Manager
Enviroquip, Inc.
Page 2

Enviroquip's PAD-M Process Design
Proiect Description
Project name:
Hickory NE WWTP
Project Location:
IlickorT,NC
Proposal Number:
Owner:
Engineer:
MINIM
Re resenlative:
Alike Davis/Monte Ridenhour
Design Date:
February 23, 2005
lDesiQn�Sceita'rio �'y`:i
'����'''• ~'De�ikb`a°',-Flow,,.. `"'"��=
Plant Flow:
9.00 MGD
Sludge Flow:
15,886 PPD
Thickener Type:
GB'r
Table 1: WAS Profile
PARAMETER
UNIT
NOTES
Plant Fiow:
9.00
m d
Plant Influent BOD:
0
m
Studee Production:
0.00
Influent WAS Cone.:
1.00%
Sludge Flow:
190,480
d
15.886
d
Volatile Fraction:
0.75
Use 0.75 if Extended Aeration Process, 0.8 if Conventional
Tablet: Design Parameters
PARAMETER
UNIT
INOTES
Minimum Temperature:
18
degrees C
Maximum Temperature:
30
degrees C
Unthickened SRT:
4.9
days
Thickened SRT:
12.0
da s
l SRT:
16.9
days
Class B=(1.08^(20-T))*40 (Take 30% reduction if series operation)
Class A= 10-20 days
F2!�
Table 3: Tank Dimensions
TA,1K NAME
U/DIA,
feet
WIDTH
feet
HEIGHT
feet
VOLUIIF
Icubic feet
Digester 1 - Unthickened
75.00
38.00
22.00
162,700
Digester 2 - Unthickened
75.00
38.00
22.00
62,700
UnEhickened Storage Volume:
1125,400
Digester 3 - Thickened 136.50
138A
22.00 130,514
Digester 4 - Thickened J36.50
138M
122.00
130,514
Thickened Storage Volume:
61,028
Total Volume
1186,428
Table 4: 'thickener Performance
PARAMETER
UNIT
NOTES
Influent WAS Conc.:
1,00%
Influent WAS Flow:
190,480
gpd
Winter Concentration:
5.00%
Winter Flow Removed:
152.384
Ppd
Winter Thickened Flow:
38,096
gpd
Summer Concentration:
5.00%
Summer Flow Removed:
152.384
gpd
Summer Thickened Flow:
38,096
gpd
Date Printed: 2/24/2005
1

Table 5A: Dif!estcr 1 Process Calculations
PARAMMETER
U`1'C EQUATION
SRT: 2.46
days Total SRT * (Digester I Vol./Total Vol.)
WAS Volatile Fraction: 0,75
WAS Volatile Solids: 11,915
ppd Volatile Fraction * WAS Sludge Flow
WINTER:
Min. Temp x SRT:
44.33
C-days
ISRT * Min. Tem
Min. Volatile Solids Red.:
6.821%
r MOP 8
813
ppd
WAS Volatile Solids * Volatile Solids Reduction Percentage
Max. Digested Sludge:
15,073
ppd
WAS SIudge Flow - WAS Volatile Solids Reduced
Max. Digester Conc:
0.950/0
-
Digested Sludge/Thickened Flow/834
SUMMER:
Max. Ternx SAT:
173.89
C-days
SRT * Min. Temp
Max. Volatile Solids Red.:
1137%
-
per MOP 8
1354
ppd
WAS Volatile Solids * Volatile Solids Reduction Percentage
Min. Di ested Sludge:
14,532
ppd
WAS Sludge Flow - WAS Volatile Solids Reduced
Min, Digester Conc.;
0.91 %
Digested Sludge/Thickened Flow/8.34
Ist Stage Volume Req'd:
(Based on Min. 7'emp) 1468,996
62,700
of
gallons
(Digested Sludge * SRT) / Digester Conc. / 7.48 / 8,34
Table SB: Dicester 2 Process Calculations
PARAMETER
JUNIT
1EQUATION
SRT:
2.46
days
ITotal. SRT * (Digester 1 VoldTotal Vol,)
WAS Volatile Fraction:
0.75
AIAS Volatile Solids:
11,915
ppd
Ivoiatile Fraction * WAS Sludge FIow
WLNI TER:
Min. Tem x SRT:
44.33
C-days
SRT * Min. Temp
Min, Volatile Solids Red.:
6.82%
er MOP 8
813
ppd
WAS Volatile Solids * Volatile Solids Reduction Perccntate
Max. Digested Sludge:
15.073
ppd
WAS Sludge Flow - WAS Volatile Solids Reduced
Max_ Digester Conc_:
0.95%
-
Digested StudgefMickened Flow/8.34
SUMMER:
Max. Temp x SRT:
73.99
C-days
SRT * Min. Temp
Max. Volatile Solids Red.:
10.20%
er AlOP 8
1,215
ppd
WAS Volatile Solids * Volatile Solids Reduction Percentage
Min. Digested Sludge:
14.671
ppd
WAS Sludge Flow - WAS Volatile Solids Reduced
Min. Digester Conc.:
0.92%
Digested Sludge/Thicicened Flow/8.34
1st Stage Volume Req'd: 162,700
(Based on Min. Temp.) 1468,996
cf
gallons
(Digested Sludge * SRT) / Digester Conc. / T48 / 8.34
Data Printed: 2/2412005
2

1
Table 5C: Digester 3 Process Calculations
PARAMETER
I
UNIT
1EQUATION
SRT:
J5.99
days
Total SRT * (Di ester I VoL/fotal Vol.
WAS Volatile Fraction
0.75
-
WAS Volatile Solids:
111.915
ppd
jVolatilc Fraction * WAS Sludge Flow
WINTER:
Min. Temp x SRT:
1107.S7
IC -days
I SRT * Min. Temp
Max. Volatile Solids Red.:
12.54%
1perMOP 8
1.494
Ippd
WAS Volatile Solids' Volatile Solids Reduction Percentage
Max. Digested Sludge:
13,580
Ippd
WAS Sludge Flow - WAS Volatile Solids Reduced
Max. Digester Cone.: 14.27%
Divested Sludge/I'hicl<ened Flow/8.34
SUMMER:
Max. Temp x SRT: 1179.79
C-days
SRT * Min. Tern
Max. Volatile Solids Red.: 112.900
erMOP 8
1,537
ppd
WAS Volatile Solids * Volatile Solids Reduction Percentage
Min. Digested Sludge:
13,134
ppd
WAS Sludge Flow - WAS Volatile Solids Reduced
Min. Digester Cone.:
4.13%
Digested Sludgef[hickened Flow/8.34
1st Stage Volume Req'd:
(Based on Alin. Temp)
30,514
228,245 Igallons
cf
(Digested Sludge * SRT) / Digester Cone. / 7.49 / 8.34
Table 5D: Digester 4 Process Calculations
PARAMETER
UNIT
EQUATION
SRT:
5.99
days
Total SRT * (Digester I Vol./Total Vol.)
WAS Volatile Fraction:
0.75
-
WAS Volatile Solids:
11,915
ppd
Volatile Fraction * WAS Sludge Flow
WINTER:
Min. Temp x SRT:
1107.87
C-days
ISRT * Min, Temp
Max. Volatile Solids Red.:
7.17%
er MOP 8
855
ppd
WAS Volatile Solids * Volatile Solids Reduction Percentage
Max. Digested Sludge:
12.725
ppd
WAS Sludge Flow - WAS Volatile Solids Reduced
Max. Digester Conc.:
4.01 %
Digested SludgeMickened Flow/8.34
SU.'1'111ER:
Max. Temp x SRT: 1179.79
C-days
SRT * Min. Temp
Max. Volatile Solids Red..
5.68%
-
per MOP 8
677
ppd
WAS Volatile Solids * Volatile Solids Reduction Percentage
Min. Digested Sludge:
I2,457
e2d
WAS Sludge Flow - WAS Volatile Solids Reduced
Min. Digester Conc.:
3.92%
Digested Sludge/Thickened Flow/8.34
Ist Stage Volume Req'd:
(Based on dint Temp)
30,514
228.245
cf
gallons
(Digested Sludge * SRT) / Digester Cone. / 7.48 / 8.34
Date Printed: 2/2412005
3

able 6: Air Demands
PARAMETER JUNIT I EQUATION/,NOTES
Oxygen Requirement: LO.6,4:::
lbs 02I lb Volatile Solids Reduced (Nitrification included)
AOR/SOR 1per.40PISOR Table, below
DicEsTER 1:
Diffuser Submergence: 16 feet SRT * Min. Temp
Viscosity Correction: 1.00 Poh mer thickened solids az#ustmenf
Rimer OTE:
14.00%
Winter Process Air:
716
scfm
11
scfm/kcf
Summer OTE:
11.90%
Assume 13% less than winter due to tem erature a eeu
Summer Process Air:
1.404
scfm
22
scfm/lccf
Min. Mixing Air:
1,254
scfm
20 scfmlkcf
Max. Mixing Air:
1,881
scfm
VCF * 30 scfnA-cf
DIGESTER 2:
Diffuser Submergence:
16
feet
SRT * Min. Temp
Viscosig, Correction:
1.00
Poh nwr thickened solids adjustment
Winter OTE:
14.00%
Winter Process Air:
710
scfm
11
scfm/kCf
Summer OTE;
11.90%
Assume 13% less than winter due ro lem erature e(Tacts
Summer Process Air:
1-)60
scfm
20
scfm/kcf
Min. Mixing Air:
1.254
scfm
20 scfm/kcf
Max. Mixing Air;
1.891
scfm
VCF * 30 scfm/kcf
DIGESTER 3:
Diffuser Submergence;
116
feet
SRT * Min. Temp
Viscosity Correction:
1.20
Polymer thickened solids adjusment
Winter OTE:
14.00%
Winter Process Air:
1,:580
scfm
52
scfm/kcf
Summer OTE:
11.90%
Assume 15% less than winter due to temperature effects
Summer Process Air;
1,912
scfm
63
scfm/iccf
Min. Mixing Air
915
scfm
30 scfin/kcf
Max. Mixing Air:
1,099
scfm
VCF * 30 scfm/Ircf
DIGESTER 4:
Diffuser Submergence:
16
feet
SRT * Min. Temp
Viscosity Correction:
1.06
Polymer thickened solids adjustment
Winter OTE:
14.00%
Winter Process Air:
170
scfm
6
scfrnikcf
Summer OTE:
11.90%
Assume 15% less than winter due to rem erature a fefels
Summer Process Air:
743
scfm
24 scfhv
cf
Min. Mixing Air:
915 scfm
30 scfm/lxf
Max. Mixing Air:
970 scfm
VCF * 30 sef n&-ef
Data Printed: 2/24/2005
4

Table 9: Air Flow Summary
TALK \A\1R
Process air
Iserm
Scfm/Kef
Allin. Mixing
lscfm
Max. A4ixing
lscfm
!WINTER:
Digester 1
716
11
1,254
1,881
Digester 2
716
11
1,254
1,881
Digester 3
1,580
52
915
1,099
Digester 4
170
6
915
970
Iota WinterfAtr
SUMMER:
Digester I
1.404
22
1,254
11881
Digester 2
1,260
20
1,254
1,981
Digester 3
1,912
63
915
1,099
Digester 4
743
24
915
970
Total nmme der
�
. 170m
we
Table 10. AOR/SOR Calculations
Note: More than half the lotai air is
just to keep these tanks mixed] This
is yet another reason to reduce the
unthickened storage R the owners are
comfortable. In order to save
operations or capital costs consider
providing 3 blowers at 501/6 or, if NC
regulations allow, consider designing
the blowers at 20 scfmAccf.
AOR/SOR = a ( it C,,,,e P -C } / C,,20 j x 1.024 au1
PARAMETER
I
IUNIT
NOTES
Water Tem erature:
25
Degrees C
Minimum AOR/SOR at 25C
Elevation:
500
ft msl
Diffuser Submergence:
16.00
feet
Site Pressure:
14.44
psia
Standard Pressure:
114.70
psia
P :
1.19
Ratio of barometric pressure at 50% submergence to Psite, accounting for oxygen
depletion
C :
2.00
mgA
Dissolved oxygen concentration to be maintained in the wastewater
C,,20:
9.09
mgA
Oxygen saturation in clean water at 20C and 14.7 Asia
C,,, :
8.24
mg/l
Oxygen saturation in clean water at water temperature
C,,u, :
8.09
mgA
Oxygen saturation in clean water at water temperature and site altitude
a (AI ha) :
0.72
Ration of OTE in wastewater to OTE in clean water
13 (Beta) : 10,95
Ratio of oxygen saturation in wastewater to oxygen saturation in clean water
AOR/SOR: 0.640
Table I I: Operating Horsepower
'BLOWER NAME
Air
scfm
lPressure
psig
AP
(each)
Redundancy
# Blowers
Notes
Unthick. Blowers (Max.
3,762
8,00
176.9
2
Centrifugal Blowers for throttlingand with timers
Thickened (flowers
1,414
8.00
6b.5
3
Centrifugal Blowers for throtding and with timers
Dale Printed: 2/24/2005
5

r' J
err
Wallace & Tiernan Products
11SFilter r Wallace and Tieman
1901 Garden Rd, Vfneland, NJ 08360
Telephone: [phone]
Facsimile: [phone]
OSEC - On -site Sodium Hypochlorite Generation System
PROJECT NAME:
PROJECT LOCATION:
PROPOSAL NUMBER:
REVISION NUMBER:
PROPOSAL DATE:
OWNER:
ENGINEER:
SPECIFICATION SECTION:
ADDENDUM NUMBER:
ADDENDUM DATED:
BID DATE:
BID TIME:
WT APPLICATIONS ENGINEER:
WT SALES MANAGER:
WT SALES REPRESENTATIVE:
BUDGETARY PROPOSAL
HICKORY, NC WWTP
Hickory NC USA
252046
1
10/7/2005
City of Hickory, NC
HSMM, Inc.
None
None
None
NIA
N/A
Tony Spadaccini
Ron Bowman
Heyward Incorporated - NC
2101-A Cambridge Beltway Drive
Charlotte, NC 28273
Contact: Jim Cooper
Tel: [phone]
Fax: [phone]
FOREWORD
This PROPOSAL for the USFilter/Wailace and Tiernan OSEC on -site sodium hypochlorite generation system is prepared
based on the design conditions provided by the addressee. The scope of supply is reflective of the equipment necessary
to meet or exceed your disinfection requirements in a reliable, cost-effective way.
Thank you for your expressed interest in our OSEC on-line disinfection system. We look forward to reviewing this
information with you at your earliest convenience.
Regards,
'Ron Bowman
Regional Sales Manager
USFilter Chem Feed and Disinfection Group
' Proposal 252045
Revision 1
Page 1 of 4

Wallace & Tiernan Products
1. OSEC SYSTEM FOR HICKORY NC WWTP
1.1 Design Conditions
1.1.1 Peak Chlorine demand:
500 ppd
1.12 Average Chlorine Demand:
225 ppd
1.1.3 Minimum Water Temperature_
40 F
1.1.4 Maximum Water Temperature:
70 F
1.2 Proposed System
1.2.1 OSEC Electrolyzer model:
132-200-500
1.22 Electrolyzer capacity_
500 ppd
1.2.3 Number of duty units:
1
124 Number of standby units:
1
1.2.5 Installed capacity:
1000 ppd
1.3 Scope of Supply
USFilter I Wallace and Tiernan
1901 Garden Rd, Vineland, NJ 08360
Telephone: [phone]
Facsimile: [phone]
oty Description
1.3.1 OSEC Electrolyzer Equipment
2 OSEC 82-200 Electrolyzer Assembly with Two (2) 8" Acrylic Electrolytic Cells for a total capacity of 500 ppd.
Footprint: 4'-2" x 2'-4"
Corrosion resistant Epoxy -Coated Steel Frame consisting of the following pre -plumbed major components
• Electrolyzer Cell Assemby(s)
• Electrolyzer Electrolyte Level Switch
• Electrolyzer Outlet & Inlet Temperature Sensor
• Water & Brine Flow Meter with critical -flow proximity switch
• Water Flow Control & Pressure Regulating Valve
• Brine Inlet Back Pressure Valve
• Valves for brine and water sampling
• Valved connections for acid cleaning and draining of cell
2 DC Power Transformer/Rectifier, 460 Volt, 3 Ph, 60 Hz Input, 1700 Amps at 32 Volts
2 Lot of DC Power Busbar with end attachments and boot covers
2 Water Inlet, Diaphragm Type, 3/4" Soleniod Valve
1.3.2 OSEC System Control Panel
2 OSEC 62-200 System Control Panel, Allen Bradley SLC 5/03 with touchscreen HMI
1.3.3 Water Softener Equipment
2 Water Softener, Twin Tank Type for continuous operation (sized for Generation capacities up to 500 ppd)
1.3.6 Brine Saturator Equipment
1 Salt Saturator, 60-Ton capacity, with provision for loading from pneumatic tank delivery truck. Size. 12ft D x 15ft
straight shell height. To include Plasta-Therm foam insulation & heat tracing to maintain a temperature 60F at a
minimum ambient temperature of 5F, Binmaster salt solids indication, liquid level control tie down lugs (316 SIS),
lifting channels (316 S/S), dust collection bag, 24• side & top manways, FRP ladder with safety cage, handrail
around top dish and designed for Seismic Zone 1,
1.3.6 Brine Feed Equipment
2 Brine Pump, U_S.FilterNUallace & Tieman Chem -Ad D, 44 gph Diaphragm Metering Pump
2 Relief Valve
2 Calibration Column
2 Pulsation Dampener
1.3.7 Hydrogen Gas Dilution Equipment
Proposal 252046
Revision 1
Page 2 of 4

_ -- — USFiNer 1 Wallace and Tiernan
1901 Garden Rd, Vineland, NJ 08360
Wallace & Tiernan Products Telephone: [phone]
Facsimile: [phone]
' 2 Hydrogen Dilution Blowers, set of main and redundant, 500 scfm 1 HP each, for floor mounting alongside
hypochlorite tank, including Orifice Plate Assembly, Hydrogen Flow Switch and Backflow Damper
2 Hydrogen Gas Detector
1.3.8 Hypochlorite Storage Equipment
2 Product Solution Tanks 8,000 gallon capacity units, FRP construction. Approximately 10' D x 14' H straight shell.
Each tank includes Plasta-Therm foam insulation & heat tracing to maintain a temperature 60F at a minimum
ambient temperature of 5F, tie down lugs (316 SIS), lifting channels (316 S/S), 24" top manway, liquid connections,
two-(2) 6" D dilution air connections, FRP ladder with safety cage, handrail around top dish and designed for Seismic
Zone 1.
2 Hypochlorite Storage Tank Ultrasonic Level Transmitter/Controller, Militronics MiniRanger
1.3.9 Hypochlorite Feed Equipment
3 Encore 700 Diaphragm Metering Pump, Size 6.5 Liquid End, 317 GPH capacity at 144 SPM, 45 PSIG max pressure,
manual stroke control and 4-step pulley for expanded turndown, 1 HP TEFC Variable Speed DC Motor, mounting
base
1 3 Product Meter Pump control panel, DC SCR Nema 4X fiberglass enclosure, 115VACl60hzl1 PH power input to
enclosure, H-O-A stop start control, local -remote speed input selection, local speed control potentiometer with digital
speed indication display, pump running and pump failure indication lights
3 1-112" PVC Pressure Relief Valve
3 1-112" PVC Back Pressure Valve
3 PVC Pulsation Dampener
3 Calibration Column w130 Sec. Drawdown @ Max.Pump Cap_
1.3.10 Accessories
1 Acid Cleaning Kit, consisting of Acid 'tank, circulating pump, connecting hose and hardware for B150 thru B2-200
systems
1 OSEC Analytical Test Kit for determining Product Strength

PROJECT City of Hickory NE WWTP T COMM NO 60492
M l ® 4 TITLE Disinfection
ARCHITECTS ENGINEERS PLANNERS DATE 04/05/05
DES By KPB DEPT Environmental REV DATE
CKD BY SKETCH SHEET NO. ]—OF 4
SODIUM HYPOCHLORITE DISINFECTION CALCULATIONS
' GIVEN:
' Q ava = 9 1V1GD
Qpcak = = 30 MGD
' Minimum detention time (peak flow) = i peak = 15 minutes
Minimum detention time (average flow) = t �,.� = 30 minutes
FIND:
Dimensions of contact chamber
' SOLUTION:
Volume = V = Qt
At peak flow,
3 0 x 10^6gal I day l hr of '
V ={ )x,( )x( )x( }x15min
day 24hr 60min 7.48ga1
V = 41,778cf
' At average flow,
9 x 10^6ga1. 1day 1 hr cf
V = ( )x( )x( )x( )x30min
day 24hr 60 min 7.48gal
V = 25,067c f
Water depth = 10 feet
' Surface area = Volume 1 depth
Surface Area = 41,778 cf / 10 feet = 4,178 sf
' Dimensions: 100 ft X 42 ft
For redundancy, provide two chambers each 21 feet wide X 100 feet long
(NCDENR requires dual chambers which can be isolated that can handle'/2 the total flow required)
1
HSA,16} Fours PrOG (Rev.07htt)
P:WaswjsIFMms ProdConK*Paa *x

PROJECT City of Hickory NE WWTP COMM NO
HE 3 k MkTITLE Disinfection
60492
ARCHITECTS ENGMECRS PLANNERS DATE 04/05/C5
DES BY KP5 DEPT Environmentai REV DATE
CKD BY SKETCH SHEET No. 2 OF 4
' GIVEN:
Q a,g = 9 MGD
Qp`.; = 30 MGD
SODIUM HYPOCIlimi rr,, DISINFECTION CALCIJI.ATIONS
Target chlorine dose = 5 mg/L
FIND:
Pump requirements for 0.8 % NaOCI solution at peak flow and average flow.
SOLUTION:
The daily hypochlorite requirements (assuming a specific gravity of 1.14 and strength of 0.8 %) would be:
Available chlorine (%) by weight = 0.8 %/ 1.14 = 0.70 %
Sodium hypochlorite dosage (lb/gal) = (8.33 lb/gal) (0.007 availble chlorine)= 0.058 lb/ gal
Required sodium hypochlorite dosage = gal / mil gall
5n?g nr^3 1kg 1000L 8.341b gal
x x x x x
L 10^3kg 10"6nig m^3 gal 0.0581b
= 719 gal NaOCI / mill gal
At peak flow, required NaOCI solution = (30 x 10^6gal) x ( 719gal }
day 177illga/
= ? 11,570 gal NaOCI / day = 15 gpm of 0.8 '/o NaOCI
At average flow, required NaOCI solution ( 9 x 10^6ga1 )x( 719ga1)
day mil Ig al
= 6,471 gal NaOCl/day = 5 gpm cif 0.8 % solution
Need 1-2 day storage, so provide two tanks with 8,000 gallon capacitor.
Provide three pumps ►vith 300 gph capacity.
1 HSWA Form Prod? (Rev C71d7)
P.VAaslarslF ormslProd ConllC atcPad, doc

PROJECT City of Hickory NE WWTP ^� COMM NO
A LVA TITLE DeChiorination
60492
ARrKTECTS FNGINEERS PLANNERS DATE 04105/05
DES BY KP3 DEPT Envirc:nmr-,al 'REV DATE
CKD BY SKETCH SHEET NO. 3 OF 4
GIVEN:
IChlorine residual = 1 mg/L
FIND:
Dose of Sodium Bisulfite required to dechlorinate wastewater effluent
1 - SOLUTION:
Theoretically, 1.46 mg/L of sodium bisulfite required to neutralize 1 mg/L of C12
As such, the sodium bisulfite dosage required is:
I Theoretical Sodium bisulfate dose = lrrrg C12 x 1.46nig/ Lsodiumbisulfrle = 1.46 mg/L sodium bisulfite
L ling I LC12
Under good mixing, 10 % extra dechlorination chemical is required above theoretical values.
Sodium bisulfate dose (mg/L) — Theoretical 1.46 mg/
FIND:
Pump requirements for 40 % sodium bisulfite required at peak L + 10 % = 1.61 mg/L sodium bisulfite
' flow and average flow
SOLUTION:
Dose Rate at Average Flow — 1.61rrrg x 8,341b/MG 9MG x = 121Lb 1 day
L mg / L day
At 121 1bs/day and a 40 to 100 ratio, the solution volume per min. is calculated as follows:
1001bm,ater xlvater
40ilbssodiumbisrrlfite 121lbssndiumbisuffite
302.5 Ibs water = x
302.51bs x gal = 3
.s `6 gal �vaterf 121 Ibs sodium bisulfite
1 8.34lb
36gcr1 x 3785rnL x clay =95mL/min of a 40% solution to dechlorinate I mg/L C12 at 9 MGD
dcry gal 1440 min
HS64d Form Prod? tRey. 07101) P:thlastersTormsTradContYCalsPad,doc

1 PROJECT City of Hickory NE WWTP COMM NO 60492
717LE DeChlorination
' ARCMITLCTs ENC,]r.FERS PLANNERS DATE 04/C5ICS
DES BY KPB DEPT E mironmental REV DATE
CKD BY SKETCH SHEET NO. 4 OF 4
Dose Rate at Average flow = 1.61 mg x 8.341b / .rllfG x 30MG _ 403 Lb / day
L mg / L clay
At 403 lbs/day and a 40 to 100 ratio, the solution volume per min. is calculated as Vollows:
1001bs► ,aler xwaler
40ilbssodiumbisu file 4031bssodiumbisulftle
1008Lbs water = x
1008lbs x gal = 121 gal water/403Lbs sodium bisulfite
1 8.3411)s b
121gal 3783mL day _
der},
x gal x1440min —317mLImin of a 40% solution to dechlorinate 1 mg/L C12 at 30 MGD
FIND:
' Minimum contact basin requirements
SOLUTION:
A minimum of 30 seconds for mixing and contact time shall be provided at the design peak hourly flow
' 30 x 10^6gal lclay lhr cf I min
V=( )x( )x( )x( )x30secx( )
clay 24hr 60min 7.48gal 60sec
V = 1392cf
' Area V / D
Where D = Depth = 8 feet
Area = A = 1392sf 174 sf
g.f
Length = 17 ft
Width = 10 feet
IHSMM Form PrOV (Rev.001(
P:Sh mMrsiForms4ProdCortCatPad.doc

APPENDIX H
I SLUDGE PRODUCTION CALCULATIONS

CARROUSEL® A'C SYSTEM DESIGN CALCULATIONS
for
Hickory, North Carolina WWTP
A. DESIGN CONDITIONS
AVERAGE FLOW(MGD)............................................................................. 6.00
DESIGN130D (mg/1)...................................................................................... 265
DESIGN TSS(ing/1)...............................................................I..................1.1.. 320
DESIGN T'KN{mg/l)........................................................................................ 35
DESIGN T'P (mg/1)............................................................................................ 7
EFFLUENT BOD (mg/1)..................................................................................
10
EFFLUENTTSS (mg/1)....................................................................................
15
Ef FLUENTNH3-N (mg/1)...............................................................................
1.0
EFFLUENT NO3-N (mg/1)...............................................................................
5.0
EFFLUENTTKN (mWI)..................................................................................
2.0
EFFLUENT TP (mg/1)...................
*
* Chemical polishing may be required
13. DESIGN ASSUMPTIONS
PROCESS SRT (Nitrification) (days)..............................................................
14.0
MINIMUM WASTEWATER TEMP.(aC).....................................................
15.0
MAXIMUM WASTEWATER TEMP.(aC)....................................................
28.0
MLSS CONCENTRATION (ing/1)................................................................
4,000
NET YIELD (lb T'SS / lb BODrelnavc i)...................................................... 1.....
0.83
OXYGEN COEFFICIENT (lb Oz / lb BODnmov,j)..........................................
1.25
(Ib OZ / lb Nax;aim+).................................................
4.60
ALPHA(a)......................................................................................................
0.92
BETA(0).........................................................................................................
0.97
ELEVATION(R.)............................................................................................
800
C. DESIGN CALCULATIONS
1. AERATION VOLUMF,
BOD REMOVAL = Q x (BODi — BODe) x 8.34
= 6.00 x (265-10) x 8.34
= 12,760 Ibs BOD/day
SLUDGE PRODUCTION = Y x Q x (BODi BODe) x 8.34
= 0.83 x 6.00 x (265-10) x 8.34
= 10,591 Ibs TSS/day

APPENDIX I
SYSTEM -WIDE WASTEWATER COLLECTION
SYSTEM PERMIT

,d;r.-^�•�-.,,RQ ap�r ��� ivl'aciraa! F. Easley, Governor
William G. Ross IT., Secretary
jti= I North Carolina Department of l avircrimcnt and Natural Resources
ecnn Klimek, P-E., Director
CoteCn H.. S Sullins, Deputy Director
-Division of Water Quahty
ID Fr j
December 4, 2003,
Gary McGee,, City ManageDEC 2 ° 2003r
' City of Hickory
PO.Box 398 r,;ltY C,� WD..ORY i
Hickory, NC 28603 CITY p!APiA.[; ,�5 l <:i;Cf
__ Subject: Porinit No. WQCS00020
City of Hickory
Wastewater Collection System
Catawba County
' Dear vlr. McGee
In accordance with your application received on August 15, 2001, as well as the additional inforination
received on August 29, 2003, September 29, 2003 ,;6id November 18, 2003, we are forwarding herewith Permit
' No. WQCS00020, dated November 30, 2003, to the City of Hickory for the operation and maintenance of the
subject wastewater collection system.
' This permit shall be effective from the date of issuance until November 30, 2008. This permit shall be
subject to the conditions and linutations specified herein. It is your responsibility to thoroughly review this permit.
Please pay particular attention to the monitoring and reporting requirements in this permit and any compliance
schedules shown in bold.
The Division eliminated the 1999 point system used to determine enforcement options for sanitary sewer
overflows in October 2003. The evaluation of enforcement options after a sanitary sewer overflow will be
determined considering the criteria listed in condition 1(2)(a) and I(2)(b) of the permit. Compliance with all
conditions of the pernut as well as all statutes and regulations pertaining to the collection system mast be
' maintained or appropriate enforcement actions may be taken as notes! in Condition VI(')).
A reportable SSO is a SSO greater than 1,000 gallons to the ground or a SSO of any amount that reaches
surface water (including through ditches, storul drains, etc,) Below is the procedure to use foi- reporting SSOs to
' the Division:
a) Report by telephone to a person (not facsimile or voicemail) to your regional DWQ office during
' regular business hours (Monday to Friday, 8AN1 to 5PM) as soon as possible, but in no case more
than 24 hours after the SSO is known or discovered. To report outside of regular business hours,
call [phone].
' b) follow up the verbal report by sending a completed written report can the most current Division
approved fDrm within five days.
Non-DischarWe Permitting Unit Internet htq,a/h?o.enrst;tte nc.u51ncipu i'•a_'�IrCi':-.
1017,M;iil Service Ccrucr. Raleigh. NC 27691.1-1617 "]'c lcpliune (919)733-50,:3 Fnx (1)19) 715-rjO.48
DEVR Cusurmer Service Center 'I•clephone I SOG 623-774$
' An Egnah Opporronir; Anon Employer 5017 rucycicd/ I OF,, post -consumer Impc:r

To provide a uniform method for all systems covered under this permit and to provide useful and
consistent information pertaining to SSOs, a new spill reporting form has been developed (October 2003). Form
CS-SSO consists of two_,pat-ts. Part I serves to provide to the Division the required information that has always
been necessary. Part 11 serves as an area to provide a justification for the spill, as -optional under Condition 1(2) of
' your permit, Fomt-CS-SSO'can be downloaded from http://h2o.6nr.state.nc.Lis/ndceu/ from the Collection- Systems
area.
' An NOV, civil penalty, and/or a moratorium on the addition of waste to the system may be issued'if
adequate justification. for an SSO is NOT submitted to the regional office. in order to submit a claim for
justification of an SSO,.,you must use the Form CS-SSO with additional documentation as necessary, DWQ staff
' will review the justification claim and determine if enforcement action is appropriate. Please be advised that the
information needed to justify a spill is very comprehensive. Begin using this form immediately to report SSOs
from the collection system. Continue 0 use our old form for reporting bypasses at the wastewater treatment plant
' until further notice. The time frame for submittal of both Part I and Part II, if pertinent, is five days.
The Permittee has conducted a Management, Operation and Maintenance audit for the Environmental
Protection Agency's (EPA) Region IV POTW INIOM program. The audit was submitted to the EPA in the year
2000. The audit did not rK,-veal any deficiencies in the collection system operation and maintenance that would be
covered under this permit.
1 Failure to abide by the conditions in this permit may subject the Permittee to enforcement action. If any
parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an
adjudicatory hearing upon written request within thirty days following the receipt of this permit- This request must
' be in the form of a written petition, conforming to Chapter.150B of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, NC 27699-6714. Unless such
demands are made, this permit shall be final and binding.
1 If you have questions regarding compliance contact your regional office or the Non -Di sch rge Compliance
and Enforcement Unit of the North Carolina Division of Water Quality at [phone]. If you need additional
information concerning this permit, please contact Marie Doklovic in the Non -Discharge Permitting Unit at (919)
' 733-5083 extension 371.
S incerel v
' Alan W_ Klimek, P.E.
' cc: Catawba County Health Department
Nevin Greer, PE. City of Hickory
Shawn Pennell. City of Hickory
John Harkins, Region IV EPA (wnter � mg.emcnt Division Enforcement branch, 61 Forsyth Street, Atlanta. GA 30303-8960)
Barbara Sifford, iVlooresville Regional Office, Water Quality Section
Technical Assistance and Certification Unit
' Water Quality Central Files
1,iDPU files (VVQCS00020)
10/03

NOIZT14 CAROLINA
ENVIRONNIENTAL N'IANAGEMENT COMMISSION
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
RALEIGH
SYS'1'ENI-WIDE WASTEWATER COLLECTION SYSTEM PERMIT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as
amended, and other applicable Laws, Rules, and Regulations
PER11r11SSION IS HEREBY GRANTED TO
City of Hickory
Catawba County
' FOR TF E
operation and maintenance of a wastewater collection system consisting of, at the time of permit issuance,
approximately 465 miles of gravity sewer, approximately 1.3 miles of pressure sewer, approximately 13.9
Fzriles of force riiain, 32 simplex pump stations that discharge ton pressure sewer and serve a single building, :..
51 duplex pump stations, and all associated piping, valves, and appurtenances required to make a complete
• and operational wastewater collection system to serve the City of Hickory, any deemed permitted satellite
- communities and the tributary wastewater collection systems serving Burke County and the Town of
Longview that are themselves subject to an individual collection system permit, pursuant to the application
received on August 15, 2001, and in conformity with the documents referenced therein and other supporting
' data subsequently Filed and approved by the Department of Environment and Natural Resources and
considered a part of this permit.
This permit shall he effective from the date of issuance until November 30, 2008 and shall be Subject to
the following specified conditions and. limitations:
L PERFORNIANCE STANDARDS
1. The sewage and wastewater collected by this system shall be treated in one of the following
wastewater treatment plants-. City of Hickory Northeast (NC0020401); City of Hickory Henry
Fork (NC0040797); City of Conover Northeast (NC0024252) or City of Newton (NC0036196)
prior to being disposed into their respective receiving stream_ This collection system permit will be
1 referenced upon renewal or modification of your NPI)ES perrnit(s).
2. The wistewater collection system shall be effectively managed, mainLoned and operated at all
' times so that there is no discharge to land or surface waters, nor any contamination of
groundwater. In the event that the wastewater collection system fails to perform satisfactorily,
including the creation of nuisance conditions, the Permittee shall take immediate corrective
actions, including actions that may be required by the Division of Water duality (Division), such
us the construction of additional or replaceniciii sewer lines and/o► equipnter�t.
1
10/03

The Director may take enforcement action against the Pem-Littee for sanitary sewer system
discharges that must be reported to the Division as stipulated in Condition IW(2). This includes
discharges that were caused by severe natural conditions or exceptional events unless the
Permittee demonstrates through properly signed, contemporaneous operating logs, or other
relevant evidence that:
a. The discharge was caused *by severe natural conditions; there were no feasible alternatives to
the -discharge,' such as the use • of auxiliary - treatment facilities, ieteniidh of `tintreated
' wastewater, reduction of inflow and infiltration, use of adequate back-up equipment, or an
increase in the capacity of the system. This provision is not satisfied if, in the exercise of
reasonable engineering judgment, the Permittee should have installed auxiliary or additional
' collection system components, wastewater retention or treatment facilities, adequate back-up
equipment or should have reduced inflow and infiltration; or
b. the discharge was exceptional, unintentional, temporary and caused by factors beyond the
' reasonable control of the Pertnittee; the discharge could not have been prevented by the
exercise of reasonable control, such as proper management, operation and maintenance;
adequate treatment facilities or collection system facilities or components (e.g., adequately
enlarging treatment or collection facilities to accommodate growth or adequately controlling
and preventing infiltration and inflow); preventive maintenance; or installation of adequate
brick -up equipment;
The Permittee can submit a claim to the Division Regional Office that the discharge meets' the
criteria of this condition. The Permittee has the option of submitting this claim along with the spill
report .required by Condition IV(2) (i.e., within five clays) in order to be considered for immunity
' from enforcement action. Form CS-SSO Part II, or most current Division approved 'forin, shall be
used for any claims. The Permittee has the burden of proof that the above criteria have been met_
'The following location has documented hydraulic capacity problems and has the potential to
result in a sanitary sewer overflow (SSO). The Permittee currently has active plans in place
to correct the problem at the NEWWTP lift station (outside the plant) with the required
completion dates shown in parentheses.
a. Environmental Assessment/201 Study (June 30, 2004)
b. Engineering/Planning (.June 30, 2005)
c.. begin Construction (July 31, 2003)
d. End Construction (,Tune 30, 2006)
11' a capacity -related SSO occurs at the above location before construction is completed,
' enforcement actions shall not be taken by the Division against the Permittee for violating this
condition. This relates to capacity -related SSOs only, and in no way absolves the Permittee
from responsibility for discharges that were preventable, including but not limited to SSOs
missed by grease, roots, etc. This exemption shall be valid for this condition only and shall
be effective from the date of this permit's issuance until the correction Completion date listed
above oractual construction completion date, if before the estimated completion (late.
The Pertnittee shall notify the LN'looresville Regional Office Division of Waiter (duality within
Lett days of each compliance date shown above. This written notification shall indicate
compliance or nort-compliance therein.
' 3. The Permittee shall have the legal authority to .implement the requirements of Condition I(4);
require new sewers be properly constructed; ensure proper inspection and testing of sewers and
laterals; and address flows from satellite systems.
4. The .Pertnittee small maintain an educational and enforcement program that requires the proper
operation and m.iirnenance of all grease traps land septic tanks connected to the wastewater
collection systc1n. The educational larogram should target both residential find commercial users.
2 ! 0/03

'The _1['errnittee shall implement a residential education program by ,January 1, 2004. The
Mooresville Regional Office Division of Water Quality shall be notified in writing when this
compliance schedule is met.
5. The Permittee shall implement a Capital Improvement Plan (CIP) to designate funding for
reinvestment into the wastewater collection system infrastructure. The CIP should address the
' short-term needs and -long-term "master plan":concepts: The CIP should typically cover a three to
five -year -period and include a goal statement, description -of the project area, description of the
existing facilities, known deficiencies (over a reasonable period) and forecasted future needs. Cost
analysis is integral to the CIR
G. Existing overflow piping from manholes and pump stations, excluding piping to approved
' equalization structures, known or discovered after perrnit issuance shall be immediately removed
or permanently capped. .Plugged emergency pumping connections are allowable for portable
pumping or rerouting witlidut intentionally bypassing the wastewater treatment facility.
7. The Permittee shall maintain a contingency plan for pump failure at each pump station. If one of
the pumps in a pump station containing multiple pumps fails, the process of repairing or replacing
' the pump shall be initiated immediately and the new parts or pump s11211 be installed as soon as
possible. If the pump in a simplex pump station fails, it shall be replaced immediately.
8. Each pump station shall be clearly and conspicuously posted with a pump station identifier and an
emergency contact telephone number at which an individual who can initiate or perform
emergency service for the wastewater collection system 24 hours per day, seven days per week can
be contacted. This emergency contact telephone number shall be coupled with instructions for
' anyone to call- if the visual •alarrn illuminates,, if the audible alarm sounds, or if an emergency is
apparent.
' y The Permittee shall post the audible/visual alarms at the following stations in a conspicuous
location by December 31, 2003.'
' Moose Club Harris 'Teeter Snow Creek
Shuford #1 Catawba Springs
The Mooresville Regional Office Division of Water Quality shall be notified in writing when
this compliance condition is met.
9. Pump station sites, equipment and components shall have restricted access, per 15A NCAC 2H
' .0219(h)(7).
10. Pump stations that do not employ an automatic polling feature (i.e. routine contact with pump
' stations from a central location to check operational status of the Corr7munteatron system) shall
have both audible and visual high water alarms.. The alarms shall be weather-proof and placed in a
clear and conspicuous location. Permits issued for the construction of pump stations that included
high- water alarms in the description must maintain the alarms even if simple telemetry (i.e.
notification of an alarm condition initiated by the pump station control feature) is installed.
' 11. For all newly constructed, modified and rchabilitatUl pump stations, equipment and components
located within the primp station shall be corrosion -resistant and components in close proximity of
the pump statior, slTall be sealed within a corrosion -resistant coating or encasement.
12. All construction and rehabilitation of the wastewater collection system (i.e., permitted or deutned
permitted) shall be scheduled to minimize the interruption of service by the existing utilities.
Construction and rehabilitation shall not result in the violation of Condition 1.2. of this permit.
' 10/03
1

[I. OPERATION AND MAINTENANCE RE UIREIIIENTS
' 1. Upon classification of the collection system by the Water Pollution Control System Operators
Certification Commission (WPCSOCC), the Pennittee shall designate and employ a certified
operator to be in responsible charge (ORC) and one or mote certified operator(s) to be back-up
ORC(s) of the facilities in accordance with 15A NCAC SG _0201. The ORC shall visit the system
within 24 hours of knowledge of a bypass, spill, or overflow -of ­wastewatei froril the system,
unless visited by the .Back -Up ORC, and shall comply with all'bther colidi.fions-of 15A NCAC 8G
' 0204.
2. The Permittee shall develop and maintain a schedule for reviewing all inspection, maintenance,
operational and complaint logs. Once recurring problems are identified in the wastewater
collection system because of the review process, the Pernuttec shall establish a plan for addressing
the problems) if they can not be resolved in a short time period. The Permittee shall define and
adhere to a review period.
3. The Pernittee shall develop and maintain a schedule for testing emergency and standby
equipment.
4. The Permittee shall develop and conduct a routine pump station inspection and maintenance
program, which shall include, but not be bruited to, the following maintenance activities:
a. Cleaning and removing debris from the pump station structure, outside perimeter, and wet
well;
b. Inspecting and exercising all valves;
' c. Inspecting and lubricating pumps and other mechanical equipment according to the
rnanufacturer's recommendations; and
d_ Verifying the proper operation of the alarms, telemetry system and auxiliary equipment.
a5. For each pump station without pump reliability (i.e. simplex pump stations serving more than a
single building or pump stations not capable of pumping at a rate of 2.5 times the average daily
' flow rate with the largest pump out of service), at least one fully operational spare pump capable
of pumping peak flow sliall be maintained on hand.
' G. The Pennittee shall maintain on hand at least two percent of the number of pumps installed, but
no less than two pumps, that discharge to a pressttre sewer and serve a single building, unless the
Permittee has the Ability to purchase and install a replacement pump within 24 hours of first
knowledge of the simplex pump failure or within the storage capacity provided in any sewer line
extension permit.
7. Rights -of -way and/or easements shall be ,property maintained to allow accessibility to the
' wastewater collection system.
S. The Permittee shall assess cleaning needs and develop and maintain a program for appropriately
' cleaning, whether by hydraulic or mechanical methods, all sewer lines_ At least 10 percent of the
wastewater collection system, selected at the discretion of the ORC, shall be cleaned each year.
Preventative cleaning is not required for sewer lines less than five years old unless inspection
' otherwise reveals a necessity or as required by a sewer line extension permit.
9. Adequate measures shall be taken to contain and properly dispose of Sanitary Sewer Overflows
(SSOs) and spills. The Permittee shall maintain a Response Action Plan that addresses the
following minimum items:
4 t 0/0-)

a. Contact phone numbers for 24-hour response, including weekends and holidays;
b. Response tine;
c. Equipment list and spare parts inventory;
d. Access to cleaning equipment;
e. .Access to construction crews, contractors and/or engineers;
f. Source(s) of emergency funds;
g. Site sanitation and clean up materials; and
h. Post-overflow/spill assessment.
10. The Permittee shall conduct an on -site evaluation for all SSOs and spills as soon as possible, but
no more than two hours after first knowledge of the overflow and/or spill.
11. In the event of it discharge from or blockage within the wastewater collection system, the
Permittee shall restore the system operation, remove visible solids and paper, sanitize any ground
area and restore the surroundings.
RECORDS
Records shall be maintained to document compliance with Conditions I(4),' II(2) - I1(4), 11(7) -
II($), IV(3) and V(1) -V(4). Records shall be kept on file for a minimum of three years.
2. The Permittee shall maintain adequate records pertaining to SSOs, spills, and complaints for a
minimum of three years. "These records shall include, but are not limited to, the following
information:
a. Date of overflow and/or spill or complaint;
b.- Volume of wastewater discharged as a result of the overflow and/or, spill or nature of
complaint;
c. Location of overflow and/or spill or complaint;
d. Estimated duration of the overflow and/or spill;
e. Individual from the Division who was informed about the overflow and/or spill or complaint,
when applicable;
f. Final destination of the overflow and/or spill;
g, Corrective actions;
h. Known environmental/human health Impacts resulting from the overflow and/or spill; and
i. How the overflow and/or spill was discovered.
3. The Permittee shall ma;ntam an up-to-date, accurate, comprehensive map of their wastewater
collection system that also notes the locations where other wastewater collection systems become
tributary. If a comprehensive snap of the collection system has not been established, a rough
sketch shall be drawn. The Permittee shall map approximately 10 percent of their collection
system each year for the next ten years, or until complete, whichever is sooner-. The
comprehensive map shall include, but is riot limited to: pipe size, pipe material, pipe location, flow
direction, approximate pipe age, number of active service taps. and each pump station
identification, location and capacity.
4. The Pcrmittee shall maintain records of all of the modifications and extensions to the collection
system permitted herein. The Permittee shall maintain a copy of the construction record drawings
and specifications for modifications/extensions to the wastewater collection system for the life of
the modification/extension. Information concerning the extension shall be incorporated into the
map of the wastewater collection system within one year of the completion of construction. The
System description contained within this permit shall be updated to include this
modification/extension information upon permit renewal.
5 10103

/' { T .
IV. MONITORING AND REPORTING REOUIREt1IENTS
1. Any monitoring (including, but not necessarily limited to, wastewater flow, groundwater, surface
water, soil or plant tissue analyses) deemed necessary by the Division to ensure surface water and
groundwater protection will be established, and an acceptable sampling and reporting schedule
' shall be followed.
2. The Permittee shall verbally report to a person at 'the Mooresville Regibnal' Office, at'telephone
number 704-663-1699 as soon as possible, but in no case more than 24 hours following the
occurrence or fast knowledge of the occurrence of either of the following:
a. Any SSO and/or spillover 1,000 gallons; or
b. Any SSO and/or spill, regardless of volume, that reaches surface water.
Voice snail messages or faxed information is permissible but this shall not be considered as the
' initial verbal report. Overflows and spills occurring outside normal business hours may also be
reported to the -Division of Emergency Management at telephone number [phone] or (919)
733-3300. Persons reporting any of the above occurrences shall file a spill report by completing
' Part I of Form CS-SSO (or the most current Division approved form), within five days following
first knowledge of the occurrence. This report shall outline the actions taken or proposed to ensure
that the problem does not recur. Per Condition 1(2), Part II of Form CS-SSO (or the most current
Division approved form) can also be completed to show that the SSO was beyond control.
3. The Permittee shall meet the annual reporting and notification requirements provided in North
' Carolina General Statute §143-215.IC.
V. INSPECTIONS
' .1. The Permittee or the Permittee's designee shall inspect the wastewater collection system regularly
to prevent malfunctions and deterioration, operator errors, and discharges that may cause or lead
to the release of wastes to the environment, threaten human health or create nuisance conditions.
The Permittee shall keep an inspection log or summary including at least the date and time of
inspection, observations made, and any maintenance, repairs, or corrective actions taken by the
' Permittee. 2. Pump stations without Supervisory Control and Data Acquisition (SCADA) systems or telemetry
shall be inspected. everyday (i.e. 365 days per year). Pump stations equipped with SCADA
systems or telemetry shall be inspected at least once per week.
3. A general observation of the entire collection system shall be performed throughout the course of
' every year,
4. inspections of all high priority lines (i.e_ aerial line, sub --waterway crossing, line contacting
surface waters, siphon, line positioned parallel to stream banks that are subject to eroding in such
a manner that may threaten the sewer fide, or line designated as high -priority in a permit) shall be
performed at least once per every six month period of time. A list of high -priority lines is
presented as Attachment A and is hereby incorporated into this permit condition_ New high
priority lines installed or identified after permit issuance are incorporated by reference and
Subject to this permit condition until permit renewal where they shall be referenced in writing in
Attachment A.
6 10io I

VC. GENERAL CONDITIONS
' 1. This permit shall become voidable unless the wastewater collection system is maintained and
operated in accordance with the conditions of this permit and other supporting data.
2. This permit is not transferable. In the event there is a desire for the wastewater, collection system
to change ownership, or there is a name change of the Perrnittee, a formal permit request shall be
submitted to the Division. The request shall. be accompanied by•documentation from',the parties
involved, and other supporting materials as may be appropriate. The approval of this request will
be considered on its merits and may or may not be approved.
3. Failure to abide by the conditions and limitations contained in this permit inay subject the
Permittee to an enforcement action by the Division in accordance with North Carolina General
Statute § 143-215.6A through § 143-215.6C, and a sewer moratorium may be established.
4. The issuance of this permit does not exempt the Permittee from complying with any and all
statutes, rules; regulations, or ordinances that may be imposed by other government agencies (i.e.,
local, state, and federal) having jurisdiction, including but not limited to applicable river buffer
rules in 15A NCAC 2B .0200, soil erosion and sedimentation control requirements in 15A NCAC
Chapter 4 and under the Division's General Permit NCGO10000, and any requirements pertaining
to wetlands under 15A NCAC 2B .0200 and 15A NCAC 21-I .0500and all applicable North
Carolina Occupational Safety and Health Act health and safety standards.
5. The issuance of this permit does not prohibit the Division from reopening and modifying the
permit, revoking and reissuing the permit or terminating the permit as allowed by .the laws, rules,
and regulations contained in 15A NCAC 2H .0200 and North Carolina General Statute §143-215.I
et. al., or as needed to address changes in federal regulations with respect to the wastewater
collection system.
6. ,The Permittee shall pay'the annual fee within thirty (30) days after being billed by the Division.
Failure to pay the fee accordingly may cause the Division to initiate action to revoke this permit
' as specified by 15A NCAC 2H .0205(c)(4).
7. The Permittee shall request its renewal at least six months prior to the expiration of this permit.
' Upon receipt of the request, the Conunission will review the adequacy of the wastewater
collection system described therein, and if warranted, will extend the permit fora period of time
and under such conditions and limitations, as the Commission may deem appropriate.
The Permittee shall notify the Division's Non -Discharge Permitting Unit in writin& at 1617 Mail
Service Center, Raleigh, North Carolina 27699-16.17 of any changes to the name and/or address
of the responsible party (i.e. mayor, city/town manager) of the wastewater collection system.
9. Any duly authorized officer, employee, or representative of the Division may, upon presentation
of credentials, enter and inspect any property, premises or place on or related to the collection
system at any reasonable time for the purpose of determining compliance with this permit, may
inspect or copy any records that must be maintained under the terms and conditions of this
permit, and may obtain samples of wastewater, groundwater, surface water, soil, or plant tissue.
10. This permit shall become voidable unless the agreement between the City of Hickory and the City
of Newton and also between the City of Hickory and the City of Conover for the collection and
final treatment of a portion of wastewater is in full force and effect.
10/03

Permit issued this the 4'h day of Deccrnber, 2003
NORTH C OLI1vA E VIRONNfENTAL MANAGEMENT CONIMISSION
Alan W. Klimek, P.E., Director
Division of Watez Quality
By Authority of the Environmental Management Commission
Permit Number WQCS00020
9 10/03

APPENDIX III
Attached for Condition V (4) Permit No. WQCS00020 City of Hickory
LINES CROSSING SURFACE N'VATERS
CC
Creek -Crossing
BC
Bridge Crossing
DC
Direct contact with surface water
UC
Under Creek
CC Section House Road Webb Murray School 3 crossings
CC Section House Road Flow Meter
CC 10 Ave Ct NW --- 2 crossings
CC Old Lenoir Road behind Mel's
CC Old Lenoir Road behind River Run
CC Behind CIyde Campbell School
BC Horscford Creek Force Main
BC 321 Force Main
DC 127 Force Main
CC Appalacian Hardwood Floor — 2 crossings
CC Longview Sewer Plant
CC 1-40 behind Ward Hosiery — 3 crossings
CC The Pines I
CC The Pines II
CC The Pines 111
CC 61h St NW & 9`h Ave NW — 2 crossings
CC Oakwood Cemetery — 2 crossings
CC 15`h St SE & Tate Blvd
CC 15`h St SE & North of 4"' Ave SE
CC Behind K-Mart
CC Catawba Cemetery & H A y 70 SE
CC Compost Plant 3 crossings
CC 600 Block of 12`" Ave NE
CC 8"' Ave NE & College Park School — 3 crossings
CC 15`' Ave NW & 10"' St P1 NW
CC NE WWTP — 3 crossings
CC Moore's Ferry #I Lift Station
CC Shuford # 1 Lift Station
CC Moose Club Lift Station
CC CVCC Maintenance Building
CC Valley Crossing Lift Station
UC Shuford #1 Lift Station Force Main
UC Valley Crossing Lift Station Force Main
CC 161h Street Lift Station
CC 12`h Ave NE behind Public Works

DC
Falling Creek
CC
Brookford Faith Church of Christ
UC
Mostellar Estate over Muddy Creek
CC
Windsong Subdivision at Bridge
CC
Stonebrook Subdivision over Barger Branch
CC
Brookford at Century Furniture
CC
Zion Church Road at Wallace Dairy Road
CC
Frye Creek at Woodland Park Apartments
CC
Clark Creek at Sweetwater Lift Station
CC
14'h Ave SE at The farm Apartment Complex
CC
4`h St Dr NW at Oakwood Cemetery and YMCA
CC
Eastside Thoroughfare at Rock Quarry at Duke Power Right of Way
CC
Rock Quarry at 19`h St Pl SE
CC
Clark Creek at I-40 East Ramp
CC
SOPPS property at McDonald Parkway
CC
CIark Creek at DT Golf Driving Range
CC
Frye Creek at Extreme Motor Cycles/IFH
CC
Frye Creek at Synthetic Hosiery
CC
Falling Creek at Old Mill Landing Rock Falls
HIGH PRIORITY LINES NEAR STREAM BANKS
1. Section House Outfall from Meridian Park to Section House Road parallel to Lyle
Creek
2. Health services line parallel to Millers Branch frorn 11'h St Dr SE to Tate Blvd
3. Horseford Creek Outfall from Geitner Road to Hilton Park
4. Cripple Creek Outfall from 61h St PI NW to Magnolia Grove Townhomes

V�rhere Business aid °�as�,c: Gra.v �og��ner a1
Public Utilities
Tune 27, 2005
Ms. Marie Doklovic, PE
NC DENR —Division of Water Quality
Non -Discharge Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
F6 2005
SUBJECT: City of Hickory Collection System 'Permit WQCS00020
Dear Ms. Doklovic:
Post Offr-e Box .7.'a
Hickory, NC Zl MM98
Phone: (M).3a7427
Far- (M)M-7403
etr�: kgrthiekory�s
The purpose of this correspondence is to request an extension to the time table on a compliance
schedule as stipulated in the above referenced collection system permit. The Northeast WWTF
Influent Pump Station was placed on a compliance schedule to be designed by .tune 30, 2005,
which has been completed; and permitted and uB.der construction by Judy 31, 2005. Hayes, Seat',
Mattern and Mattern Engineers, Jmc., is the consultant preparing the design of the NE WWTF lift
station and plant upgrades as well as the Environmental Assessment and 201 Facilities Plan. The
E.-k and 201 Facilities Plan have been submitted to the NC DENR Construction Grants and Loan
Group who have pending approval awaiting final comments from our consultants on some
questions on the 201 facilities Plan. Due to the process this project was designed by, the
Construction Grants and Loans Staff will not recommend the lift station for individual permitting
and desire for this to remain as one project in lieu -of the lift station then plant upgrades. We
anticipate final comments on the 201 Facilities Plan to be sent by the end of July 2005. Therefore,
we respectively request and propose the following amended schedule:
Q EA/201 facility Plan Approval by October 31, 2005_
Plans & Specifications to Construction Grants & Loan by.March 31, 2006.
n Construction Grants & Loan Approval & Permitdn,g by November 30, 2006.
• Begin Construction by March 31, 2007.
* Complete Lift Station Construction. by March 31, 2008_
© Complete NT Wu'TF Upgrades by Tarch 31, 2010.
-_P .E.I .

,s. Marie Do%lovic. PE
ne 27, 2005
ige Two
The City of I-ickory has continued to maintain and update the NE WV"TF Lift Station as
necessmy to ensure proper operation and improve efficiencies so as to limit potential instances of
overflow. Updates have lacluded two (2) new influent pumps, one (1) in 2003 and one (1) is
2004, replacement of outdated clutch drives with new variable frequency drives in FY 04-05 and
replacement of the bar screen in 2003. Ali the above-meatioried updates have restored pumping
capacity, unproved pump efficiencies and response due to updated drives and improved the
quality of screening all of which in turn improve the stations ability to work and improves the
quality of water discharged at the NE WWTF. These improvements along with the approximately -
200 gpm capacity based on maximum design flows appear to have significantly improved the
capacity of this lift station_
Thank you in advance for any consideration and assistance your office cxi render towards this
request. As always, should you have any questions or concerns, please do not hesitate contacting
me at [phone] or ktrreer(a7ci_hickorv.nc.us.
Sincerely,
Kevin B. Greer, P.E.
Public Services Manager
pc: Rex Gleason, PE/NCDEN'R-1IRO-WQS
Barbara Sifford, NCDE-NR--i�O-WQS
Keith Rhyne, ORC/NE WWTF
Shawn Pennell, Collections Supervisor
Da,,,id Depratter PE/IISMM

APPENDIX J
CORRESPONDENCE

Martv Watson
From: Larry Horton [[e-mail]]
Sent: Monday, April 10, 2006 10:36 AM
To: Marty Watson
Cc: Daniel Blaisdell; Bobby Blowe
Subject: Hickory Northeast WWTP Upgrade
Attachments: 06.04.10 Tech. Review Comments.doc
�a
06,04.10 Tech.
2eview Comments...
Marty,
Technical comments for the 201 Facilities Plan (Rev. Nov. 18, 2005) are attached. One of
the new comments is concerning the amount of funding available for this project. HSMM
and/or the City should contact Bobby Blowe (CG&L's Section Chief) concerning funding.
If there are questions, Tease contact me.
Larry
1

CITY OF HICKORY
Technical Review Comments
For Hickory 201 Facilities Plan (Revised November 18, 2005)
Project No. CS370389-18
April 10, 2006
NOTE: Please provide a response to all comments on a "comment for comment" basis. Where
appropriate, add or revise narrative in the text of the 201 Plan that addresses the issues discussed
in the comments. In addition, the comments and responses may be included as a part of the
report (e.g. in an appendix).
1. General
8. Not all sections of the plan are in agreement on the scope of the project. For example,
on page 19, the two new aeration basins are projected at 2.2 mgd but in Appendix C and
on Figure 4, they are listed at 3.0 mgd. Also, the various scopes of necessary piping do
not agree. The site work piping on page 30 and in Appendix C is not in agreement.
These and other discrepancies should be amended in a revised report.
IThe response is acknowledged. However, the 4200 1A., 42-inch diameter outfall
listed in the Appendix C, Sitework item 2 is not discussed in Section 4.08 of the 201
Plan. Also, the 700 U., 18-inch force main discussed on page 31 of the 201 Plan is
not listed in Appendix C, Sitework item 2. Please revise Section 4.08 and Appendix
C as needed.
M. Section 3, Future Situation
2. (Reference Page 18) In the proposed design section, influent parameters of BOD = 265
' mg/l, TSS = 320 mg/l, and TKN = 35 mgll are shown. While these parameters are within
an acceptable range, they are higher than normally would be expected. What is the
source of these parameters, and is there an explanation for their relatively high
concentration?
The response is acknowledged and provides information concerning the source of
the data for the parameter concentrations. However, the response does not provide
any explanation for the relatively high concentrations. Please answer this question
also.
3. (Reference Section 3.04) Preliminary calculations for each unit in this section should be
provided to support the adequacy of the proposed design to process the expected
hydraulic and pollutant loadings, and provide the treatment required to meet NPDLS
permit limits, reuse effluent requirements, and sludge disposal requirements.
The response is acknowledged. The calculations in Appendix G are based on
various manufacturers equipment including the Carrousel system, which may be
proprietary. As noted in our previous comments, the approval of the Facilities Plan
Page 1 of 4

does not constitute approval of sole source procurement. Plans and specifications
must comply with N.C. General Statute Chapter 133, Section 3, prior to their
approval.
IV. Section d, Alternatives
3. (Reference Page 25) It is noted on this page that both roof drains and storm drains empty
directly into sewers. It is also documented that if the drains were disconnected From the
system, a storm collection system would need to be installed. This implies that no storm
collection system'is currently in place.
■ Please verify that the 5-block by 5-block area -in -question does not have a storm
collection system, and discuss. How is the storm flow other than from roofs (e.g.
streets; parking lots) handled?
■ What is the diameter of the pipes currently carrying the combined
wastewaterlstormwater flow in this area?
■ If the area does have a storm collection system, discuss why one would need to be
constructed if the roof drains were disconnected from the sewer system.
■ Also, provide a map showing the location of the 5-block by 5-block area.
Providing the requested information does not require an SSES or a great amount of
detailed research. Since the inflow issue is a significant part of the city's wastewater
problems, please provide the requested information, which is relevant to the inflow
problem and the alternatives analysis.
5. (Reference Page 25) If Alternative 7 is implemented as the most cost effective
alternative, one negative result will be that extraneous inflow will continue to enter the
system. In order to reduce the resultant strain on plant facilities, delay fitture expansions
to reduce yearly O & M costs due to the extraneous flow, the city should institute an
aggressive inflow identification/rehabilitation program in order to eliminate as many
inflow sources as possible. Please discuss, and provide any plans by the city to seek out
and eliminate inflow sources.
Please add the information that is discussed in the response to the narrative in the
201 Facilities Plan.
6. (Reference Page 25) Alternative 7 calls for a 2.2 mgd equalization basin to handle
extraneous inflow and buffer peak flows to the plant. Please provide calculations used to
size this basin and demonstrate that the basin will successfully buffer peak flows.
fThe response is acknowledged. The NCAC regulation says "at least 25%". Please
provide calculations to support the consultant's belief that the 2.2 MG basin with
37% capacity will be adequate to successfully buffer peak flows.
V. Section 6, User Charge and Financial Capahilitti
3. (Reference Page 36) The user charge should be based on the user charges for the typical
residential customer using 5,000 gallons per month. The estimated cost for the typical
user should be provided before and after the project.
Page 2 of 4

Please note in the narrative the current total monthly user charge for a typical
residential customer using 5,000 gallons per month. (e.g. $25.00 per month at
$5.0011000 gallons). Also, state in the narrative the total estimated monthly user
charge, as a result of the project, for a typical residential customer using 5,000
gallons per month (e.g. $30.00 per month at $6.00/1000 gallons).
VII. Appendices
1. (Reference Appendix A) What is the status of the request for Speculative Limits?
Please include in Appendix A a copy of DWQ's September 1, 2004 letter, which is
referenced in the response, and any other relevant subsequent correspondence.
2. (Reference Appendix B) The current NPDES permit expires on April 30, 2005. What is
the status of permit renewal?
Please include in Appendix B a copy of the draft NPDES permit and the city's
October 7, 2005 response, which are referenced in the response, and any other
relevant subsequent correspondence.
VIII. New Comments
1. It is preferred ,for the engineering report and environmental assessment to be
included together in one binder.
2. The table of contents should list the individual figures and appendices. A
descriptive title should be provided for each item along with the page number where
it is located.
3. The current CG&L budget for the city's loan is $15M. Please provide a summary of
the proposed sources of funding for the project, including the amount and type of
funding (e.g. grant, loan, etc.) that indicates how all of the project costs will be
funded. The total of the project funding should equal the estimated project cost.
Also, make any revisions that are needed in the user charge calculation.
4. Figure 5:
a. Figure 5 shows a new 30-inch sewer coming into the WWTP site. How will this
flow be transported to the proposed headworks?
b. It is unclear whether the proposed flow equalization basin will intercept flow
before the influent pump station or in the gravity portion flow the influent flow,
or both. if the flow equalization basin will not intercept flow before the influent
pump station, how are the overflows at the pump station being addressed?
Please provide a detailed description/explanation.
Page 3 of 4

c. Pursuant to NCAC 21-1.0219(j)(5)(J) treatment units must be 50 feet from any
property line. Please confirm that this is the case for the proposed facilities.
While approval of the planning document can proceed if the 50-foot set back is
not specifically addressed in the 201 Plan, the design plans and specifications
must comply with the 50-foot set back requirement. Please address.
d. It is unclear why the flow equalization basin is configured with an anoxic zone
on the cast side of the basin. What will be the purpose of this structure?
5. Please provide a description of the equipment proposed to be installed in the flow
equalization basin. Based on costs in Appendix C it appears to be identical to the
equipment proposed for the aeration basins. Please address. Also see the previous
comment.
Page 4 of

CITY OF HICKORY
Technical Review Comments
For Hickory 201 Facilities Plan
Project No. CS370389-18
March 29, 2005
NOTE: Please provide a response to all comments on a "comment for comment" basis. Where
appropriate, add or revise narrative in the text of the 201 Plan that addresses the issues discussed
in the comments. In addition, the comments and responses may be included as a part of the
report (e.g. in an appendix)
1. General
I. If the total construction Cost for the selected alternative exceeds $10 million, the
recipient must provide a value engineering study. For more information on value
engineering, see the Internet website at.www.value-ciig. c 0 M.
Response: It is our understanding from a conversation with Rob Brown of the
Construction Grants and Loans Division that the threshold requiring a value
engineering study has been raised to $25 million. As the proposed alternative is
less than this value no value engineering study will be performed as a portion of
the 201 Facilities Plan.
2. Please be advised that the city should have an approved user charge system and sewer
use ordinance to provide for funding the sewer system operation and maintenance and
repayment of the SRH loan. The user charge system and sewer use ordinance must be
approved before a loan recipient can get more than one reimbursement request
processed. The two documents do not have to be adopted by the loan recipient until the
end of construction.
Response: A copy of the City of Hickory's Sewer Use Ordinance has been included
as Appendix E of the 201 Facilities Plan.
3. The selected alternative does not appear to involve the acquisition of real property.
However, note that any real property acquisition associated with the project must be
acquired in accordance with the Uniform Relocation and Real Property Assistance Act
of 1970. The purchase of land is eligible for funding if the land will be an integral part
of the treatment process (i.e. land for spray application of effluent or land application of
biosolids). The following costs are not eligible for funding under the Act:
a. The costs of acquisition of sewer rights -of way (i.e., legal, administrative, and
engineering).
b. Any amount paid by the recipient for eligible land in excess of just compensation
based on appraised value, negotiation or condemnation of proceedings.

Response: The selected alternative as described in the Facilities Plan will not
include the purchase of land.
4. A loan from the North Carolina Water Pollution Control Revolving (loan Fund (SRF) is
' contingent on the review and approval of the proposed loan by the Local Government
Commission.
Response: The City of Hickory is aware that a loan from the North Carolina Water
Pollution Control Revolving Loan Fund (SRF) is contingent on the review and
approval of the proposed loan by the Local Government Commission.
' 5. Please note that approval of the Facilities Plan does not constitute approval of sole
source procurement. Plans and specifications must comply with N.C. General Statute
Chapter 133, Section 3, prior to their approval.
Response: The City of Hickory understands that approval of the Facilities Plan
does not constitute approval of sole source procurement.
G. The owner and consulting engineer should be advised that after approval of the 201
Facilities Plan, there are several construction project permits, approvals, certifications,
etc. that must be obtained before the project plans and specifications can be approved
and the project is advertised for bids. Therefore, it is strongly recommended that
preliminary work to obtain the following items, if applicable, begin as soon as possible:
a. Sedimentation and Erosion Control Permit from the Division of Land Quality, or a
' letter from them stating that no permit is required for this project.
Response: The City of Hickory and HSMM are aware that a Sedimentation
-and Erosion Control Permit will be necessary before approval of plans and
specifications. It is our plan to apply for this permit upon completion of plans
for this project.
b. A reasonable subsurface investigation that must be made available to the
' contractor. If it is not included in the specifications, the specifications must advise
where a copy of the report can be observed. "Typically, CG&L expects a boring
about every 500 feet and at each road crossing for linework and at all major
1 structures like pump stations, aeration basins, and clarifiers.
Response: The City of Hickory and HSMM are aware that a subsurface
1 investigation will be necessary. The subsurface investigation will take place
during the development of construction plans to facilitate structural design for
the project.
' 7. Currently, SRF loan participation in Laboratory/Administration buildings funding is
limited to $150.00 per square foot. This participation amount is revised annually based

ron construction cost indices. Please provide a total square footage, and list these
buildings separately in the bid form so that eligible costs can be determined after receipt
of bids.
Response: The City of Hickory will include the Laboratory and Administration
buildings separately in the bid form and will include the square footage of each
building as individual entries.
' 8. Not all sections of the plan are in agreement on the scope of the project. For example,
on page 19, the two new aeration basins are projected at 2.2 mgd but in Appendix C and
on Figure 4, they are listed as 3.0 mgd. Also, the various scopes of necessary piping do
not agree. The site work piping on page 30 and in Appendix C is not in agreement.
"Chese and other discrepancies should be amended in a revised report.
® Response: The aeration basins, as listed in Appendix C and on Figure 4, are 3 mgd
■ basins, the narrative on page 19'has been adjusted to reflect this information. Also,
the site work piping quantities as included on page 31 are correct, and corrections
have been made to the opinion of probable cost in Appendix C to bring the Facilities
Plan into agreement on these issues.
11. Section 2, Current Situation
1. (Reference Page 12) This page references plant flow charts contained in Section 11.
There is no Section 11.
Response: The narrative should refer to the plant flow charts in Appendix D. The
description has been modified to correct this discrepancy.
2. (Reference Section 2.04) What percent of the inflow quantified in Table 2.1 on page 13
can be attributed to the downtown sewer system? The infiltrationlinflow section should
provide documentation of the amount of inflow attributed to the downtown portion of
the system as apposed to the amount of inflow attributed to the remaining portion of the
system in order to determine if areas outside of the downtown area are cost effective to
rehabilitate.
Response: At the onset of this project HSMM representatives met with Mr. Larry
Horton of the Construction Grants & Loan Section to discuss the proper method of
handling the more difficult portions of this project. One point of discussion was
the high levels of inflow and infiltration likely to be occurring in this area and its
effect on the requirement to perform a SSES. Mr. Horton stated that if we were
able to show that the system could handle the infiltration/inflow at the plant in a
more fiscally advantageous manner than replacing the system then the SSES and
its corresponding detailed analysis of the sewer system would not be required. To
adequately quantify the percentage of inflow resulting from the downtown area,
the City of Hickory would have to undergo an extensive study (much like an
SSES). Therefore, we ask that we be relieved of the duty to provide this detailed
information.

3. (Reference Section 2.04) If the presence of stormwater in the downtown system results
in overflows or bypasses, a health or environmental problem could result. Lavery effort
must be made to avoid this situation. Please discuss any history of overflows and
provide copies of any NOV's.
Response: A copy of the City of Hickory's sewage spill records is included as
Appendix F. The highlighted entries are those that correspond to the downtown
' system.
I11. Section 3, Future Situation
' 1. Please provide a map that shows the service area for the WWTP and the Hickory -
Newton 201 Facility Planning Area.
Response: A map showing the Lake Hickory Drainage Basin and the Hickory -
Newton 201 Planning Area has been included as Figure 3.
2. (Reference Page 18) In the proposed design section, influent parameters of
BOD = 265 mg/l, TSS =320 mg/l, and TKN = 35 mg/1 are shown. While these
parameters are within an acceptable range, they are higher than normally would be
expected. What is the source of these parameters, and is there an explanation for their
relatively high concentration.
Response: The design influent parameters as included in the Facilities Plan were
reflective of the influent parameters as submitted to NCDENR as a portion of the
actual daily reports. The influent parameters were averaged over a one year time
frame, and therefore should be an accurate portrayal of the loading received at the
Northeast WWTP.
3. (Reference Section 3.04) Preliminary calculations for each unit in this section should be
provided to support the adequacy of the proposed design to process the expected
' hydraulic and pollutant loadings, and provide the treatment required to meet NPDES
permit limits, reuse effluent requirements, and sludge disposal requirements.
' Response: Preliminary design calculations have been included as Appendix G in
the Facilities Plan. It should be noted that there are three aeration basins listed in
the design calculations; however, as described within the Facilities Plan one of
these basins will he placed into operation as an equalization basin. Also, most of
the design calculations present a design flow of 9.0 MGD. The preliminary design
was completed in this manner to ensure that in the event the plant would need to
be expanded to 9.0 MGD the plant process equipment would be arranged so as to
allow for the additional equipment within the plant boundaries.
' IV. Section 4, Alternatives
1. (Reference Page 23) is there any SOC for the collection system and/or the WWTP?
Please advise and include SOC's and/or Moratoriums in Appendix. SOC's and/or
1

Moratoriums should be mentioned in the "201 Executive Summary," the "201 Current
Situation," and in the Environmental Assessment "Need for Project" section.
Compliance schedules should be included in the 201 narrative.
Response: The North Carolina Division of Water Quality issued a compliance
' schedule concerning hydraulic capacity problems at the City of Hickory's
Northeast WWTP lift station. The City has since requested an extension in the
compliance schedule dates. The City's System -Wide Wastewater Collection
' System Permit and a request for extension in the compliance dates are include as
Appendix 1. The compliance schedule has been added to the relevant sections of
the revised 201 Plan.
' 2. (Reference Page 23) It is documented on this page that "... the current treatment
processes are inadequate in their ability to provide the level of treatment that will be
1 required to meet future NPDES permit limits." 'The following should be addressed:
a. What are the expected future NPDES permit limits?
Response: As stated in Mr. David Goodrich's letter dated September I, 2004,
"historic monitoring data has indicated elevated dissolved oxygen and pH
values, which suggest the possibility of algal blooms (a condition of nutrient
enrichment)" in Lake Hickory. Therefore it is anticipated that the future
limits may include nutrient removal requirements.
b. Why cannot the current treatment process meet the future limits?
' Response: As addressed above, nutrient removal may be required for
dischargers into Lake Hickory due to nutrient enrichment of the lake
' attributed to non -point sources. The plant as currently configured is
incapable of achieving the necessary nutrient removal.
c. Include in the discussion of' the current WWTP's inability to provide the level of
treatment in the `Executive Summary," "FUtUre SItuatIon," and the
Environmental Assessment.
Response: The narrative has been amended to include discussion of the
current WWTP's inability to provide adequate treatment in the Executive
Summary (page 1), Future Situation (page 18), and Environmental
Assessment (pages A-4 — A-5).
3. (Reference Page 25) It is noted on this page that both roof drains and storm drains
empty directly into sewers. It is also documented that if the drains were disconnected
from the system, a storm collection system would need to be installed. 'Phis implies that
no storm collection system is currently in place.

• Please verify that the 5-block by 5-block area -in -question does not have a storm
collection system, and discuss. How is the storm flow other than from roofs (e.g.
streets, parking lots) handled'?
• What is the diameter of the pipes currently carrying the combined
wastewater/stormwater flow in this area?
• If the area does have a storm collection system, discuss why one would need to be
constructed if the roof drains were disconnected from the sewer system.
• Also, provide a map of showing the location of the 5-block by 5-block area.
Response: Again, early discussions with NCDENR personnel resulted in the
decision that a detailed analysis of the downtown sewer system could likely be
avoided provided the inflow could be handled at the plant in a financially
responsible manner. Therefore, we ask that we be relieved of the requirement
of supplying this detailed information on the downtown sewer system at this
time.
4. (Reference Page 25) Although it does not appear that the land application alternative
would be cost effective, the cost of supplying secondary treatment to facilitate the
system should be generated and included in the cost of spray irrigation, in order to
determine if it is cost effective.
Response: It is assumed that the cost of supplying secondary treatment to the
amount of flow currently entering the Northeast WWTP would be identical to the
costs for Alternative 7. The integral operations of Alternative 7 would still be
necessary to ensure adequate treatment processes and hydraulic capacity. This
additional cost has been added to the narrative on Page 25 and also the Opinion of
Probable Cost in Appendix C.
5. (Reference Page 25) If Alternative 7 is implemented as the most cost effective
alternative, one negative result will be that extraneous inflow will continue to enter the
system. In order to reduce the resultant strain on plant facilities, delay future expansions
to the plant, and reduce yearly O & M costs due to the extraneous [low, the city should
institute an aggressive inflow identification/rehabilitation program in order to eliminate
as many inflow sources as possible. Please discuss, and provide any plans by the city to
seek out and eliminate inflow sources.
Response: In an effort to eliminate extraneous inflow in the collection system the
City of Hickory will maintain an aggressive inflow identification and rehabilitation
program through the following methods. Data for wet weather/dry weather flows
from various areas in the collection system will be maintained and analyzed to
' isolate problem areas within the system. Following the identification of problem
areas, visual inspection of manholes during periods of wet weather will be used to
identify deficient manholes. The deficient manholes will be rehabilitated as

needed. The City of Hickory will also use television of lines to identify sewer
collection lines demonstrating high levels of inflow. These lines will be evaluated as
1 to impact and placed on the Capital Improvement Plant for rehabilitation or
replacement as necessary.
6. (Reference Page 25) Alternative 7 calls for a 2.2 mgd equalization basin to handle
extraneous inflow and buffer peak .flows to the plant. Please provide calculations used
to size this basin and demonstrate that the basin will successfully buffer peak flows.
Response: The minimum design requirements for wastewater facilities are
regulated by the North Carolina Administrative Code. Regulation 15 NCAC
02H.0139 refers specifically to the minimum design requirements for point source
discharges. A portion of this regulation is as follows:
"All facilities requiring a permit pursuant to this Section shall be designed
following good. engineering practice and comply with the minimum design
requirements as specifies! in Rule 02H .0219 of this Subchapter."
The Rule contained in the referenced regulation applicable to equalization basin
sizing is referenced below.
15 NCAC 02H.0219 "(j) for treatment works and disposal systems:
(6) flow equalization of at least 25 percent of the facilities permitted
hydraulic capacity must be provided for all seasonal or resort
facilities and all other facilities with fluctuations in influent flow
which may adversely affect the performance of the system;"
The equalization basin as proposed in the 201 Plan (2.2 MG) is well above the
specified sizing of 25% of the hydraulic capacity. In fact, the basin has been sized
for approximately 37% of the proposed hydraulic capacity. Therefore, we believe
the basin is sufficiently sized to handle fluctuations in influent flow based on
existing regulations.
7. (Reference Page 26) 'fhe discussion of Alternative 4 references Section 8 for a
summary of costs to upgrade plant equipment for this alternative. The referenced cost
summary is not in Section 8.
Res onse: The summary of costs is included in Appendix C, and not in Section 8 as
mentioned in the original Facilities Plan submittal. The narrative in this section
has been edited to reference Appendix C.
8. (Reference Page 26) In projecting the cost of Alternative 4, "Downtown Sewer System
Construction", the costs should reflect the elimination of the extraneous flow from the
system. Since it would no longer be necessary to transport and treat this flow, plant
capital costs and 0 & Mi costs would be reduced. Verify that the cost estimate for this
alternative reflects this reduction by addressing the following:
a. The need for the equalization basin and, thus, the cost for this basin would be
eliminated.

Response: The cost for the basin has been removed from the estimated cost as
presented in Appendix C and also within the narrative on Page 26.
b. The size of various plant units does not have to be as large to handle large inflow
amounts.
Response: The plant equipment is sized to treat the design average daily flow
and to handle the peak daily flow. The sizing would therefore not be reduced
by the elimination of all inflow.
c. The WW"rP O & M costs would be reduced to account for the reduction in flow.
Response: The WWTP O&M costs have been reduced to exclude the O&M
costs associated with operating the equalization basin. It is assumed that all
other O&M cost reductions would be minimal at best, and therefore are not
included in the analysis.
d. The pumping and O & M costs within the collection system would be reduced to
reflect the reduction in flow.
Response: While the O&M costs associated with the system may be minimally
reduced by a reduction in flow it is difficult to reflect these costs without
accurately quantifying the amount of flow reduction. At this time this level of
1 analysis has not been completed based on previous conversations with
NCDENR personnel.
' e. All costs including O & M should be evaluated based on a 20-year present worth
analysis.
Response: A 20-year present worth analysis has been presented for each viable
alternative. This present worth analysis includes O&M costs.
9. (Reference Page 4.06, Alternative 5) The Regional Wastewater Treatment Facility
alternative should be evaluated based on cost effectiveness, using a present worth
analysis to determine if it is the preferred alternative.
Response: A present worth analysis for a Regional Wastewater Treatment Facility
was included in the 201 Facilities Planning Study for the Hickory -Newton Complex
submitted in 1980. The present worth analysis in this study concludes that a
regional facility is not economically advantageous to the maintenance of separate
' facilities. In order to implement a regional plant, flow would have to be sent from
the Northeast WWTP to the Henry Fork WWTP due to the lack of land available
at the Northeast WWTP. It is reasonable to assume that the proposed construction
at the Northeast WWTP would have to be conducted at the Henry Fork WWTP to
adequately handle the additional flow. In addition to the large plant costs, an
additional pump station would need to be constructed to overcome the large static

' head from pumping across multiple drainage basins. Also, ,approximately 59,000 If
of 42-inch force main would be necessary to convey peak flows from the Northeast
WWTP (—$8,850,000). Based on the findings of the existing 201 Facilities Planning
Study for the Hickory -Newton Complex and the large construction costs, a detailed
present worth analysis is not necessary to conclude the alternative of a Regional
' Wastewater Treatment Facility is not economically advantageous.
10. (Reference Page 39) Please provide information concerning the proposed sludge
' treatment and disposal:
a. Sludge production calculations at the design flow.
Response: Sludge production from the Carrousel@ A2C"" has been estimated
for the Northeast WWTP. A summary of these calculations has been included
as Appendix H.
b. Provide assurance that there is adequate capacity at the Newton Compost Facility to
' handle the residuals from Hickory, and that the facility is willing to accept the
residuals for the design period.
Response: The sludge disposal facility is correctly identified as the Hickory
Regional Compost Facility. The City of Hickory owns 70% of the facility and
' therefore no letter of acceptance would be necessary for disposal of the
residuals at the composting facility.
11. (Reference Page 30) Was ultraviolet disinfection considered in lieu of the
recommended modifications to the existing chlorination/dechlorination facilities?
Provide a present worth analysis to justify the proposed modifications or, otherwise,
justify the modifications to the existing disinfection system.
Response: Ultraviolet disinfection was considered in lieu of the
chlorination/dechlorination disinfection proposed. It has keen our experience that
filtration of effluent wastewater is necessary prior to irradiation for ultraviolet
disinfection to be reliable. .Therefore, the capital costs associated with this option
' are much greater than the chlorination/dechlorination capital costs. Below is a
summary of this present worth analysis, which was conducted in the manner stated
in response to question 12. Manufacturer data was used to accurately portray the
operation and maintenance costs of both alternatives.
Option Capital Costs O&M Costs Salvage Value Present Worth Costs
Chlor/Deck $842,800 $73,659 $36,180 $1,701,886
Filter/UV $2,088,068 $30,685 $141,210 $2,854,510
12. (Reference Page 34) Please discuss the method used to project salvage values. For
example, what value was given to the land from the land application system? A useful

life of 15 years For equipment, 40 years for collector sewers; 20 years for pump stations
and force mains, 50 years l'or structures, and 20 years for all other facilities should be
used for salvage value present worth calculations.
Response: The salvage values for all equipment, sewers, pumps, force mains, and
structures were calculated based on the useful lives suggested above. For each case
an end of useful life salvage value of $0 was used. Present worth analyses were
conducted over the planning period of the project, 20 years. Salvage values for
items not yet at the end of their useful life were calculated using straight line
depreciation. The useful life for equipment was assumed to be 20 years (the entire
project planning period). Land purchased as part of the alternatives is considered
to retain 100`'/0 of its purchased value. In the land application system, this
correlates to $6,985,000 ($5,000 per acre). The useful life for structures was
estimated at 50 years, and the useful life for sewer was estimated at 40 years.
13. SRF loans are subject to a 2% closing fee based on the loan amount. The projected cost
for each alternative should include this fee.
Response: The opinions of probable costs have been adjusted to include a 2%
closing fee into the total project cost.
14. Please confirm that the proposed project design will comply with NCAC 21-1.0219 —
Minimum Design Requirements, and NCAC 21-1.0124 — Reliability Requirements.
(A copy of .0219 & .0124 is attached for reference.)
Response: The proposed project design will comply with NCAC 2H.0219 —
Minimum Design Requirements, and NCAC 21-1.0124 — Reliability Requirements.
15. Please provide calculations to demonstrate that the peak hourly flow will pass through
the WWTP, and confirm that the WW'IT will be able to hydraulically handle the peak
hourly flow (including inflow) with the largest unit out of service. Note that the plant
must meet limits at storms of less than 25-year intervals, and must pass the flow
hydraulically at storms of less than 100-year intervals.
Response: Preliminary design calculations have been included as Appendix G in
the Facilities Plan. It should be noted that there are three aeration basins listed in
the design calculations; however, as described within the Facilities Plan one of
these basins will be placed into operation as an equalization basin. Also, most of
the design calculations present a design flow of 9.0 MGD. The preliminary design
was completed in this manner to ensure that in the event the plant would need to
be expanded to 9.0 MGD the plant process equipment would be arranged so as to
allow for the additional equipment within the plant boundaries.

' V. Section 6, User Charge and Financial Capabilitv
I. (Reference Page 35) A loan interest rate of 3.0% was used to estimate the SRF loan
debt service. We cannot guarantee that this will be the rate at the time of the loan.
Therefore, a rate of 4%, which is the maximum the loan interest can be, must be used to
estimate the user charge.
Response: The calculated debt service and estimated user charges have been
adjusted to account for a loan interest rate of 4%.
' 2. (Reference Page 35) The user charge calculation must be based on the first year of the
SRF loan repayment and the project's first year billable flow. The First year's payment
must be determined based on equal principal payments over the 20-year period and
simple interest with declining annual payment. For example;
Loan amount = $22,567,873
Interest rate = 4%
Principal payment = $22,567,873/20=$1,128,394
tFirst Year's interest = $22,567,873*0.04 = ' 902,715
"Total First Year Payment = $2�031._l�
' Response: The user charge calculation has been adjusted to be based on the first
year of the SRF loan repayment and the project's first year billable flow.
3. (Reference Page 36) The user charge should be based on the user charges for the
typical residential customer using 5,000 gallons per month. The estimated cost for the
' typical user should be provided before and after the project.
Response: The Facilities Plan has been modified to clearly state the estimated cost
for the typical user both before and after the project.
Vl. Section 7, Public Participation
1. When the public hearing is scheduled, a 30-day notification should be provided. The
following guidelines should also be observed:
a. A copy of the Facilities Plan should be available for review by the public at least 15
days prior to the public hearing. The hearing should identify the problem, discuss
the selected alternative, identify the sire of the projected loan, discuss any
associated inter -local agreements, and identify the effect this project will have
on the monthly sewer bill for a typical residential user.
' Response: The City of Hickory will ensure the Public Participation hearing is
adequately advertised, and also follow all guidelines concerning the Public
Participation portion of the Facilities Plan.
1 b. Place an advertisement for the hearing in the local newspaper that identities the
time and location of the public hearing, advises when and where a copy of the

Facilities Plan can be observed, provides a brief description of the proposed project,
advises how much funding is required, and identifies the source of funding.
Response: The City of Hickory will place an advertisement in the local
newspaper identifying all pertinent information prior to the date of the public
Ihearing.
c. Provide a transcript or detailed summary of the hearing and an affidavit of
publication of the hearing notice. The Public [[caring must be held and this
information must be provided before the FNSI can be sent to the State
Clearinghouse. The public hearing transcript or summary of the hearing must
include the following:
Information concerning attendance of the meeting by citizens (i.e. names and/or
1 how many attended), whether or not anyone spoke in favor of or opposition to the
project, and what they said.
' • Documentation that user charges and other financial impacts were discussed
including the estimated increase in the user charge amount.
Details of other project information that was discussed at the meeting.
I d Copies of handouts or other information that was available to the public at the
hearing.
' Response: Following the completion of the Public Participation hearing the .
City of Hickory will provide a detailed summary of the proceedings, including
all information outlined above.
Vll. Appendices
1. (Reference Appendix A) What is the status of the request for Speculative Limits'?
Response: Speculative limits were originally requested on April 22, 2004 at an
expanded discharge of 9 MGD at the Northeast WWTP. However, as stated in a
letter from Mr. David Goodrich dated September 1, 2004 the Division of Water
Quality was unable to issue speculative limits for a 9 MGD discharge. Between
the April request for speculative limits and the September response, preliminary
design indicated that the expansion from 6 MGD to 9 MGD would not be
necessary. Concurrently, a NPDES permit renewal application was being
prepared for the WWTP.. Therefore we believed that the new NPDES permit
limits, when issued, would provide a better basis for final design than speculative
limits. Therefore speculative limits at the 6 MGD flow were not formally
requested.
2. (Reference Appendix 13) The current NPDES permit expires on April 30, 2005. What
is the status of permit renewal?

1
Response: An NI'DES permit renewal application was mailed to NCDENR
' personnel on October 21, 2004. A draft permit has been received by the City of
Hickory and a response letter was sent to Ms. Jackie Nowell with NCDENR on
October 7, 2005.
' 3. (Reference Appendix Q In the opinion of probable project cost for the Hickory, NE
WWTP Sewer Rehabilitation, a cost. estimate for 50,000 linear feet of Roof Drain
' Headers is included. Please verify that this is correct; and, if so, explain where they
will be used.
Response: The 50,000 linear feet of 8" Roof Drain Headers included in the
opinion of probable cost is correct according to our plan for installing a
dedicated storm drainage system. These roof drain headers would route flow
from the various roof drains in the dense commercial district to the storm drain
boxes.

Michael F. Easley, Governor
William G. Ross Jr., Secrclary
N01711 cuolina Department of Environment acid Natu€al R.-sources
Alan W. Klimek, P.E. Director
Division of Water Quality
March 29, 2005
The Honorable Rudy Wright, Mayor
City of lilckory
Post Office Box 398
1•l ickory, North Carolina 28603-0395
SUB.]ECT: City of Hickory
' 201 Facilities; Plan
Project No. CS370389-18
' Dear Mayor Wright:
The Construciion Grunts and Loans Section has completed its technical review of the
' subject 201 Facilities Plan. A copy of the comnncnts resulting frog'this review is attached for
your reference. These comments are also being sent directly to your c011sulting engineer,
Hayes, Seay, Mattern & Mattern, by copy of this letter- A revised I-acl I I Ilan that
' incorporates responses to these comments should be submitted for our review and approval as
soon as possible. Providing thorough and complete responses to these review col-ninents in a
tirnely manner is necessary to avoid delays of the project approval.
' If ou or our engineer have an uestions concerning the technical review issues, lease
Y Y � any � P
contact Rob Brown at [phone]. Also, if there are questions concerning this review, you
' may contact nle at [phone].
Sllicerely,
K. Lawrelicc Horton, i[l, P. E., Supervisor
Facilit ies'Lvaluation Unit
RB/dr
' Attachment (all ce's)
cc: James C. Tindall, P.E., Hayes, Seay, Mattern & Mattern, Inc.
DWQ Mooresville Regional Office
Daniel Blaisdell, P.E.
Amy Simes, P.E-
Hannah Stallings
DMU/FEU/SRF
■
Construclicn Grants and Loans Section One
1633 Mail Service Cenier Raleigh NC 27699-1633 ' Phone: [phone] FAX: [phone] Internet: wwv+.nccgl.net NOrtiG r Oi lga
At Fn1aOnnnrii ritufafrrnmilvo ArYinn Fr ninwr - rna. Rafwrinrlli no Q—f r"",—'fln'. Nituiraffil

' CITY Y OFHICKORY
Technicai Review Comments
' For Hickory 201 Facilities Ilan
Project No. CS370389-18
' March 29, 2005
NOTE,-. Please provide a response to all comments on a "comment for comment" basis. Where
appropriate, add or- revise narrative in the text of the 201 Plan that addresses the issues discussed
in the comments. in addition, the comments and responses may be included as a part of the
report (e.g. in an appendix).
1. General
1. if the total construction cost for the selected alternative exceeds $10 million, the
recipient must provide a value engineering study. For more information on value
engineering, see the Internet website at www.vnlue-en(g.com.
2- Please be advised that the city should have an approved user charge system and sewer
use ordinance to provide for funding the sewer system operation and maintenance and
repayment of the SR17 loan. The user charge system] and sewer Ilse ordinance must be
approved before a loan recipient can get more than one reimbursement request
processed. The two documents do not have to be adopted by the loan recipient until the
end of construction.
3. The selected alternative does not appearto involve the acquisition of real property.
However, note that any real property acquisition associated with the project must be
acquired in accordance with the Uniform Relocation and Real Property Assistance Act
of 1970. The purchase of land is eligible for funding if the land will be an integral part
of the treatment process (i.e. land for spray application of effluent or land application
of biosolids). The following costs are not eligible for funding under the Act:
a. The costs of acquisition of sewer rights -of' --way (i.c., legal, administrative, and
engineering).
b. Any amount paid by the recipient for eligible.land in excess of just compensation
based on appraised value, negotiation or condemnation proceedings.
1 4. A loan from the North Carolina eater Pollution Control Revolving Loan Fund (SRF) is
contingent on the review and approval of the proposed loan by the Local Government
Commission.
5. Please note that approval ,of the Facilities Plan does not constitute approval of sole
source procurement. Plans and specifications must comply with N.C. General Statute
Chapter 133, Section 3, prior to their approval.
Pa,e I of 7

6. The owner and consulting engineer should be advised that after approval of the 201
Facilities Plan, there are several construction project permits, approvals, certifications,
etc. that must be obtained before the project plans and specifications can be approved
and the project is advertised for bids. Therefore, it is strongly recommended that
preliminary work to obtain the following items, if applicable, begin as soon as
possible:
Sedimentation and Erosion Control Permit from the Division of Land Quality, Or a
letter from them stating that no permit is required for this project.
b. A reasonable subsurface investigation that must be made avai [able to the
contractor. If it is not included in the specifications, the specifications must advise
where a copy of the report can be observed. Typically, CG&L expects a boring
about every 500 feet and at each road crossing for- linework and at all major
structures like pump stations, aeration Basins, and clarifiers.
Currently, SRi- loan participation in Laboratory/Administration buildings funding is
limited to $150.00 per- square foot. This participation amount is revised annually based
on construction cost indices. Please provide a total square footage, and list these
buildings separately in the bid form so that eligible costs can be determined after
receipt of bids.
Not all sections of the plan are in agreement on the scope of the project. For
example, on page 19, the two new aeration basins are projected at 2.2 mgd but in
Appendix C and on Figure 4, they are listed at 3.0 sngd. Also, the various scopes of
necessary piping do not agree. The site work piping on page 30 and in Appendix C is
not in agreement. These and other discrepancies should be amended in a revised report.
I1. Section 2, Current Situation
1. (Reference Page 12) This page references plant flour charts conlarned in Section 11.
There is no Section 11.
2. (Reference Section 2.04) What percent of the inflow quantified in Table 2.1 on page 13
can be attributed to the downtown sewer systern? The infiltration/inflow section should
provide docurnentation of the amount of inflow attributed to the downtovti°n portion of
the system as opposed to the amount of inflow attributed to the remaining portion of the
system in order to determine if areas outside of the downtown area are cost effective to
rehabilitate.
(Reference Section 2.04) If the presence of stormwater in the downtown system results
in overflows or bypasses, a health or environmental problem could result. Every effort
must be made to avoid this situation. Please discuss any history of overflows and
provide copies of any NOV's.
Pane 2 of 7

111. Section 3, Future Situation
1. Please provide a neap that shows the service area for the WW'1'P and the
' 1-lickory-INewton 201 Facility Planning Area.
2_ (Reference Page 18) In the proposed design section, influent parameters of
BOD = 265 mg/l, TSS = 320 mg/l, and TKN = 35 mg/1 are shown. While these
parameters are within an acceptable range, they are higher than nonnally would be
expected. What is the source of these parameters, and is there an explanation for their
relatively high concentration?
3_ (Reference Section 3.04) Preliminary calculations for each unit in this section should
be provided to support the adequacy of the proposed design to process the expected
hydraulic and pollutant loadings, and provide the treatment required to meet NPDES
pen -nit limits, reuse effluent requirements, and sludge disposal requirements.
' IV. Section 4, Alternatives
1. (Reference Page 23) Is there an SOC for the collection system and/or the tii WTP?
1 Please advise and include SOC's and/or Moratoriums in Appendix. SOC's and/or
Moratorlums should be mentioned in the "201 EXCCUt]Ve Summary," the "201
Current Situation," and in the Environmental Assessment "[Need for Project" section.
Compliance schedules should be included in the 201 narrative.
2. (Reference Page 23) It is documented on this page that "... the current treatment
processes are inadequate in their ability to provide the level of treatment that will be
required to meet future NPDES permit limits." 'file following should be addressed:
a. What arc the expected future NPDES permit Iimits?
b. Why cannot the current treatment process meet the firtLl:'C limits?
c. Include discussion of the current WWTP's inability to provide the level of
treatment in the "Executive Summary," "l=uture Situation," and the
Environmental Assessment_
3. (Reference Page 25) It is noted on this page that both roof drains and storm drains
empty directly into sewers. It is also documented that if the drailis were disconnected
from the system, a stortrt collection system would need tb be installed. This implies
that no storm collection system is currently in place_
Please verify that the 5-block by 5-block area -in -question does not have a storm
collection system, and dISCUSS. How is the storm flow other than from roofs
(e.g. streets, parking lots) handled?
■ What is the diameter of the pipes currently carrying the combined
wastcwater/stormwater flow in this area?
Page 3 o f' 7

• If the area does have a storm collection system, discuss why one would need to be
constructed if the roof drains were disconnected from the sewer system.
• Also, provide a map shoving the location of the 5-black by 5-block area.
4. (Reference Page 25) Although it does not appear that the land application alternative would
be Cost effective, the cost of supplying secondary treatment to facilitate the system should be
generated and included in the cost of spray irrigation, in order to determine if it is cost
effective.
5. (Reference Pa;e 25) If Alternative 7 is implemented as the most cost effective altcrilative,
one negative result will be that extraneous inflow will continue to enter the system. In order
to reduce the resultant strain on plant facilities, delay future expansions to tine plant, and
reduce yearly O & M costs due to the extraneous flow, the city should institute an aggressive
' inflow identification/rehabilitation program in order to eliminate as many inflow sources as
possible. Please discuss, and provide any plans by the city to seek out and eliminate inflow
sources.
6. (Reference Page 25) Alternative 7 calls for a 2,2 nhgd equalization basin to handle
extraneous inflow and buffer peak flows to the plant. Please provide calculations used to size
this basin and demonstrate that the basin will successfully buffer peak flows.
7. (Reference Page 26) The disCUSSidrh of Alternative 4 references ' Section S for a summary of costs to upgrade plant equipment for this alternative. The referenced cost summary is not in
Section S.
' S. Reference Page 26) In projecting the cost of Alternative 4, "Downtown Sewer Systern
Construction", the costs should reflect the elimination of the extraneous flow from the
system. Since it would no longer be necessary to transport and treat this flow, plant capital
costs and O & M costs would be reduced. Verify that the cost estimate for this alteniative
reflects this reduction by addressing the following:
' a. The need for the equalization basin and, thus, the cost for this basin would be eliminated.
' b. The size of various plant units does not have to be as large to handle large inflow
amounts.
e. The WWTP O & M costs would be reduced to account for the reduction in flow.
d. The pumprng and O & M costs within the collection system would be reduced to reflect
the reduction in flow.
e. All costs including O & M should be evaluated based on a 20-year present worth analysis.
Pa e4of7

' must be determined based on equal principal payments over the 20-year period and
simple interest with declining annual payment. For example:
Loan amount = $22,567,873
Interest rate = 417o
' Principal payment = $22,567,873/20 = $1,128,394
First Year's interest = $22,567.873x 0.04 = $ 902.715
Total First Year Payment - 2.031 109
3. (Reference Page 36) The user charge should be based on the user charges for the
typical residential customer using 5,000 gallons per month. The estimated cost for the
typical user should be provided before and after the project.
V1. Section 7, Public Participation
1. When the public hearing is scheduled, a 30-day notification should be provided. The
following guidelines should also be observed:
a. A copy of the Facilities Plan should be available for review by the public at least
15 days prior to the public hearing. The hearing should identify the problem,
discuss the selected alternative, identify the size of the projected loan, discuss any
associated inter -local agreements, and identify the effect this project will have
on the monthly sewer bill for a typical residential user.
' b. Place an advertisement for the hearing in the local newspaper that identifies the
time and location of the public hearing, advises when and where a copy of the
Facilities Plan can be observed, provides a brief description of the proposed project,
' advises how much funding is required, and identifies the source of funding.
c. Provide a transcript or detailed summary of the hearing and an affidavit of
publication of the hearing notice. The Public Hearing must be held and this
information must be provided before the FNS1 can be sent to the State
Clearinghouse. The public hearing transcript or summary of the hearing must
include the following:
• Information concerning attendance of the meeting by citizens (i.e. names and/or
' how many attended), whether or not anyone spoke in favor of or opposition to the
project, and what they said.
' Documentation that user charges and other financial impacts were discussed
including the estimated increase in the user charge amount.
• Details of other project information that was discussed at the meeting.
• Copies of handouts or other information that was available to the public at the
hearnlg.
Page 6 o!_ 7

9. (Reference Page 4.06, Alleviative 5) The Regional 'Wastewater Treatment Facility
' alternative should be evaluated based on cost effectiveness, using a present worth
analysis to determine if it is the preferred alternative.
1 10. (Reference Pagc 39) Please provide information concerning the proposed sludge
treatment and disposal:
1 a. Sludge production calculations at the design flow.
b. Provide assurance that there is adequate capacity at the Newton Compost Facility to
handle the residuals from Hickory, and that the facility is willing to accept the
residuals for the design period.
11. (Reference Page 30) Was ultraviolet disinfection considered in lieu of the
recommended modifications to the existing chlorinationldechlorination facilities'?
Provide a present worth analysis to justify the proposed modifications or, otherwise,
justify the modifications to the existing disinfection system.
' 12. (Reference Page 34) Please discuss the rnetllod used to project salvage values. For
example, what value was given to the land from the land application system'? A useful
life of 15 years for equipment, 40 years for collector sewers, 20 years for pump stations
and force mains, 50 years for structures, and 20 years for all other facilities should be
used for the salvage value present worth calculations.
13. SRF loans are subject to a 2% closing fee based on the Ioan amount. The projected cost
for each alternative should include this fee.
14. Please confirm that the proposed project design will comply with NCAC 2H.0219 -
Minimum Dcsign Requirements, and NCAC 2H_0124 - Reliability Requirements.
(A copy of .0219 & .0124 is attached for reference_)
15. Please provide calculations to dernonstrate that the peal; hourly flow will pass through
the WWTP, and confirm that the WWTP will be able to hydraulically handle the peak
hourly flow (including inflow) with the largest unit out of service. Note that the plant
must mect limits at storms of less than 25-year intervals, and must pass the flow
hydraulically at storms of less than 100-year intervals.
V. Section G, User Char2e and Financial Caual)ility
1. (Reference Page 35) A loan interest rate of 3.0% vas used to estimate the SRF loan
debt service_ We cannot guarantee that this will be the rate at the time of the Ioan.
Therefore, a rate of 4%, which is the maximum the loan interest can be, must be used to
estimate the user charge.
2. (Reference Page 35) The user charge calculation must be based on the first year of the
SRF loan repayment and the project's first year billable flow. The first year's payment
Page 5 of 7

V 11. AlIJOCTMACC
1. (Referencc Appendix A) What is the status of the request for Speculative Limits?
2. (Reference Appendix Q) The current NPDES permit expires or April 3V 2001 Plot
is the status of permit renewal?
3_ (Reference Appendix Q In the opinion of probable project cost for the Hickory, NE
WWTP Sewer Rehabilitation, a cost estimate for 50,000 linear feet of Roof Drain
Headers is included. Please verify that this is correct.; and, if so, explain where they
will be used.
Age 7of7

ENR-ENVIRONMENTAL-..ANAGEMENT COMMISSION 775A: 02II.0100
the staff shall use either the "rational method for determination of runoff" or the "SCS method for determination of
runoff" to establish whether a discharge occurs at rainfall events of less than the 24-hour, 25-year rainfall.
(e) Impact EIvaluation. Utilizing the results of the site evaluation and the runoff evaluation required in Paragraph (d)
of this Rule, the staff shall through mathematical modeling determine .whether pollutants discharged as a result of
rainfall runoff will cause a violation Of water quality standards at flows in existence during the runoff period.
(f) Final Determination and Fact Sheet. Upon a final determination that a permit is not required, the staff shall prepare
a fact sheet which delineates the reasons which have been established for requiring the pernut, the corrective actions
if any necessary to control the discharge of pollutants, and an implementation schedule for completing such actions,
If no corrective actions are required, the fact sheet shall specifically state that none are required and provide the
justification for not requiring corrective actions. Upon completion of the fact sheet, the staff shall prepare an NPDES
draft permit containing a description of needed corrective actions and a schedule for implementation and process the
permit in accordance with Rule .0107 of this Section.
NrstorvMote: AwhorityG_S. 143-213(24); 143-215:143-215.1; 143-215.3(a)(1),(4);
Eff' December 1, 1976;
Amended Eff. March 1, 1993; October 1, 1987: December 1, 1984; June 7, 1981.
15A NCAC 0211 .0124 RELIABILITY
All facilities shall provide adequate reliability measures, which, in the opinion of the Director, will insure continued
treatment and disinfection where the interruption of such treatment would render the waters unsafe for their best
intended uses. The reliability measures shall include the followirtg:
(1) For new or hydraulically expanding facilities with mechanically openatcd components, and for any
facility designated by the Director, multiple (dual at a minimum) components such as pumps,
chemical feed systems, aeration equipment and disinfection equipment; and
(2) At least one of the following:
(a) dual or standby power supply on site, or
(b) approval by the Director that the facility:
(1) serves a private water distribution system which has automatic shut-off at power
failure and no elevated water storage tanks, and
(ii) has sufficient storage capacity that no potential for overflow exists, or
(iii) can tolerate septic wastewater due to prolonged detention, and
(iv) would have de minimus impacts as a result of power failure, or
(c) a demonstration that the waters that would be impacted by a power failure are classified as
C Waters, the applicant may be allowed to show a history of power reliability that would
demonstrate that an alternative power source .would not be needed or demonstrate other
measures which provide comparable assurances that surface waters will not be impacted
during power failures;
(3) For new or hydraulically expanding mechanical facilities, the treatment plant must contain parallel
units for components in the liquid line (screening, primary sedimentation, biological treatment units,
chemical and physical treatment units, clarifiers, disinfection and effluent filters), unless the applicant
can demonstrate to the satisfaction of the Director that this requirement is unwarranted for a particular
case; and
(4) For mechanical facilities with a design capacity equal to or greater than 5.0 mgd, continuous
operation, 24 hours, seven days per week, with each shift staffed by at least one certified wastewater
operator shall be provided on or before October 1, 1993, unless the applicant can demonstrate to the
satisfaction of the Director that this requirement is unwarranted for a particular case; and
(5) For facilities permitted under this Section, the permittee must designate an Operator in Responsible
Charge and a back -tip operator as required by the Water Pollution Control System Operators
Certification Commission as established in 15A NCAC 8A .0202; and
(6) In order to insure the proper operation and maintenance of facilities permitted under this Section, the
Operator in Responsible Charge, or back-up operator when appropriate, trust operate and visit the
INORT11 CAROLINA A11MI\ISfRATIVF, COI)I? _ Effective April 1. 2003 1'at_e 17 of34

ENR-Er1JIMONMENTAL.JANAGEMENTCOMMISSION T15A: 0211.0100
facility as required by the Water Pollution Control System Operators Certification Commission as
established in ISA NCAC SA .0202; and
(7) Compliance with other reliability measures that, in the opinion of the Director, are necessary in a
particular case.
Hisfoly Note: Authority G.S. 143-214.1; 143-215.1(15); 143-215.3(a)(I);
F_Jf. December 1, 1984;
Aniended Eff. March I, 1993; October 1, 1987,
I5A NCAC 021I .0125 PERMIT REQUIRE11ENTS FOR PEAT ALINING
(a) Policy. Studies on peat mining in North Carolina have identified effects that could adversely impact the existing uses
of the waters of the state. As there is no experience with peat mining in similar ecological systems, the effectiveness of
proposed control and mitigation measures has not been demonstrated and must be estimated by using methods of analyses
Illat are not well tested by experience_ Many of the impacts of large-scale peat mining and subsequent reclamation may be
ineversible and may not be realized until years or decades after peat mining is initiated. In addition, the estuantlehvetland
systems have intricate interconnections which are not well understood at present and which are essential to the viability of
the very valuable public estuarine resources. Recognizing the unknowns associated -with peat mining, this Rule specifies
procedures and requirements that are necessary to ensure compliance with the water quality standards and protection of the
uses of the waters affected by peat mining operations. The water quality standards and uses of the waters sha11 be protected
during all phases of.a peat alining project, and the curnulative impacts of other peat mining or land uses shall be considered
in the evaluation of each penult.
(b) Applicability. Tlie requirements of this Rule are to be met during mining, reclamation, and, to the extent necessary to
protect water quality standards, after reclamation for all peat mining operations that could contribute significant increases
ill pollution (including freshwater) into estuarine nursery areas, or any other area, identified by the Commission on a
case-bv-case basis when it is determined that potential exists for significant adverse effects on water quality and existing uses.
Estuarine nursery areas arc areas that function as important breeding or development grounds for estuarine or marine fishes,
crustaceans or molluscs, These areas include:
( I ) all designated Primary Nursery Areas,
(2) all designated Secondary Nursery Areas,
(3) all anadrornous fish spa,.%,ring grounds and nursery areas identified in publications of the N.C. Division of
Marine Fisheries, and
(4) all other nursery areas designated or otherwise identified by the Nlarine Fisheries Commission, or the
Wildlife Resources Commission.
(c) Drainage:
(1) Canals draining peat mines shall not outlet directly into estuarine nursery areas and shall be directed
towards appropriate freshwater bodies if possible.
(2) if the drainage could contribute significant flow, directly or indirectly, into estuarine nursery areas or other
areas determined by the Commission to require this protection, the project must be desi�lled such that the
total annual water released from the site would not exceed that expected from the site covered with mature
natural vegetation. Mature natural vegetation is the assemblage of indigenous plants expected to occur on
a proposed project site if it were allowed to develop undisturbed. This expectation may include periodic
disturbance by fire at natural fi-equencies and intensities. Also, the peak Bows from the site shall be
controlled by the use of basins or other- management techniques which moderate release rates so that flows
do not exceed those expected from the site undrained and with mature natural vegetation. For purposes
of this Rule, undrained is the state of the proposed project site without structures or- features imposed by
human agency intended to facilitate removal of surface or subsurface water. In modelling or other analysis
required by this Rule, major canals existing at the time of rule adoption, at a density no greater than one
per, mile by one per 1/2 mile (or 320 acre blocks), may be allowed at the discretion of the Commission
when it is determined that accurate evaluation of "undrained" conditions is not practicable. Water
management systems must be designed to meet these criteria utilizing models or other quantitative methods
in accordance with Paragraph (g} of this Rule and considering a wide range of rainfall eonciittons. Tile
frequency -duration distribution for flows leaving the site durill" and after mining should as much as
1 N0RTII CA It01.I1NA ADNIIN'ISTI� ATIVE C-0DE _ Effective April 1.2003 Pattie IS uf34

ENR-EA'VIRONMENTAL r11ANAGEMENT COIM MISSION T15A: 02H.0200
Pending during the quarter. The quarters begin on January 1, April 1, July 1, and October
1, and the report shall be submitted within 30 days after the end of each period.
(c) Approval of Local Programs. The staff of the division shall acknowledge in writing receipt of an
application for a local sewer system program, review the application, notify the applicant of additional
information that may be required, and make a recommeridation to the Commission on the acceptability of
the proposed local program. final action on the proposed local program shall be made by the Commission
within 180 days of receiving a complete application.
(d) Adequacy of Receiving Facilities. Local sewer system programs shall not issue a permit for a sewer
project which would increase the flow or change the characteristics of waste to a treatment works or sewer
system unless the local program has received a written determination from the Division that, pursuant to
C.S. 143-215.67(a), the treatment works or sewer system is adequate to receive the waste. The Division
staff may, when appropriate, provide one written determination that covers all local permits for domestic
sewage sewer projects with total increased flow to a particular treatment works less than a specified amount
and which are issued within a specified period of time not to exceed 60 days_ In no case shall the local
sewer system program issue a permit for additional wastewater if the receiving wastewater treatment is in
noncompliance with its Division issued permit unless the additional flow is allowed as part of a special
order or judicial order-
(e) Modification of a Local Program. After a local sewer system program has been approved by the
Commission, any modification of the program procedures or requirements specified in Paragraph (a) of this
Rule must be approved by the Commission to assure that the procedures and requirements remain at least
as stringent as the state-wide requirements of the Commission.
(i) Appeal of Local Decisions. Appeal of individual pernrit denials or issuance with conditions the permit
applicant finds unacceptable shall be made to the local program authority or to an appropriate judicial level.
The Commission will not consider individual permit denials or issuance %with conditions to which the
permittee objects. This Paragraph does not alter the enforcement authority of the commission as specified
in G.S. 143-215.1(f).
(g) The Division shall maintain a list of all local units of government with approved local sewer system
programs and make copies of the list available to the public upon request and payment of any reasonable
costs for reproduction_ The list can be obtained from: Permilting and Engineering Unit Supervisor,
Division of Environmental Management, Water Quality Section, 1'. O. Box 29535, Raleigh, North
Carolina, 27626-0535_
History Note_ Authority G.S. 143-215.1; 143-215.3(a)(1);
Eff February 1, 1986;
Amended Eff. February 1. 1993; October 1, 1987.
155A rNCAC 02H .0219 rMINIrNIUNI DESIGN REQUIREMENTS
(a) All facilities requiring a permit pursuant to this Section shall be designed following good engineering
practice. The plans and specifications for all projects must be scaled by a Professional Engineer. The only
exceptions from the Professional Engineer requirement arc those allowed in Rule .0205(d)(1)(A)(iii) of this
Section.
(b) Waste, including treated waste, shall not be placed directly into, or in contact with, GA classified
groundwawer unless such placement will not result in a contravention of GA groundwater standards, as
demonstrated by predictive calculations or modeling methods acceptable to the Director.
(c) Impoundments, trenches or other excavations made for the purpose of storing or treating waste will not
be excavated into bedrock unless the placement of waste into such excavations will not result in a
contravention of assigned standards, as demonstrated by predictive calculations or modeling methods
acceptable to the Director-
(d) The bottoms of earthen impoundments, trenches or other similar excavations with the exception of
nitrification fields, infiltration systems, and sewer line excavations shall be at least four feet above the
bedrock surface, except that the bottom of excavations which are less than four feet above bedrock shall
have a liner with a hydraulic conductivity no greater than I x 10-7 centimeters per second. Liner thickness
will be that thickness necessary to achieve a leakage rate consistent with the sensitivity of classified
broundwaters. Separation distances or liner requirements may be reduced if it can be demonstrated by
NOI TII C.', R01,1:NA A1),NIIN1S RATI1T1,.: ('-:01)E Effective April 1, 2001 25 n1'44

EAIR-ENVIRONMENTAL_ MANAGEMENT CONIN11SMON TI5A: 02H.0200
predictive calculations or modeling methods acceptable to the Director, that construction and use of these
treatmcnl and disposal units will not result in contravention of assigned standards.
(e) Waste shall not be applied or discharged onto or below the land surface when the vertical separation
between the waste and the seasonal high water table is less than one. font. If the area is to be utilized for
industrial waste and has a separation of less than three feet, and in other areas as designated by the Director,
a demonstration must be made using predictive calculations or modeling methods, acceptable to the
Director, that such placement will not result in contravention of classified (,IYotrndWater standards.
(f) Treatment works and disposal systems utilizing earthen basins, lagoons, ponds or trenches, excluding
nitrification Fields, infiltration systems, and holding ponds containing non -industrial treated effluent prior to
spray irrigation, for treatment, storage or disposal shall have either a liner of natural material at least one
Coot in thickness and having a hydraulic conductivity of no greater Than l x 10-6 centimeters per second
when cornpactcd, or a synthetic liner of sufficient thickness to exhibit structural integrity and an effective
hydraulic conductivity no greater than that of the natural material liner.
(g) Except as. otherwise provided by these requirements or by terms of a pe17nit, all waste treatment,
storage and disposal facilities must maintain and operate a groundwater monitoring system as approved by
the Division. The monitoring system must be designed to assess. the impact of any discharge on the quality
of the underlying groundwaters and must be based on the results of the hydrogeologic investigation.
(h) For pumping stations:
(I ) no by-pass or overflow lines;
(2) multiple pumps shall be provided capable of pumping at a rate of' 2.5 times the average
daily flow rate with any one pump nut of service. Pump-on/Pump-off elevations shall be
set such that 2-8 pumping cycles per hour may be achieved in the pump station at average
flow. if extended detention timcs are necessary due to phased (levelopment, the need for
odor and corrosion control must be evaluated by the applicant;
(3) at least one of the following shall be required:
(A) dual source or standby power supply on site or;
(B) telemetry systems with sufficient numbers of standby generators and personnel
for distribution or;
(C) approval by the Director that the pump station:
0) serves a private water distribution system which has automatic shut-off
at power failure and no elevated water storage tanks, and
(ii) has sufficient storage capacity that no potential for overflow exists, and
(iii) is connected to facilities that can tolerate septicwas[ewatcr due to
prolonged detention or;
(D) where the waters that would be impacted by a power failure are classified as C,
the applicant may be allowed to show a history of power reliability that would
demonstrate that an alternative power source or other reliability measures would
not be needed;
(4) screened vents for all wet wells;
N high water audio and visual alarms;
(G) protection from a 100 year flood;
(7) restricted access to the site and equipmcnt;
(S) all-weather roadway to the site.
(i) For sewer systems and sewer system extensions:
(1) All building drains and building sewers which are approved by the local building
inspector in accordance with the North Carolina Building Code are deemed to be
permitted by the Environmental Management Commission;
(2) All sewers shall be designed based upon at least minimum standards which include:
(A) flow rate at design loading should result in the sewer flowing
approximately half full. The sewer must also be evahraled as to its ability to
carTy peak loadings;
(13) a velocity of two feet per second;
(C) construction and operation shall not result in water pollution;
(D) infiltration rate limited to 100 gallors per day per inch of pipe diameter per mile
of pipe;
flit) construction and operation consistent with all applicable local ordinances;
NORTH C.-11tQl.,lNA ;klJNlINIS•I'RATIVF, CODE Effective Atpril 1. 2001 I'.r«e 26 of'44

Ufa
ENR-EN FIR 0NVENT4L RIANAGEMENT COMMISSION TI5A: 02H.0200
(F) for public gravity sewers, a minimum eight inch diameter pipe and for private
gravity sewers, a minimurn six inch diameter pipe;
(G) minimurn separations
(1) Storm sewers (vertical)
12 inches
(ii) Water mains (vertical -water over sewer)
1Siriches
or (horizontal)
10 feet
(iii) In benched trenches (vertical)
18 inches
(iv) Any private or public water supply source, including any WS-1 waters
or Class I or Class I I impounded reservoirs used as a source of
drinking water
100 feet
M Waters classified NVS-11, WS-111, B, SA, O;;W, I-1QW, or SB
[from normal high water (or tide clevation)j
50 feet
("0 Any other stream, lake or irnpoundment
10 feet
(vii) Any building foundation
5 feet
(viii) Any basement
10 feet
(ix) Top slope of embankment or cuts of 2 feet or more vertical height
10 feet
(x) Drainage systems
(1) Interceptor drains
5 feet
(11) Ground water lowering and surface drainage ditches
10 feet
(xi) Any swimming pool
10 feet
(xis) Ferrous sewer pipe with joints equivalent to water main standards, shall
be used where these minimum separations cannot be maintained. The
minimum separation .shall however not be less than 25 feet from a
private well or 50 Ft from a public water supply well;
(1-I) three feet minimum cover shall be provided for all sewers unless ferrous
material pipe is specifiers. Ferrous material pipe or other pipe with proper
bedding to develop design supporting strength shall be provided where sewers
are subject to traffic bearing loads;
(1) the maxinnun separation between manholes shall he 425 feet unless written
documentation is submitted with the application that the ownerlauthority has the
capability to perform routine cleaning and maintenance on the sewer at the
specified manhole separation;
0) drop manholes shall be provided where invert separations exceed 2.5 feet;
(K) manholes shall be designed for f 00-year flood protection;
(L) an air relief valve shall be provided at all high points along force mains;
(\9) odor and corrosion control must be satisfactorily addressed by the applicant for
all sewers and force mains with extended travel times.
(�) For treatment works and disposal systems:
( I ) no by-pass or overflow lines;
(2) multiple pumps if pumps are used;
U) at least one of the following:
NOR'Fl l CAROLI`A AD) I I`ISl'RA TIVE CUl)1 Effective April 1, 2001 Paf_-c 27 uf'44

E11'R-EAII IRONIIENTAI 111ANACEIVIENT COMLYIISSION TI5A: 0211.0200
(A) dual source/dual feed or automatically activated standby power supply on site,
capable of powering all essential treatment components under design conditions;
or
(B) approval by the Director that the facility:
(i) serves a private water distribution system which has automatic shut-off
at power failure and no elevated water storage tanks, and
(ii) has sufficient storage capacity that no potential for overflow exists, and
(iii) can tolerate septic wastewater due to prolonged detention; or
(C) where the waters that would be impacted by a power Failure are classified as C
Waters, the applicant may be allowed to show a history of power reliability that
would demonstrate that an alternative power source or other rclwbility measures
would not be needed;
(4) protection from 100 year flood;
(5) buffer zones of at least the foIlowin;g distances, and greatcr where necessary to comply
with Section .0400 of this Subchapter or to address particular site or waste characteristics:
(A) Any habitable residence or place of public assembly under separate ownership
or which is to be sold:
(1) for spiry irrigation systems (application area) not covered by
Rule .0219(k)
400 feet
(ii) for surfitce residual application
400 feet
(iii) for subsurface residual injec6011
200 feet
(iv) for facultative lagoons
400 feet
(v) for activated sludge plants or surface sand filters
100 feet
(vi) for soil remediation sites
100 feet
03) Any private or public water supply source
100 feet
(C) Streams classified as WS or B:
(i) for subsurface disposal
50 feet
(ii) for non -discharge surface disposal except for high rate infiltration
Systems
100 feet
(iii) high rate infiltration syslems
200 feet
(D) Waters classified SA or SB:
(i) all systems except for high rate infiltration systems
100 feet from mean high water
(ii) high rate infiltration systems
200 feet from mean high water
(F) Any other stream, canal, marsh, or coastal waters:
(1) for subsurface disposal
50 feet
(ii) for non -discharge surface disposal except for high rate infillralion
systems
100 feet
(iii) high rate infiltration systems
200 feet
(iv) �,�,astewatcr treatment facilities
50 feet
(1-) Any Class 1 or Class 11 impounded reservoir used as a source of drinking water:
\'p.ilTH (:�RCJL1\:1 :11):111:\!5"I'IZ:�"{'1�'E (:01)l: Vffective Anri1 1, 2001 ! auc 28 nf'44

ENR-L•'NVIRO,N'AIErVTAL AL-INAGE]WENT COMMISSION TIS_4: 02H.0200
(i) all systems except for high rate infiltration systems
100 feet from normal high water
(ii) high rate infiltration systems
200 feet from normal high water
(G) Any other lake or impoundment:
(i) for subsurface disposal
50 feet
(ii) for surface disposal except for high rate infiltration systems
100 feet
(iii) high rate infiltration systems
200 feet
(H) Any building foundation except treatment facilities:
(i) for subsurface disposal
10 feet
(ii) for surface disposal
15 feet
(1) Any basement:
(i) for subsurface disposal
15 feet
(ii) for surface disposal
15 feet
(J) Any properly line:
(i) for spray irrigation
150 feet
(ii) for other surface disposal systems
50 feet
(iii) for subsurface residuals iniection
50 feet
(iv) for other surface treatment systems
50 feet
M for other subsurface systems
50 feet
(vi) for soil remediation sites
50 feet
(K) Top of slope of embankments or cuts of two feet or more in vertical height;
(i) for systems other than rapid infiltration systems
15 feet
(ii) for rapid infiltration systems
100 feet
(L) Arty water line from a disposal system
10 feet
(m) Drainage systems (Ditches, drains, surface \4ater diversions, etc):
(i) Interceptor drains and surface water diversions (UpSIOpC):
(1) for subsurface disposal
10 feet
(11) for surface disposal other than spray irrigation systems
and rapid infiltration systems
10 feet
(11[) for spray inigationsystems
100 feet
(IV) for rapid infiltration systems
200 feet
01) Interceptor drains and surface water diversions (downslope):
(1) for subsurface disposal
25 feet
01) for surface disposal other than spray irrigation systems
NORTH C: AR01,1NA AD.NJ1VISTRATIVE 0-ME Ia'fective April I. 2001 Pa_c 29 ol'at

z
w
w
+z
ca
m
J
Q
U
z
Q
T
U
w
INFLUENT
PUMP STATION
MECHANICAL
BAR SCREEN
CURRENT FLOW DIAGRAM
NORTHEAST WASTEWATER TREATMENT PLANT
HICKORY, NC
NEWEST NEWEST
PRIMARY CLARIFIER AERATION BASIN
42%
SECONDARY
a
CLARIFIER
O
O
m
FLOW
w
�
ckf
t
CHLORINATION POST
0
�
DECHLORINATION AERATION
SPLITTER
BOX
TO LAKE
HICKORY
OUTFALL
SECONDARY
PRIMARY AERATION CLARIFIER
+� CLARIFIERS BASIN
RTN SLUDGE
TO REGIONAL
COMPOST
FACILITY
TANKER TRUCK
SLUDGE GRAVITY BELT
PUMP STATION THICKENER
FIFTY YEARS
CIVIL
FIGURE 1
/20/0 60402A 1 1
M:\FILES\60000SERILS\60402A\CADD\DWG\CURRENTFLOWDIAGRAM.DWG 60402A 03/14/2007 09:05:59 GABRIELE (GABI) VANKURIN
RE: NONE IMG' NONE

PROPOSED FLOW
DIAGRAM
NORTHEAST
WASTEWATER
TREATMENT
PLANT
HICKORY,
NC
z
w
w
U
Cf)
AERATION
BASIN
Z
a
SECONDARY
O
m
x
CLARIFIER
Z
J
Q
7
O
m
O
U
w
F
O
CHLORINATION
POST
CD
cn
DECHLORINATION
AERATION
SPUTTER
BOX
TO LAKE
HICKORY
OUTFALL
SECONDARY
CLARIFIER
AERATION
BASIN
EQUALIZATION
BASIN
INFLUENT
THICKENED
PUMP STATION
RTN SLUDGE
SLUDGE
STORAGE
TO REGIONAL
MECHANICAL
COMPOST
BAR SCREEN
FACILITY
P
p Qp
TANKER TRUCK
SLUDGE
ROTATING DRUM
PUMP STATION
WAS
FILTER
STORAGE
FIFTY YEARS
CIVIL
FIGURE 6
8/20/0 60402A 1 1
M:\FILES\60000SERIES\60402A\CADD\DWG\PROPOSEDFLOWDIAGRAM.DWG 60402A 03/14/2007 08:32:38 GABRIELE (GABI) VANKURIN
RF: NONE WG: NONE

GRIT CLASSIFIER
DRIVE MOTOR
GRIT PUMP
DRIVE MOTOR
AIR OR WATER
SCOUR SOLENOID
BLOWER DRIVE
MOTOR
PADDLE ASSEMBLY
DRIVE MOTOR
CONTROL
PANEL
ALL CONDUIT AND WIRE CONNECTIONS
BETWEEN CONTROL PANEL AND GRfT
COMPONENTS BY OTHERS.
i.�
TM" H.P. PADDLE DRIVE
STEEL BAFFLE
AIRLIFT AIR REOUIREMENTS
MODEL
INFLUENT
M.G.D.
DIA.
A
DIM,
B
DIM.
C
DIM.
0
DIM.
f
DIA.
F
SEE NOTE 1
DIA,
,H
ANG.
J�
SEE NOTE 1
PADDLE
DRIVE H.P.
M
DIA
N
INLET
VOLUME
cFr�
DISCHARGE
PRESSURE
pslc
BLOWER
H P
G 1
G
L j
L 2
SG-6--1.0
1.0
6'-0'
2'-0'
V-O"
3'-8"
5'-0"
3'-0"
V-0"
l'-O"
1'-0"
45-
l'-5"
V-8"
3/4
3'-6"
50
4.0
2.0
SG-7-2.5
2.5
7'-0'
2'-6"
i'-3"
3'-8"
5--0'
3'-0'
1'-3-
1'-D'
1'-0"
45-
1'-11"
2'-2"
3/4
3'-6'
50
4.0
2.0
5G-8-4.0
4.0
8'-0"
3'-0"
1'-6"
4'-0"
S'-0'
3'-Q"
1'-4'
1'-0"
1'-0"
45^
2'-2" .
2'-4"
3/4
3'-6"
50
4.0
2.0
SG-10-7.0
7.0
10'-0"
4'-0"
2`-0"
4'-9"
5'-6'
S'-0'
1'-6"
1'-D"
1'-6"
45�
2'-6'
2,-6"
1
5'-6"
50'
5.0
3.0
SG-12-12.0
12.0
12'-0'
5'-0'
2'-6"
5'-0'
6'-8"
5'-0'
1'-11'
1'-9"
1'J'
60-
3'-1"
3'-1"
1
5'-6"
50
5.0
3.0
SG-16-20.0
20.0
16'-0'
7'-0'
3'-6"
5'-6'
6'-10"
5'-0"
2'-2'
2'-0'
1'-6"
60-
3'-6"
3'-6'
2
5'-6"
75
5.0
3.0
SG-18-30.0
30.0
18'-0"
8'-0"
4'-0"
5'-6"
7'-0"
5'-0"
2'-8"
2'-3"
V-6"
4'-3"
4'-3".
2
5'-6"
90
6.0
5.0
SG-20-50.0
50.0
20'-0'
9'-0"
4'-6-
7'-0' 1
8'-0'
5'-0" 1
3'-9"
3'-5'
1'-6"
60-
5'-10"
5'-10'
2
5'-6'
90
6.0
5.0
SG-24-70.0
70.0
24'--0'
1V-0'
5'-6"
7'-0"
8'-0'
6'-0"
3'-9"
3'-9"
i'-6"
60�
5'-1l"
5'-11"
2
6'-6"
90
6.0
5.0
GRIT DISCHARGE
LINE
GRIT PUMP
AIR OR WATER SCOUR
LINE
V MWE ASSIOW
AIR
" - _ • STEEL BAFFLE
'N �� -INLET RAMP
X � �
Q �
ME
4 ROTATING ,F,
PADDLES
TWO PIECE STEEL
• It FLOOR PLATE
z
1) DIMENSIONS "C" AND "L" CHANGE ACCORDING TO TYPE OF SYSTEM:
DIMS. G t AND L ARE USED FOR FREE FLOWING FLUME SYSTEM.
DIMS. G 2AND 1. 2ARE USED FOR PARSHALL FLUME SYSTEM. REFER
TO DRAWING D--66918-S FOR DIMENSIONS OF THE PARSHALL FLUME.
2) RECOMMENDED INLET STRAIGHT CHANNEL LENGTH IS 7 TIMES CHANNEL
WIDTH ("C" DIMENSION) OR 15 FT, WHICHEVER IS GREATER,
3) ALL CONCRETE, GROUT, HANDRAIL AND CRAZING BY OTHERS.
4) ALL DIMENSIONS ARE PRELIMINARY AND SHOULD NOT BE USFD FOR
CONSTRUCTION,
5) STEEL BAFFLE IS NOT REQUIRED ON UNITS 30 MGD AND OVER.
o- 70 -s
40