NC0036196_Regional Office Historical File Pre 2018 (6)

•
F11thENR=:'
•
r
JAMES S. HUNT 1R.
- GOVERNOR
BILL .HOLMAN
,SECRETARY
�. -
•
KERR T. STEVENS.--•
'
DIRECTOR1
1'
7-1
r
j^^�' _,ram.
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
MOORESVILLE REGIONAL OFFICE
June 7, 2000
Mr. Jay C. Stowe, P.E., City Engineer
City of Newton
Post Office Box 550
Newton, North Carolina 28658
Subject: Rudisill Transportation
Pumping and Hauling of Wastewater
Catawba County
Dear Mr. Stowe:
Information provided to this Office indicates that the City of Newton may be
involved in the pumping and hauling of wastewater from the subject facility. More
specifically, it is our understanding that the City entered into an agreement with
Rudisill Transporation whereby the City would install a temporary holding tank from
which wastewater from Rudisill Transportation would be collected and then pumped
and hauled for disposal at the City's WWTP. This pumping and hauling arrangement
between the City and Rudisill Transporation alledgely began in the summer of 1999
and was to continue until such time as municipal sewer service became available to the
property (anticipated spring/summer 2000).
Please be advised that a permit from the Division of Water Quality is required
for pump and haul (P&H) operations of domestic wastewater, per 15 NCAC 2H .0205
(d) (13). This Office has no record of issuance of a P&H Permit for the wastewater
disposal operation described above. For this reason, it is requested that this Office be
advised in writing by no later than June 16, 2000 of whether or not wastewater is being
(or has been) pump and hauled from the subject facility, and if so, when the operation
began. Also, provide the anticipated date when municipal sewer service will be
available to serve this site.
If you have any questions regarding this matter, please contact Mr. Michael
Parker or me at [phone].
Sincerely,
D
D. Rex Gleason, P.E.
Water Quality Regional Supervisor
cc: Jerry Rudisill _
h:lgenlgltrl•doc
919 NORTH MAIN STREET, MOORESVILLE, NORTH CAROLINA z8115
PHONE [phone] FAX [phone]
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136-06-2000 08: 132AM FROM CATAWBA COUNTY EHD TO 97045636040 P.01
bounty of Catawba
State of North Carolina
Environmental Health
Facsimile Transmittal Sheet.
Facsimile Telephone Number [phone] TDD: [phone]
I Z.e_ CU- iee
.TO:
!FROM: • ,11 63N1A(411/1i
DATE: 1 6 L. G 00
The number of transmitted pages is3 inchiling this cover page,
;If you do not receive all the pages indicated, please call [phone] or TDD: [phone] and '
ithe appiopriate pages will be retransmitted.
•

06-06-2000 08:02AM FROM CATPJAIBA COUNTY END
September 15,11998
Mrs. Mary George, AICP.
Cathsba Co Planner
P.O. Box 389
Newton; NC 2 658
TO 97046636040 P.02
P.O. Box 550 . Nowtor'i, NC 20658 . [phone] • Fax [phone]
PLANNING DEPARTMENT
Dear Mary.
Please accept is• letter as a replacement for my prior correspondence concerning this matter. This is Ito
advise that the roperty currently under development by South Fork Properties located on NC Hwy 10
West„ and further lazown as Catawba County PIN 3619-15-54-8316 currently has direct access to a water
line. which is in the right of way margin. of NC Hwy 10 West. The water line is owned, 'operated, and
maintained by e City of Newton and is a serviceable line at this time.
As I understand, a final plat application has or will soon be filed for the above property and provision of
watcr.to the prol.cirty is an issue. Please be advised, the City has spoken to the developers and will agree
`. to allow conneciiion to .the City water lino to serve the entiro development, and more specifically the lot
proposed for decupancy by Rudisill Transportation, Inc. provided the developers will cuter into a
• ' DevelopmentAgreement with the City concerning utility services and annexation. Connection to tho Cray
water line and extension into the proposed development must be in accordance with City specifications for
water'system ction. I believe the Engineer ofRecord for the development has been in contact with
City Engineer 9ty Stowe about the City requirements and is aware of them from prior experience.
With regard to tension of sewer service to the proposed development, the City has committed recently
. io extx n ion of s+.wer along NC Hwy 10 West to serve the proposed development and additional areas In
its proximity. There is no established time frame at this time for completion of the sewer line project, but
we have; discussed this with tho developers.. and Mr. Rudisill and fool that a temporary pump and ha}r1
system can be corked out until the sewer project is completed and the development is connected to the
I systent We anti .ipate.that the project will be completed sometnne next fall. Sewer service will bo made
available subjectto the Development Agreement previously referred to herein.
I
1 you'have any /luestions or I can be of further assistance concerning this, do not hesitate to contact me.
,
$ dicerely,
1 GlennJ.•P sh
Planning':D.ir/ector/Asst_ City M r.
•
#dwb
. cc: DeanProetp
• E.d: Surchins

I
06-06-2000 0B:03AM FROM CATAWBA COUNTY EHD
. =cn't' oi''
Tuntr.igrrotrat vatcoQMY
August 4; 1999
Mr. ,ferry, D. Rudisill
tudisill Transportation, Inc.
Box 2548'
;hickory, NC 2803
TO 97046636040 P.03
P.O. Box 550 • Newton, NC'28658 • [phone] • Fax [phone]
PUBLIC WORKS AND UTILITIES DEPARTMENT
IRE: Sewer at adisill Transportation Bbilding
DearM:r. Rudisill:
!Glenn Pattislktll (requested that I send you a letter regarding the sewer at your building located
'near the -321.biiglaway 10.intcrchange. The temporary holding tank that your sower is b'oing
pumped from cdrrently will stay in place until such time that sewer is available. The sewer line is
in the permittin stages with the state. We anticipate the construction will begin in the next few -
months and wail tako approximately 12 months to complete. 1Oncc this project is complete you will be able to put in gravity sewer to tie to this project and we:
(will remove the emporary holding tank from your property.
:If you have any fluestions please contact me.
Very Truly Yours,
ay C.- Stowe, P E.
City Eng neer/Elirector of Public Works and Utilities
•t t•
b
cc: I Glenn.Pattishalll 0 USl•
•
•
TOTAL_ P.03

1—e•-,„,„„
'BILL' HOLMAN
SECRETARY
•
Newton, North Carolina 28658
KERR TI7STEV
D_IRE.�CwwTORi?} I t,
Wbl•
a.a
. �1e r_
• • `fir
Mr. Jay Stowe, Director
Public Works & Utilities
City of Newton
201 West Fourth Street
Dear Mr. Stowe:
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
June 2, 2000
DIVISION OF WATER QUALITY
N.f� F3�YI. Vi
ENV] RONM[F NT, HEAL -n-
o NATtTPJL P:rSCAIRCE-
JIM 6 2000
+54LsM..,E (iA3tL.., G4e1,71.
SUBJECT: High -Unit Cost
Grant Application
As you are probably aware, the application you submitted for a State High -Unit
Cost Grant was not funded due to an overwhelming number of grant applications and a
limited amount of funds.
The Rules Governing the State Revolving Loan and Grant Program require the
application to be returned after two review cycles. However, there is a possibility that
l some or all of the remaining Bond Loan Funds may be converted to Grant Funds by the
ti. Ali .rn
General Assembly.
!.`�.- •±ram ' .� -"-
In the interest of conserving resources, our section plans to hold the applications
pending the additional Grant Funds. However, if you would like the application returned,
please notify this office in writing. If you have questions regarding this matter, please
contact Mr. Don Evans at [phone].
We will try to post any information on potential grant funds on our web page at
www.nccgl.net.
Sincerely,
John R. Blowe, P.E,, Chief
Construction Grants & Loans Section
DE/nw
cc: Camp, Dresser & McKee
Mooresville Regional Office
Der semnal•
1111211
CONSTRUCTION GRANTS & LOANS SECTION
1633 MAIL SERVICE CENTER, RALE]GH, NORTH CAROLINA 27699-1633
PHONE [phone] FAX 919-71 S-622S
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P.0, Box 55.0 • Newton, NC 28658 • i828) 465-7460 * Fax [phone],164
June 1'
Rex. C.:ileason, P.E.
Water Quality Regional Supers
N rth Carolina. Department of]
Natural Resources — Division o
oe res ills lac gional Office
919 North Main Street
Moorest°i]]e, North Carolina ' is
VIA FACSIMILE: 70 6 -6O4O
Original to Follow
+<E: it�atdlsilt ":Transportation
Pumping and Hauling of Wastewater
Catawba County
Dear Mr. Gleason.
PUBLIC UVO K3 ;ANU UTIi„„tTf a DEPARTMENT
The Lacy of Newton has an agreement with ltudisill "lianspartatin to provide municipal sewer service
to the facility near Highway 10 and US 321 to the west of Newton, l3eeause municipal sewer service
was not available by April 23, 1999 when the County issued the Certificate of Occupancy, the city
started pumping and hauling„ \Ve alternated between borrowing a truck from another municipality and
hiring a private hauler to complete the work.
Currently we are continuing to punp and haul. Based on my conversation with you earlier in the week
e are stir jng the proccss,yto instill a septic tank rn.i t _.: rea„ J.Xice municipal service is a °ail:rb1e, we
Will switch. the company over to it, t' e have several options for sewer service to the area and tl°ie Board
of Aldermen is reviewing the options over the next month, Once they make a decision, it will take
approximately 15 ninths to complete construction,.
l apologize for the confusion, and request any Pots s that nay he required for us tc eontplete to„_g t.a.
P&H permit to cov°er us until w
C.rStow{e, P.E.
if Public Works and
Mersin Wilson, Assistant Dit°e:etor of Public Works and fJtili
Larry Pitts, City Attorne
Ed 13urchins, City Manager

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
Jaynes B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
June 7, 2000
CERTIFIED MAIL
RETURN RECEIPT REQ,UE "1
Jay C. Stowe, Director of Public
City of Newton
P.O. Box 500
Newton, North. Carolina 28658
CDENR
NORTH CAROLPNA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
Subject. Return of Permit Application Package
Application Number WQ0UI7.150
US 321 I NC 10 Interchange Sewer
Sewer Public
Catawba County
Stowe;
This letter is in reference to your perm application received on July 7. 1999 for the consirurtion and op
the subject wastewater collection, treatment, and/or disposal fa.cflities.
In a letter dated May 15, 2000, you were asked by Michael Mortensen of the Non -Discharge Permio.ang Unit, to
provide a response to an additional information request letter dated February 9, 2000 (copy of letter a'ttached). .A
of today, this information has not been received, 'therefore, the Division of Water Quality must return your
application as incomplete in accordance with North Carolina General Statute § 143-215.1.- On May 26, 2000 the
'City of Newton requested additional time to respond to this request to allow the city council to vote on this sewer
project on June' 1, 2000. Due to the fact that the proposed vote may or may not be in favor of continuing the
project and that the project may need major redesign work- The Division respectfully requests that this project be
resubmitted when the project has definite local approval and a final design, which will he acceptable to both the
Division and the applicant, can be produced..
Please be advised that construction a.ndtor operation caf wastewater cca30ecttcan, treatment, and/or disposal facilities
without a valid permit is a vio ation of North Carolina General Statute §1.43-"215.1 and may subject the
owner/operator to appropriate enforcement actions in accordance with North Carolina General Statute § I43.215,6.
Civil penalties of up to $l0,1X,X) per day per violation rnav be assessed for failure to secure a permit required by
North Carolina General Statute §143-215_1.
When you have obtained the requested informnation that is needed to make your application package complete. you
may submit a new application package and appropriate permit processing fee,
l.f you have any questions or comments concerning this matter, please contact Bennie Goetze, Jr, P.F. at (919)
733-5083 extension 362.
cc: Morris le Regional Office, Wa
Ms. Kelly Boone, Camp Dresser
NDPU Files - Returns
n
1617 Mail Service Center, Raleigh, North Carolina 27699-161 7 Telephone [phone] FAX [phone]
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PRELIMINARY REVIEW OF ALTERNATIVES ANALYSIS
SHERRILLS FORD/TERRELL AREA
CATAWBA COUNTY
✓ • The growth patterns discussed on page 5 of the AA do not appear to correspond to area school
growth numbers.
Justification is not clear for 2.5 MGD flow needs in Phase II. Flow estimates appear to be
excessive for proposed development. Existing and proposed Crescent developments may have
already been platted/approved for subsurface disposal systems. More detail of Phase II flow
projections is necessary.
Newton currently has facilities capable of treating 7.5 MGD without expansion. This is not
addressed in report.
,i• The AA states the capacity purchase cost for the Town of Mooresville is $2 per gallon. Where
/ did this figure come from?
... The AA states the capacity purchase cost for the City of Newton is $2 per gallon. Where did
this figure come from?
l.• Page 11 of the AA discusses the possibility of environmental impacts if the City of Newton
receives this wastewater. What environmental impacts are expected?
✓• Page 11 of the AA mentions the increased potential for overflows of a collection system to
Newton due to power outages. Stand-by power would be required at all pump stations.
It is our understanding that there are currently funded sewer projects planned and possibly
under construction in the Balls Creek area. Collections system options/costs considered in this
report do not appear to take this into account. Construction costs should be adjusted
raccordingly.
In Alternative No. 4, there may be some cost differences when comparing a 20" force main to
use of dual lines.
There is a reference in the AA to a HSMM report dated May 1999. Please provide this Office
with a copy of the report.
• It is our understanding that Newton will already be managing the water system that will serve
the proposed project area. O&M costs do not appear to take this into consideration.
Phase I/II O&M costs uses a generic treatment charge of $1.75 per 100 gallons for alternatives
2-5. Rather than assuming a generic charge, the AA should use actual prices quoted from the
individual POTWs. This can make a large difference in the 20-year cost evaluation.

SHERRILLS FORD/1'ERRELL AREA
ALTERNATIVES ANALYSIS
Page Two
• The AA uses a capital cost figure of 7.5 million dollars for each alternative (1- 5). It is highly
unlikely that the CC will be the same for each one, especially since Newton and Mooresville
would not have to expand (or have minimal expansion) of their WWT facility.
• The AA calculates a 20-year present value for Phase I & II combined. Given the uncertainty of
the Phase II flow projections, the AA should also include a 20-year present value for just Phase
I.
• Where will residuals from the proposed WWTP be disposed? If the regional compost facility is
to be used will it's expansion be necessary to accommodate the additional residuals? po
• As for other disposal alternatives, there is no mention of conjunctive reuse. A discussion should
be included on this option Also, there should be further discussion regarding the use of spray
irrigation as an alternative.
• In the preliminary costs estimates located in Appendix A of the AA, where are the costs listed
for the purchase of the site that the County has acquired for the proposed WWTP?

L
C EPT.,OF
[VA1UR ]%'Cyr r� ^p
MAR 1 7 2000
WAIN OF G¢tv:: F!• i .�. [Y� 1. �
PpragilLE Lam CU
WASTEWATER TREATMENT
ALTERNATIVES ANALYSIS
SHERRILLS FORD/TERRELL AREA
CATAWBA COUNTY, NORTH CAROLINA
MICHAEL J. WARESAK, P. E.
lASSOCIATES
McGill
Engineering • Planning • Finance
Post Office Box 2259
Asheville, North Carolina 28802
MARCH 17, 2000
99568

I GENERAL INFORMATION
II. EVALUATION OF TREATMENT ALTERNATIVES
III. CONCLUSIONS AND RECOMMENDATIONS
APPENDIX A COST ESTIMATES
APPENDIX B CATAWBA COUNTY SOILS INFORMATION

A. INTRODUCTION
The Sherrills Ford and Terrell area near Lake Norman has experienced growth in recent
years due to the attractive features associated with Lake Norman. The increased development in
the area has resulted in a need for an improved wastewater treatment system to meet the
residential, commercial and industrial needs and preserve the water quality of Lake Norman and
its tributary streams. According to the Catawba County Health Department, approximately 26%
of all septic tank permits issued in Sherrills Ford are repair permits for failed septic tank systems.
In addition, CommScope and Prodelin industries, as well as the Sherrills Ford Elementary School
would all benefit from an improved wastewater treatment system. Also, the N.C. 150 corridor
includes potential commercial customers and this corridor has been identified by the County as a
growth area for future commercial and residential development.
B. PROPOSED WASTEWATER TREATMENT FACILITY
Several engineering studies have been performed in the past six (6) years to evaluate
potential wastewater collection and treatment systems in the Sherrills Ford and Terrell area.
Based on these studies and wastewater flow projections, it has been recommended that a 0.5
million gallons per day (mgd) wastewater treatment facility be constructed with the capability to
be expanded to up to 3.0 mgd in future years. Based on discussions with the Mooresville regional
office of the North Carolina Division of Water Quality (NCDWQ), the location of the treated
wastewater discharge is proposed to be into the main stream channel of Lake Norman (Catawba
River). Extensive research has been conducted by the County and their consultants to identify
Pagc l
Li

feasible sites for the proposed wastewater treatment plant. Several potential sites were
subsequently identified by a task force comprised of community residents and County staff. A
detailed site evaluation process has been completed for each site with the site known as Site 119
selected as the primary site for a proposed wastewater treatment plant. The site is already
encumbered by an existing railroad, and the property along the western boundary can remain
undeveloped to provide a significant permanent natural buffer Site 119 is located on Si
g
Bridge Road south of N_C. 150 as shown in Figure I -A, with a schematic of the proposed
wastewater treatment plant shown in Fieure 1-B,
C. NEED FOR PROJECT
Based on information published by the County, there are at least 5,500 septic tanks in the
Sherrills Ford/Terrell region, As mentioned .earlier, approximately 26% of all septic tank permits
issued in Sherrills Ford are repair permits for failed septic tank systems. It is apparent that the
relatively high potential for failing septic tanks jeopardizes the water quality of drinking wells in
the area, as well as Lake Norman. The County would like to provide for an alternative to the use
of septic tanks to avoid future large concentrations of -residential septic tanks in the Lake Norman
area. Therefore, the proposed wastewater system will have the capacity to serve development on
Island Point Road and other pending developments in the vicinity of Sherrills Ford Road and the
northern Sherrills Ford area_ According Reference No. 1 listed on page 6, there are at least
eight (8) planned developments identified for approval in the area, with a total first phase
construction of approximately- '677tilesidences., In addition., other undeveloped lots in the area
provide for the potential of an additional 263 residences, for a total estimated potential of 939
new residences

PROPOSED WASTEWATER
TREATMENT PLANT LOCATION MAP
CATAWBA COUNTY, NORTH CAROUNA
FIGURE I -A
APPROXIMATE ..::> :: ; SCALE: = 2 00'
LOCATION OF
SITE No.119
eG
S a 0 C I A.
E PLANNING* I°1 NCE

LEGEND
INFLUENT
— FUTURE
EXPANSION
_._. FUTURE.
PUMP STATION "" TREATMENT UNIT
TREATMENT
UNIT N .2
TREATMENT -
UNIT No.1
TERTIARY FILTRATION
I"UTI IRE
CHLORINE CONTACT —
RASIN
* SITE PLAN ASSUMES BIOSOLIDS
TREATMENT AT JOINT
COMPOST FACILITY
EF ..E 95 E. 8yit
545 BROAD STREET
A,RFWYTL E,
cGill
OCI ATES
NNING•FINANCE
Xis" DR, (8DA) n2-DO7D
AR SCREEN
GRIT REMOVAL.
,EQUIPME T,
°ELECTRICAL
BUILDING
INFLUENT
SEINER
LAB /OFFICE
BUILDING
EFFLUENT
FORCE MAIN
FUTURE
TREATMENT UNITS
CHLORINE CONTACT CHAMBER/
EFFLUENT PUMP STATION
FUTURE
STORAGE/FEED
BUILDING
FIGURE I-R
PROPOSED WASTEWATER
TREATMENT PLANT
SHERRILLS FORD SEWER SERVICE
CATAWBA COUNTY, BATH CAROLINA

Wastewater generated by CommScope Industries, Prodelin and the Sherrills Ford Elementary
School is currently treated at two (2) small wastewater treatment plants. These facilities are
described in the following paragraphs and have a marginal history as to compliance with their
existing discharge permit limits. Each of the two treatment facilities discharge into very low flow
streams, which are tributaries to Lake Norman. The construction of the proposed new
wastewater treatment facility would enable these smaller treatment facilities and respective
discharges to be removed, and discharged instead to the main channel of Lake Norman.
CommScope Industries and Prodelin are served by a small package type WWTP at the
CommScope facility which receives and treats the wastewater generated from the two facilities.
The existing wastewater treatment plant has an NPDES permit (Permit No. NC0034754) to
discharge 20,000 gallons per day (gpd) into a tributary of Terrapin Creek which flows into Lake
Norman. The summer permit limits include 16 mg/I for BOD, 30 mg/1 for TSS, and 2 mgll for
ammonia. The NCDWQ regional office has previously indicated that the receiving capacity of
Terrapin Creek is limited due to its relatively low flow, and an increase to CommScope's
permitted discharge may not be possible. CommScope Industries has indicated that employment
may be reduced unless additional wastewater treatment and discharge capacity and can be
obtained. The CommScope Industries facility employs approximately 1600 people, while Prodelin
employees approximately 80 people.
Sherrills Ford Elementary School is currently served by a recirculating sand filter system
which receives and treats the wastewater generated from the school. The existing wastewater
treatment facility has an NPDES permit (Permit No. NC0045438) to discharge 7,000 gpd into an
unnamed tributary of Lake Norman. The permit limits include 30 mg/l for BOD, 30 mg/l for TSS
['ago 3

{
and 4.0 mg/I for ammonia. According to the Catawba County school board, the school has
received several violations of their NPDES permit in the past few years.
There is a great need for an improved wastewater treatment system in order to preserve
the drinking water sources and the water quality of Lake Norman. It is apparent that the
reduction of septic tanks and the elimination of these existing discharges to the low -flow
tributaries of Lake Norman are sound methods toward meeting this environmental need.
D. WASTEWATER FLOW PROJECTIONS
The County proposes to provide service to CommScope Industries, Sherrills Ford
Elementary School, Prodelin, and the estimated 939 planned residences. CommScope has
indicated that a future wastewater flow of 40,000 gpd is desired. Sherrills Ford Elementary
School has a projected wastewater flow generation of 10,000 gpd, and Prodelin's projected
wastewater flow is 10,000 gpd. Assuming an average of three (3) bedrooms per residence and
utilizing NCDWQ criteria of 120 gpd per bedroom, the estimated flow generated by the planned
residential development is 338,000 gpd. Including the facilities listed above and other potential
commercial establishments that could be served, the projected wastewater flow fdr the initial
service area during the first ten (10) years of the planning period is 416,500 gpd. According to
State regulations, the County would be required to begin planning to expand the wastewater
treatment facilities when flows reach 80% capacity. Therefore, it is recommended that a 0.5 mgd
wastewater treatment facility be constructed initially to accommodate the projected flows. With a
0.5 mgd facility, it would not be necessary to submit a plan of action for expansion until flows
reach 0.4 mgd, which would be around 2012.
Pagc 4

In 1994, McGill Associates prepared a study (Reference No.2 listed on page 6) which
identified the future service area in southeast Catawba County and provided wastewater flow
projections. Utilizing these flow projections as a base, and adding the Northern Sherrills Ford
service area, CommScope and Prodelin (which were not included in the 1994 study), results in a
total projected flow for the future service area in 2022 of 2,412,835 gpd. The tables below show
the projected flows for the initial service area and for the future service area. Figure I-C shows
the future service area.
WASTEWATER FLOW PROJECTIONS
INITIAL SERVICE AREA
ESTIMATED AVERAGE DAILY FLOWS (GPD)
Year
*Residential
(Northern
Sherrills Ford
service area)
Prodelin and
other
Commercial
Sherrills Ford
Elementary
School
CommScope
Industries
Total
2002
33,800
10,000
7,000
20,000
70,800
2007
169,000
25,000
8,000
25,000
227,000
2012
338,000
40,000
8,500
30,000.
416,500
2017
431,400
60,000
9,000
35,000
535,400
2022
550,600
80,000
10,000
40,000
680,600
*Residential flow projections for Island Point service area based on 10% of 939 residences connected by
2002, 50% by 2007, the remaining 50% by 2012, and 5% annual growth for the remainder of the planning
period. FIows estimated at 360 gpd per residence (120 gpd per bedroom)
WASTEWATER FLOW PROJECTIONS
FUTURE SERVICE AREA
ESTIMATED AVERAGE DAILY FLOWS (GPD)
Year
Initial Service Area
*Future Service Area
Total
2022
680,600
1,732,235
2,412,835
*Future service area flow projection based on projection of 1.502,867 gpd for 2017 in Reference No. 2
(listed on page 6), projected at 3% per year growth rate to 2022. Note that the projected flow from
Sherrills Ford Elementary School has been deducted from the future service arca since it is in the initial
service arca.
Page 5

E. SPECULATIVE NPDES FERN] IF I 4 rfd ITS
Although speculative NPDES neimit Iffitits have not 'vet been issued by the NCDWQ for the
proposed discharge to the main stream channel, based on past discussions with the NCDWQ
Mooresville office, it is anticipated that NPDES permit lfirlits will be in the range of 15 rn for
BOD, 30 mgd for TSS, 4 rngl for ammonia and 0 028 mgil for chlorine These are the limits of a
current permit held for a similar discharge to the main stream channel
F. REFERENCES
Shertills Ford/Lake Norman Water and Sewer Infrastructure Development, FISNIM, May,
1999
Southeast Catakvba County Wastewater StLidy, NicGill Associates, P A November, 1994

NINE H 1110 YI YMi PNM AM
5000
LEGEND
DRAINAGE SUBAREA BOUNDARY
DRAINAGE SUBAREA NUMBER
STUDY SERVICE AREA BOUNDARY
5000
➢0000
SCALE: ra 5000'
FIGURE I-C
FUTURE SERVICE AREA
SHERRILLS FORD WASTEWATER SYSTEM
CATAWBA COUNTY, NORTH CAROLINA
tia:1 MCG111
EN(;INFER[NG•PLANNING •FINANCE

;LUATION OFTREATMEN
CERNATIVE
A. DESCRIPTION OF ALTERNATIVES
This section of the report will evaluate several alternatives for the treatment and disposal
of the treated wastewater. Since the collection system that is constructed to serve the individual
customers will be similar for all the alternatives, this alternatives analysis will address only the
major pump stations, force mains and main gravity sewer interceptors associated with the
proposed collection systems. The alternatives listed below will be evaluated for an initial flow of
0.5 mgd and an ultimate flow of 3.0 mgd at the end of the 20-year planning period. For the
purposes of this report, it will be assumed that the construction of the initial phase facilities will be
completed in 2002, and construction of the ultimate phase facilities for 3.0 mgd capacity will be
completed in 2017. Practically, there would most likely be intermediate system and facility
expansions between 0.5 mgd and 3.0 mgd, but for the purpose of comparing the alternatives on a
present value basis, the assumed timing of the system and facility expansions is sufficient. The
following alternatives have been evaluated:
1. Construction of a new WWTP with discharge to main stream channel
2. Transmission of wastewater to existing Mid -South Utilities WWTP
3. Transmission of wastewater to existing Town of Mooresville WWTP
Page 7

4. Transmission of wastewater to existing City of Newton WWTP
5. Transmission of wastewater to existing Lincoln County WWTP
6. Drip or spray irrigation of treated effluent on land in area
B. ALTERNATIVES ANALYSIS
1. Alternative No. 1 — Construction of a new wastewater treatment plant
AIternative No. 1 consists of the construction of a transmission system in the
proposed service area and a new wastewater treatment plant at Site I19 to serve the
Sherrills Ford/Terrell area. The initial capacity of the wastewater treatment plant would
be 0.5 mgd, with an expansion to 3.0 mgd occurring in 2017. This alternative would
satisfy the needs and goals of the project previously described in Section 1. As mentioned
earlier, an extensive site selection process was conducted by the County to identify a site
that would minimize impacts to the environment. This particular site provides excellent
natural buffers to mitigate potential visual, noise and odor impacts. The proposed
wastewater treatment plant would consist of an influent pump station, bar screen, dual
train treatment units to provide aeration and clarification, a chlorine contact basin and an
effluent pump station. The effluent pump station would pump the effluent through a force
main along N.C. 150 to discharge the effluent into the main stream channel of Lake
Norman. The estimated project capital cost for this alternative is $8,186,000 for the initial
phase. A detailed cost estimate for both phases is provided in Appendix A, and a
schematic of the proposed system is provided at the end of this section.
Page 8

2. Alternative No. 2 — Transmit wastewater to existing Mid -South WWTP
According to information provided by Mid -South Water Systems and NCDWQ,
Mid -South Water Systems owns a 100,000 gpd wastewater treatment plant that is
scheduled to become operational in the near future. The wastewater treatment plant is
located approximately 1' miles east of the NC 150 bridge that crosses Lake Norman, and
the plant wiII discharge treated effluent through a transmission line that discharges to the
main stream channel near the NC 150 bridge. Mid -South has an NPDES permit to
discharge 300,000 gpd at this location, although the wastewater treatment plant has been
constructed to a capacity of only 100,000 gpd. This alternative includes pump stations
and sewer lines to transmit the wastewater to a main pump station located at Site 119 on
the east side of Lake Norman. The main pump station would transmit the wastewater
through a force main, across the NC 150 bridge, and to the Mid -South WWTP.
Expansions of the Mid -South WWTP would be required for both the initial phase and the
ultimate phase, as well as upgrades to the discharge pipeline to the main stream channel of
Lake Norman. The estimated project capital cost for this alternative is $9,155,400 for the
initial phase. A detailed cost estimate for both phases is provided in Appendix A, and a
schematic of the proposed system is provided at the end of this section.
3. Alternative No. 3 — Transmit wastewater to Town of Mooresville WWTP
According to the Town Engineer for the Town of Mooresville, the Town of
Mooresville owns a 5.2 mgd capacity wastewater treatment plant located south of Town
adjacent to Dye Creek. The plant currently receives flow of approximately 3.2 mgd. The
Page 9

Town Engineer indicated that, if they were to enter into a formal agreement with Catawba
County to receive flow from the Sherrills Ford/Terrell area, the Town could probably
receive the initial 0,5 mgd estimated flow without expanding their wastewater treatment
plant. Therefore, the initial phase of this alternative does pot include a wastewater
treatment plant expansion, but does include a charge ofn-pers,alionifrom the Town of
Mooresville, for Catawba County to purchase treatment capacity at the plant. The ultimate
phase does include a 2.5 mgd expansion of the Mooresville WWTP This alternative also
includes a main pump station at Site 119 on the east side of Lake Norman to transmit the
wastewater from Catawba County to the Town of Mooresville. The estimated project
capital cost for this alternative is $9,095,000 for the initial phase. A detailed cost estimate
for both phases is provided in Appendix A, and a schematic of the proposed system is
provided at the end of this section.
4. Alternative No. 4 Transmission toCitv of Newton WWTP
This alternative consists of pump stations and sewer lines to transmit the
wastewater generated in the Sherrills Ford/Terrell area to the existing City of Newton.
WWTP. The City of Newton has a 5.0 mgd design capacity wastewater treatment plant,
Jr
with an NPDES perrnit to discharge up to -7.,/5 mgd. The current average flow is
approximately 2.6 mgd. it is assumed that the Newton WWTP has adequate capacity to
receive the initial flow of 0.5 mgd, but an expansion would be required for the remaining
2.5 mgd of future projected flow A capacity purchase charge of S2 per gallon has been
included for the County to purchase treatment capacity at the Newton WWTP. This
vag,

alternative includes four (4) pump stations between Sherrills Ford and the Newton
WWTP, and a 2,5 mgd expansion of the Newton WWTP m 2017 to accommodate the
new wastewater flows, Cornpared to Alternative No I, this alternative would have
„/
4) 54 td. Cif
„
several negative environmental irripacts, The City of Newton discharges to a smaller
stream (South Fork Clark (reek) with less ability to assimilate the treated wastewater
flows, Also, the higher quantity of punm stations and length of sewer force main
( (2)70d
increases the potential for sewer overflows due to power otitages, mechanical failures or
force main leaks. The estimated project cost for this alternative is $11,179,000 for the
initial phase A detailed project cost estimate for both phases is provided in Appendix A,
and a schematic showing the proposed transmission system is provided at the end of this
section
5 Alternative No. 5-- Transmission to Lincoln County WWTP
This alternative consists of a pump station and force main to transmit the
wastewater generated in the Sherrills Ford/Terrell area to the existing Forney Creek
WWTP in Lincoln County, The Forney Creek sNWTP has a current capacity of 0 75 mgd,
This alternative includes pump stations at CommScope, Sherrills Ford Fementary School
and Island Point, gravity' sewer lines and force mains to convey flow' to and between the
pump stations, a transmission pump station at Sherrills Ford Road, a Sesser transmission
force rnain between the Sherrills Ford Road pump station and the Forney Creek WV) -FP,
and expansion of the Forney Creek WWTP to accommodate the ness kvaste‘vater flows
The exi,stinia wastewater treatment plant is site restricted, so additional land %you'd
Pap,: 11

probably need to be acquired to expand the plant. Also, based on discussions with the
NCDWQ regional office, it is also likely that the discharge point would need to be
relocated for the future 3.0 mgd flow. Therefore, extension of a 30-inch gravity effluent
line to Killian Creek has been included in the second phase of the project. The estimated
project cost for this alternative is $10,450,700 for the initial phase. A detailed project cost
estimate for both phases is provided in Appendix A, and a schematic showing the
proposed transmission system is provided at the end of this section.
6. Alternative No. 6 — Drip or Spray Irrigation of Effluent
Alternative No. 6 includes the construction of the proposed WWTP, but instead of
discharging the effluent to Lake Norman, the treated effluent is applied to land in the area
by either drip or spray irrigation. Copies of the County soils map and accompanying soils
characteristics are provided in the Appendix for reference. For these types of suitable soils
in the area, a best case loading rate for the treated effluent is 0.15 gpd/SF. Utilizing this
loading rate, 76.5 acres of effective area would be required for the 0.5 mgd of treated
effluent, and approximately 460 acres would be required for the future 3.0 mgd flow, not
including setbacks. According to State regulations, drip irrigation systems require 50 foot
setbacks, and spray irrigation systems require 150 foot setbacks from property lines.
Therefore, a drip irrigation system will be less costly than a spray irrigation system, and
the remainder of this discussion will be pertaining to a drip irrigation system.
Utilizing the 50-feet setback requirement, a drip irrigation site would need to have
a total area of approximately 85 acres for the 0.5 mgd initial phase, and approximately 470
Page 12

acres for the 20-year capacity of 3.0 mgd. The total amount of acreage will vary
depending on the physical dimensions of the tract of land.
The State regulations require a minimum of 5-day storage pond to hold the
effluent during wet or freezing weather. Therefore, a 2.5 million gallon aerated storage
pond will be required for the initial phase, and a total of 15 million gallons of holding
ponds will be required for ultimate flows.
Based on the types of soil in the area, it is extremely unlikely that this quantity of
suitable land could be acquired for use as land application sites. For the purposes of this
report, it has been assumed that 10,000 LF of effluent transmission lines will be required
to transmit the effluent from the WWTP to the Phase. I drip irrigation fields, with an
additional 60,000 LF of lines needed for Phase II. The total estimated project cost for
Alternative No. 6 is $14,349,200 for the initial phase. A detailed project cost estimate for
both phases is provided in Appendix A. As noted earlier, since spray irrigation land and
facilities would be greater in cost than drip irrigation facilities, the spray irrigation
alternative has been dismissed.
5. Present Valves of Costs
a. Alternative No. I — Construction of a 0.5 m2d WWTP
The estimated operation and maintenance costs associated with this
alternative are $314,000 per year for Phase I and $908,000 per year for Phase II.
Therefore, the 20-year present value utilizing an interest rate of 6% is $20,055,547
Page 13

for Alternative No 1 A detailed estimate of the O&M costs for this alternative is
provided in Appendix A
b. Alternative No. 2 — Transmission to Mid -South WWTP
The estimated operation and maintenance costs associated with this
alternative are $307,025 per year for Phase 1 and $1,736,300 per year for Phase 11
These figures include an estimated treatment charge of $1,75 per 1000 gallons
irOM Mid -South Water Systems. Therefore, the 20-year present value utilizing an
interest rate of 6% is $23,426,880 for Alternative No 2 A detailed estimate of
the O&M costs for this alternative is provided in Appendix A,
Alternative No 3 — Transmission to Town of Mooresville
The estimated operation and maintenance costs associated with this alternative
are $307,025 per year for Phase 1 and $1,736,300 per year for Phase 11. These
figures include an estimated treatment charge of $1,7'5 per 1000 gallons from the
Town of Mooresville. "fherefore, the 20-year present value utilizing an interest
rate of 6% is $25,631,296 for A.Iternatlye No. 3 A detailed estimate of the O&M
costs for this alternative is provided in Appendix A.
d. Alternative No. 4 — Transmission to City of Newton WWTP
The operation and maintenance costs associated with this alternative are
$363,325 per year for Phase 1 and $2,109 $00 per year for Phase 11 These costs
include a treatment charge of $1,75 per 1000 gallons front the City of Novi on,
fherefore, the 20-year present valite utilizing an interest rate of 6% is S28,746,008
4

for Alternative No. 4. A detailed estimate of the O&M costs for this alternative is
provided in Appendix A.
e. Alternative No. 5— Transmission to Lincoln County WWTP
The operation and maintenance costs associated with this alternative are
$307,025 per year for Phase I and $1,736,300 per year for Phase II. These costs
include a treatment charge of $1.75 per 1000 gallons from Lincoln County.
Therefore, the 20-year present value utilizing an interest rate of 6% is $25,903,096
for Alternative No. 6. A detailed estimate of the O&M costs for this alternative is
provided in Appendix A.
f. Alternative No. 6 — Drip irrigation of treated effluent
The operation and maintenance costs associated with this alternative are
$334,000 per year for Phase I and $988,000 per year for Phase II. Therefore, the
20-year present value utilizing a discount rate of 6% is $34,117,539 for Alternative
No. 6. A detailed estimate of the O&M costs for this alternative is provided at the
end of this section.
h. Summary of Present Values
The table on the following page summarizes the present values of all the
treatment and disposal alternatives. All estimates for capital costs are based on
current (Year 2000) dollars.
Page 15

i •
PRESENT VALUE SUMMARY -ALTERNATIVE ANALYSIS
Alt. No.
Description
Phase I
Capital
Cost
Phase 11
Capital
Cost
Phase 1
O&M Cost
Phase II
O&M Cost
20-Year
Present Value
1
New 0.5 mgd
WWTP
$8,186,000
$17,312,500
$314,000
$908,000
$20,055,547
2
Transmission
to Mid -South
$9,155,400
$19,742,100
$307,025
$1,736,300
$23,426,880
3
Transmission
to Mooresville
$9,095,000
$25,169,800
$307,025
$1,736,300
$25,631,296
4
Transmission
to Newton
$11,179,000
$24,757,500
$363,325
$2,109,500
$28,746,008
5
Transmission
to Lincoln
County
$10,450,700
$22,572,200
$307,025
$1,736,300
$25,903,096
6
Drip
Irrigation
$14,349,200
$35,439,700
$334,000
$988,000
$34,117,539
Note: All estimates of capital costs are based on current (Year 2000) dollars
Page I

P USED
F E MAIN
PROPOSED
SCHOOL. PU
TAi1ON
PROPO
FORCE kAI
SITE 119 - HIGHWAY 150 OPTION
SHERRLLS FORD SEWER SERVICE
CATAWBA NQTH C
MARSHAL"
STEAM
STATION
PROFOSEO
SLANTING BRI
PUMP STATION
SITE 119
PROPOSE© WASTEWATER
'TREATMENT PLANT AND
DISCHARGE PUMP STATION
SCALE: 1" = 2600'
POSED
CE MAIN
cGill
A S S O C I A T E S
ENGINEERENG • PLANNING • FINANCE

ASSOC I A T E S
ENGINEERING • PLANNING • FINANCE
DAIS
ID— ` dASTEWATER
TREATMENT AP4
MID -SOUTH WWTP OPTION
SHERRLLS FORD SEWER SERVICE
CATAWBA COUNTY NORTH CAROLINA

PROP0
P STA T ON ;
ASSOC A. T E S
ENGINEERING • Pt ANNING • I*"INANCE
PROPOSED
FORCE MAIN
PROPOSED
GRAVITY SEWER
EXISTING,
MOORESVI.LE. WASTE TER
TREATMENT PLANT
MOORESVILLE WWTP OPTION
SHERRILLS FORD SEWER SERVICE
CATAWBA COUNTY, NORTH CAROLINA

Conover
poon "Crosroad
(denee Mfl
ASSOC I AT E S
ENGINEERING+PILAIII G•FINAP E
NEWTON OPTION
SHERRILLS FORD SEWER SERVICE
CATAWBA COUNTY, NORTH CAROLINA
ode n to t in

Crossads
de n I F"I unt in
n Cross ads
OPOSED
FORCE MAIN
hpel'ah
CREEWWTP
CAAPK AC,E ry
C
0 C 1 A T E
GINEERING • PLANNING -FINANCE
She Ford
�ngIe
1.1ians Ford Island
ford Island
LINCOLN COUNTY OPTION
SHERRLLS FORD SEWER SERVICE
CATAWBA COUNTY, NORTH CARO:A

�'"ir�rtirrwr^itfr r r �"'a':: rr-rtr
Based on the detailed alternatives analysis for treatment and disposal of the 0.5 mgd of
wastewater in the initial phase and the 3.0 mgd of wastewater for the ultimate future service area,
the least costly alternative based on the 20-year present value comparison is the construction of a
wastewater treatment plant in the Sherrills Ford/Terrell area with discharge to the main stream
channel of Lake Norman (Catawba River). The wastewater flow projections indicate that the
initial capacity of the wastewater treatment facility should be 0.5 mgd, with future expansions to
3.0 mgd capacity for the 20-year planning period. Since State regulations require that a plan of
action be submitted regarding facility expansion when flows reach 80% of capacity, construction
of a 3.0 mgd facility would not require submission of a plan of action until flows reach 2,400,000
gpd, or around the year 2022.
This alternative would help preserve the drinking water sources in the Sherrills
Ford/Terrell area by decreasing the number of future septic tank systems. The construction of a
wastewater collection and treatment system in this area would allow several small wastewater
treatment systems to be abandoned, eliminating their discharges to tributary streams of Lake
Norman. Consolidation of these treated discharges to one treated discharge to the main channel
of the Catawba River is environmentally preferred because the higher stream flow provides a
greater capacity to assimilate the treated wastewater.
Page 17

APPENDIX A
COST ESTIMATES
Page 18

PRELIMINARY COST ESTIMATE
ALTERNATIVE NO. 1 - 0.5 MGD WWTP
CATAWBA COUNTY, NORTH CAROLINA
ITEM
Mobilization
Pump Station (CornmScope)
UNITS QUANTITY
LS
UNIT PRICE
N/A
$110,000
TOTAL COST
$192,400
$110,000
6" Force Main
4
15" Gravity Sewer
LF 18,000
LF 4,500
$30
$540,000
$65
5
10
12
14
Pump Station (island Point)
8'" Force Main
24" Gravity Sewer
Pump Station (Sherrills Ford School
12" Force Main
30" Gravity Sewer
Wastewater Treatment Plant
Discharge Pump Station
12" Force Main
Discharge Line
SUBTOTAL
LS
1
LF 13,500
LS
LF 3,400
LS
LS
LF 20,600
LF 500
Contingencies (10%)
Design Engineering
Construction Administration
Legal/Administrative
Easement Acquisition
TOTAL PROJECT COST
99568/ALT 1-wwtp-site119-28febO0.xls
$225,000
$35
$100
$200,000
$1,756,300
$250,000
45
$292,500
$225,000
$472,500
$150,000
$200,000
$819,000
$442,000
$1,756,300
$250,000
$927,000
$6,626,700
$662,700
$390,900
$112,700
$15,000
37 0 0
$8,186,000

PRELIMINARY COST ESTIMATE
ALTERNATIVE NO. 1 - PHASE II - 3.0 MGD WWTP
CATAWBA COUNTY, NORTH CAROLINA
ITEM
UNITS
QUANTITY
UNIT PRICE
TOTAL COST
1
Mobilization
LS
3%
N/A
$429,700
2
Pump Station (Sub -basins 1,2 &3)
LS
1
$250,000
$250,000
3
16" Force Main
LF
14,000
• $55
$770,000
4
Pump Station (Sub -basins 4 & 5))
LS
1
$200,000
$200,000
5
10" Force Main
LF
16,000
$40
$640,000
6
Pump Station (Sub -basins 9,10&11)
LS
1
$200,000
$200,000
7
12" Force Main
LF
'10,000
$45
$450,000
8
Upgrade Island Point Pump Station
LS
1
$100,000
$100,000
9
Upgrade 8" F.M. to 16" F.M.
LF
13,500
$55
$742,500
10
Upgrade CommScope Pump Station
LS
1
$50,000
$50,000
11
Upgrade Sherrills Ford Pump Station
LS
1
$200,000
$200,000
12
Upgrade 12" F.M. to 20" F.M.
LF
18,200
$70
$1,274,000
13
Expand WWTP to 3.0 mgd
LS
1
$7,500,000
$7,500,000
14
Upgrade Discharge Pump Station
LS
1
$300,000
$300,000
15
Upgrade discharge F.M. to 24"
LF
20,600
$80
$1,648,000
SUBTOTAL
$14,754,200
Contingencies (10%) s,
$1,475,400
Design Engineering
$826,300
Construction Administration
$206,600
Legal/Administrative
$30,000
Easement Acquisition
$20,000
$17,312,500
TOTAL PROJECT COST
99568/ALT 1-3mgd-wwtp-site119-28feb00.xls

PRELIMINARY COST ESTIMATE
ALTERNATIVE NO. 2 - TRANSMISSION TO MID -SOUTH WWTP
CATAWBA COUNTY, NORTH CAROLINA
ITEM
UNITS
QUANTITY
UNIT PRICE
TOTAL COST
1
Mobilization
LS
3%
N/A
$223,900
2
Pump Station (CommScope)
LS
1
$200,000
$200,000
3
6" Force Main
LF
18,000
$30
$540,000
4
15" Gravity Sewer
LF
4,500
$65
$292,500
5
Pump Station (Island Point)
LS
1
$225,000
$225,000
6
8" Force Main
LF
13,500
$35
$472,500
7
24" Gravity Sewer
LF
1,500
$100 -
$150,000
8
Pump Station (Sherrills Ford School)
LS
1
$200,000
$200,000
9
12" Force main
LF
18,200
$45
$819,000
10
30" Gravity Sewer
LF
3,400
$130
$442,000
11
12" Force Main on bridge
LF
1,200
$150
$180,000
12
Transmission Pump Station
LS
1
$250,000
$250,000
13
12" Force Main
LF
28,800
$45
$1,296,000
14
Upgrade existing discharge line
LF
7,700
$45
$346,500
15
Upgrade existing lake discharge line
LF
500
$500
$250,000
16
Expansion of Mid -South VWVTP
LS
1
$1,800,000
$1,800,000
SUBTOTAL
$7,687,400
Contingencies (10%)
$768,700
Design Engineering
$453,600
Construction Administration
$130,700
Legal/Administrative
$15,000
Easement Acquisition
$100,000
TOTAL PROJECT COST
$9,155,400
99568/ALT 2-midsouth-28feb00.xls

I
PRELIMINARY COST ESTIMATE
ALTERNATIVE NO. 2 - PHASE II - TRANSMIT TO MID -SOUTH
CATAWBA COUNTY, NORTH CAROLINA
ITEM
UNITS
QUANTITY
UNIT PRICE
TOTAL COST
1
Mobilization
LS
3%
N/A
$490,200
2
Pump Station (Sub -basins 1,2 &3)
LS
1
$250,000
$250,000
3
16" Force Main
LF
14,000
$55
$770,000
4
Pump Station (Sub -basins 4 & 5))
LS
1
$200,000
$200,000
5
10" Force Main
LF
16,000
$40
$640,000
6
Pump Station (Sub -basins 9,10&11)
LS
1
$200,000
$200,000
7
12" Force Main
LF
10,000
$45
$450,000
7
Upgrade Island Point Pump Station
LS
1
$100,000
$100,000
9
Upgrade 8" F.M. to 16" F.M.
LF
13,500
$55
$742,500
10
Upgrade CommScope Pump Station
LS
1
$50,000
$50,000
11
Upgrade Sherrills Ford Pump Station
LS
1
$200,000
$200,000
12
Upgrade 12" F.M. to 20" F.M.
LF
18,200
$70
$1,274,000
13
Upgrade VWVfP discharge to 24"
LF
7,700
$80
$616,000
14
Upgrade lake discharge line to 24"
LF
500
$600
$300,000
15
Expansion of VWVTP
LS
1
$7,500,000
$7,500,000
16
Upgrade force main on bridge
LF
1,200
$250
$300,000
17
Upgrade Transmission Pump Station
LS
1
$300,000
$300,000
18
Upgrade transmission F.M. to 24"
LF
` 30,600
$80
$2,448,000
SUBTOTAL
$16,830,700
Contingencies (10%)
$1,683,100
Design Engineering
$942,600
Construction Administration
$235,700
Legal/Administrative
$30,000
Easement Acquisition
$20,000
TOTAL PROJECT COST
$19,742,100
99568/ALT 2-3mgd-midsouth-28feb00.xls

•
r1
PRELIMINARY COST ESTIMATE
ALTERNATIVE NO. 3 - TRANSMISSION TO MOORESVILLE
CATAWBA COUNTY, NORTH CAROLINA
ITEM
UNITS
QUANTITY
UNIT PRICE
TOTAL COST
1
Mobilization
LS
3%
N/A
$197,600
2
Pump Station (CommScope)
LS
1
$200,000
_ $200,000
3
6" Force Main
LF
18,000
$30
$540,000
4
15" Gravity Sewer
LF
4,500
$65
$292,500
5
Pump Station (Island Point)
LS
1
$225,000
$225,000
6
8" Force Main
LF
13,500
$35
$472,500
7
24" Gravity Sewer
LF
1,500
$100
$150,000
8
Pump Station (Sherrills Ford School)
LS
1
$200,000
$200,000
9
12" Force main
LF
18,200
$45
$819,000
10
30" Gravity Sewer
LF
3,400
$130
$442,000
11
12" Force Main on bridge
LF
1,200
$150
$180,000
12
Transmission Pump Station
LS
1
$250,000
$250,000
13
12" Force Main
LF
62,600
$45
$2,817,000
SUBTOTAL -
$6,785,600
Contingencies (10%)
$678,600
Design Engineering
$400,400
Construction Administration •.
$115,400
Treatment Capacity Purchase from Town of Mooresville
$1,000,000
Legal/Administrative
$15,000
Easement Acquisition
$100,000
TOTAL PROJECT COST
$9,095,000
99568/ALT 3-mooresville-02march00.xls

11
4-
PRELIMINARY COST ESTIMATE
ALTERNATIVE NO. 3 - PHASE II - TRANSMIT TO MOORESVILLE
CATAWBA COUNTY, NORTH CAROLINA
ITEM
UNITS
QUANTITY
UNIT PRICE
TOTAL COST
1
Mobilization
LS
3%
NIA
$626,300
2
Pump Station (Sub -basins 1,2 &3)
LS
1
$250,000
$260,000
3
16" Force Main
LF
14,000
$55
$770,000
4
Pump Station (Sub -basins 4 & 5))
LS
1
$200,000
$200,000
5
10" Force Main
LF
16,000
$40
$640,000
6
Pump Station (Sub -basins 9,10&11)
LS
1
$200,000
$200,000
7
12" Force Main
LF
10,000
$45
$450,000
7
Upgrade Island Point Pump Station
LS
1
$100,000
$100,000
9
Upgrade 8" F.M. to 16" F.M.
LF
13,500
$55
$742,500
10
Upgrade CommScope Pump Station
LS
1
$50,000
$50,000
11
Upgrade Sherrills Ford Pump Station
LS
1
$200,000
$200,000
12
Upgrade 12" F.M. to 20" F.M.
LF
18,200
$70
$1,274,000
13
New 30" interceptor on Dye Creek
LF
19,000
$130
$2,470,000
14
New 30" outfail to river
LF
3,000
$130
$390,000
15
Expansion of WWTP
LS
1
$7,500,000
$7,500,000
16
Upgrade force main on bridge
LF
1,200
$250
$300,000
17
Upgrade Transmission Pump Station
LS
1
$300,000
$300,000
18
Upgrade transmission F.M. to 24"
LF
' 62,600
$80
$5,008,000
SUBTOTAL
$21,469,800
Contingencies (10%)
$2,147,000
Design Engineering
$1,202,400
Construction Administration
$300,600
Legal/Administrative
$30,000
Easement Acquisition
$20,000
TOTAL PROJECT COST
$25,169,800
99568/ALT 3-3mgd-mooresville-28feb00.xfs
Ls

PRELIMINARY COST ESTIMATE
ALTERNATIVE NO. 4 - TRANSMISSION TO CITY OF NEWTON
CATAWBA COUNTY, NORTH CAROLINA
TEM
UNITS QUANTITY
UNIT PRICE
TOTAL COST
bilization
2
Pump Station (150
10" Force Main
LS
N/A
$245,600
0,000
0,000
F 15,000
$40
600,000
4
8" Gravity Sewer
F 2,000
Pump Station (Island Point)
8°' Force
$80
60,000
00
7
Pump Station (Sherrill Ford School
LS
$200,000
$200,000
5
472,500
250,000
$250, 000
2" Force Main
F
20.000
45
900,000
Pump Station (ComnScape
S
225,000
0
6'° Force Main
F 17,000
5
$225,000
935,000
Pump Station (East Bandys Road)
2
Force Main
Pump Station (Balls Creek
LS
LF 9,000
LS
$275,000
$55
250,000
$275,000
$495, 000
250,000
4
6" Force Main
F
,500
55
632,500
5
Pump Station (Balls Creek School
S
200,000
200,000
6
2 Force Main
F
7,000
$70
2,590,000
SUBTOTAL
8,610,600
Contingencies (10%
61,100
Design Engineering
Construction Administration
499,500
$137,800
Treatment Capacity Purchase from City of Newton
000, 000
egal/Administrative
20,000
Easement Acquisition
50,000
TOTAL PROJECT COST
99568/ALT 4-newton-16mar00.xls
79,000

•
�
PRELIMINARY COST ESTIMATE
ALTERNATIVE NO. 4 - PHASE 1I - TRANSMIT TO NEWTON
CATAWBA COUNTY, NORTH CAROLINA
ITEM
UNITS
QUANTITY
UNIT PRICE
TOTAL COST
1
Mobilization
LS
3%
N/A
$616,100
2
Pump Station (Sub -basins 1,2 &3)
LS
1
$250,000
$250,000
3
16" Force Main
LF
14,000
$55
$770,000
4
Pump Station (Sub -basins 4 & 5))
LS
1
$200,000
$200,000
5
10" Force Main
LF
16,000
$40
$640,000
6
Pump Station (Sub -basins 9,10&11)
LS
1
$200,000
$200,000
7
12" Force Main
LF
10,000
$45
$450,000
_8
Upgrade Island Point Pump Station
LS
1
$100,000
$100,000
9
Upgrade 8" F.M. to 16" F.M.
LF
13,500
$55
$742,500
10
Upgrade CommScope Pump Station
LS
1
$50,000
$50,000
11
Upgrade NC 150 Pump Station
LS
1
$200,000
$200,000
12
Upgrade 10" F.M. to 20" F.M.
LF
15,000
$70
$1,050,000
13
Upgrade Sherrills Ford Pump Station
LS
1
$600,000
$600,000
14
Upgrade 12" F.M. to 20" F.M.
LF
20,000
$70
$1,400,000
15
Upgrade E. Bandy's Pump Station
LS
1
$400,000
$400,000
16
Upgrade Baps Creek Pump Station
LS
1
$400,000
$400,000
17
Upgrade 16" F.M. to 20" F.M.
LF
37,500
$70
$2,625,000
18
Upgrade 20" F.M. to 24" F.M.
LF
' 37,000
$80
$2,960,000
19
2.5 mgd Newton WWTP Expansion
LS
1
$7,500,000
$7,500,000 i
SUBTOTAL
$21,153,600
Contingencies (10%)
$2,115,400
Design Engineering
$1,163,500
Construction Administration
$275,000
Legal/Administrative
$30,000
Easement Acquisition
$20,000
TOTAL PROJECT COST
$24,757,500
.99568/ALT 4-3mgd-Newton-28feb00.xls

2`J
h•'F, q''�Jr}_
J
r
L
rTh
II
L.
i
PRELIMINARY COST ESTIMATE
ALTERNATIVE NO. 5 - TRANSMISSION TO LINCOLN COUNTY
CATAWBA COUNTY, NORTH CAROLINA
ITEM
UNITS
QUANTITY
UNIT PRICE
TOTAL COST
1
Mobilization
LS
3%
N/A
$277,000
2
Pump Station (CommScope)
LS
1
$110,000
$110,000
3
6" Force Main
LF
18,000
$30
$540,000
4
15" Gravity Sewer
LF
4,500
$65
$292,500
5
Pump Station (Island Point)
LS
1
$225,000
$225,000
6
8" Force Main
LF
13,500
$35
$472,500
7
24" Gravity Sewer
LF
1,500
$100
$150,000
8
Pump Station (Sherrills Ford School)
LS
1
$200,000
$200,000
9
12" Force Main
LF
18,200
$45
$819,000
10
30" Gravity Sewer
LF
3,400
$130
$442,000
11
Transmission Pump Station
LS
1
$300,000
$300,000
12
Expansion of Lincoln County V V TP
LS
1
$1,500,000
$1,500,000
13
16" Force Main
LF
57,000
$55
$3,135,000
SUBTOTAL
$8,463,000
Contingencies (10%)
$846,300
Design Engineering
$490,900
Construction Administration ,
$135,500
Legal/Administrative
$15,000
Easement Acquisition
$500,000
TOTAL PROJECT COST
$10,450,700
99568/ALT 5-lincoln co-16mar00.x[s
J

J
PRELIMINARY COST ESTIMATE
ALTERNATIVE NO. 5 - PHASE II - TRANSMIT TO LINCOLN CO.
CATAWBA COUNTY, NORTH CAROLINA
ITEM
UNITS
QUANTITY
UNIT PRICE
TOTAL COST
1
Mobilization
LS
3%
N/A
$646,100
2
Pump Station (Sub -basins 1,2 &3)
LS
1
$250,000
$250,000
3
16" Force Main
LF
14,000
$55
$770,000
4
Pump Station (Sub -basins 4 & 5))
LS
1
$200,000
$200,000
5
10" Force Main
LF
16,000
$40
$640,000
6
Pump Station (Sub -basins 9,10&11)
LS
1
$200,000
$200,000
7
12" Force Main
LF
10,000
$45
$450,000
8
Upgrade Island Point Pump Station
LS
1
$100,000
$100,000
9
Upgrade 8" F.M. to 16" F.M.
LF
13,500
$55
$742,500
10
Upgrade CommScope Pump Station
LS
1
$50,000
$50,000
11
Upgrade Sherrills Ford Pump Station
LS
1
$200,000
$200,000
12
Upgrade 12" F.M. to 20" F.M.
LF
18,200
$70
$1,274,000
13
Expand WWTP to 3.0 mgd
LS
1
$7,500,000
$7,500,000
14
30" Gravity Discharge Line
LF
10,000
$130
$1,300,000
15
Upgrade Transmission Pump Station
LS
1
$400,000
$400,000
16
Upgrade Transmission F.M. to 24"
LF
57,000
$80
$4,560,000
SUBTOTAL
$19,282,600
Contingencies (10%)
$1,928,300
Design Engineering
$1,060,600
Construction Administration
$250,700
Legal/Administrative
$30,000
Easement Acquisition
$20,000
TOTAL PROJECT COST
$22,572,200
99568/ALT 5-3mgd-Lincoln-96mar00.xls

ik
PRELIMINARY COST ESTIMATE
ALTERNATIVE NO. 6 - DRIP IRRIGATION (LAND APPLICATION)
CATAWBA COUNTY, NORTH CAROLINA
ITEM
UNITS
QUANTITY
UNIT PRICE
TOTAL COST
1
Mobilization
LS
3%
N/A
$323,300
2
Collection System & WWTP (Art 2)
LS
1
$6,626,700
$6,626,700
3
2.5 MG holding pond
LS
1
$1,000,000
$1,000,000
4
12" Effluent Force Main
LF
10,000
$45
$450,000
5
Drip Irrigation Systems
LS
1
$2,700,000
$2,700,000
SUBTOTAL
$11,100,000
Contingencies (10%)
$1,110,000
Design Engineering
$632,700
Construction Administration
$166,500
Legal/Administrative
$15,000
Property Acquisition (85 acres)
$850,000
Easement Acquisition
$475,000
TOTAL PROJECT COST
$14,349,200
r 1 99568/ALT 6 - drip irrigation-28feb00.xls
LJ
fl

PRELIMINARY COST ESTIMATE
ALTERNATIVE NO. 6 - PHASE II - DRIP IRRIGATION (3.0 MGD)
CATAWBA COUNTY, NORTH CAROLINA
ITEM
UNITS
QUANTITY
UNIT PRICE
TOTAL COST
1
Mobilization
LS
3%
N/A
$786,100
2
System & WWTP (Alt 1 - 3.0 mgd)
LS
1
$14,754,200
$14,754,200
3
12.5 MG holding ponds
LS
1
$5,000,000
$5,000,000
5
Additional force main lines
LE
60,000
$45
$2,700,000
5
Drip Irrigation Systems
LS
1
$3,750,000
$3,750,000
SUBTOTAL
$26,990,300
Contingencies (10%)
$2,699,000
Design Engineering
$1,484,500
Construction Administration
$350,900
Legal/Administrative
$15,000
Property Acquisition (385 acres)
$3,850,000
Easement Acquisition
$50,000
TOTAL PROJECT COST
$35,439,700 -
99568/ALT 6 - 3mgd - drip irrigation-28feb00.xis

ANNUAL OPERATION AND MAINTENANCE COST ESTIMATE
SIIERR1LLS FO WASTEWATER TREATMENT ALTERNATIVES
ALTERNATIVE NO. 1 — NEW WASTEWATER TREATMENT PLAN 1'
rrEm
Salaries and Benefits
Office Expenditures
Bonds and Insurance
Chemicals
Electricity for pump stations
Supplies
Maintenance and Repairs
Pump Replacement Cost
Testing
Electricity for WWII'
*Sludge Handling
Miscellaneous
TO'FAL
PHASE I (0.5 MCI))
ANNUAL COST
$135,000
$ 2,000
5 2,000
$ 4,000
5 26,500
$ 5,000
$10,000
$10,500
$10,000
$50,000
$56,000
$ 3,000
$314„000
PHASE II (3 MCI))
ANNUAL COST
$200,000
$ 12,000
$ 12,000
$ 24,000
$100,000
$ 20,000
5 50,000
$100,000
$ 30,000
$150,000
$200,000
$ 10,000
$908,000
Sludge Itaridling costs based on $400 per ton charge at compost facility plus hatilin
99568/iniscial1l O&M cos s-28feb00 . dec

ANNUAL OPERATION AND MAINTENANCE COST ESTIMATE
SHERRILLS FORD WASTEWATER TREATMENT ALTERNATIVES
ALTERNATIVE NO. 2— TRANSMISSION TO MID -SOUTH WWTP
ITEM
PHASE I (0.5 MGD)
ANNUAL COST
PHASE II (3 MGD)
ANNUAL COST
Salaries and Benefits
$ 50,000
$100,000
Office Expenditures
$ 2,000
$ 8,000
Bonds and Insurance
$ 2,000
$ 8,000
*Treatment Charge from
Mid -South
$191,625
$1,277,500
Electricity for pump stations
$ 43,800
$262,800
Supplies and Materials
$ 2,400
$ 10,000
Equipment, Maintenance and
Repairs
$ 7,200
$ 20,000
Pump Replacement Cost
$ 5,000
$ 40,000
Miscellaneous
$ 3,000
$ 10,000
TOTAL
$307,025
$1,736,300
*Treatment charge based on average flow at a rate of $1.75 per 1000 gallons. Average
flow for Phase I period (2002-2012) is assumed at 300,000 gpd. Average flow for Phase
II period (2012-2022) is assumed at 2,000,000 gpd.
99568/misc/alt2 O&M costs-midsouth-02march00.doc

ANNUAL OPERATION AND MAINTENANCE COST ESTIMATE
SHERRILLS FORD WASTEWATER TREATMENT ALTERNATIVES
ALTERNATIVE NO. 3— TRANSMISSION TO MOORESVILLE WWTP
ITEM
PHASE I (0.5 MGD)
ANNUAL COST
PHASE H (3 MGD)
ANNUAL COST
Salaries and Benefits
$ 50,000
$100,000
Office Expenditures
$ 2,000
$ 8,000
Bonds and Insurance
$ 2,000
$ 8,000
*Treatment Charge from
Mooresville
$191,625
$1,277,500
Electricity for pump stations
$ 43,800
$262,800
Supplies and Materials
$ 2,400
$ 10,000
Equipment, Maintenance and
Repairs
$ 7,200
$ 20,000
Pump Replacement Cost
$ 5,000
$ 40,000
Miscellaneous
$ 3,000
$ 10,000
TOTAL
$307,025
$1,736,300
*Treatment charge based on average flow at a rate of $1.75 per 1000 gallons. Average
flow for Phase I period (2002-2012) is assumed at 300,000 gpd. Average flow for Phase
II period (2012-2022) is assumed at 2,000,000 gpd.
99568/misclalt3 O&M costs-mooresville-02mrch00.doc

ANNUAL, OPERATION A"TI AND NIA TENA COST ESlfIMATE
S 1ERRILLS FORD °A T WATER TREATMENT ALTERNATIVES
ALTE2RNATI" E NO. 4 TRANSMISSION TNENVFON WW LP
ITEM
Salaries xd flen
Office Expenditu
s
Bonds and,Insura ce
* T tfitCharg I°ro
L Newton,
City
�.f1sw
Electricity state is
l tat IlesAnd Matert,
L u Anient, «`I intenance and
Rep,
Pump Rer lac men Cost
scella eons
TOTAL
PHASE I0.5 MGD) PHASE II MGD)
ANNUAL COST ANNUAL COST
50,000 100,000
2,000
2,000
SI91,625
86,000
S 2,400
SI,00
10,00
3,000
8,000
8,000
1,27"7, 00
I ,000
I0,000
80,000
100,000
10,000
$';,109, 00
clzal e based on average flow at a rate of $1,75 oe;r Z 000 gal s. Average
r base f period 2002 OI2) is assumed at 300,000 god,
A era e flow t r Phase
II period 2012-2022) is assumed at 2,000,000 god,
9956
04 08z
COS1s 11t
01
c.
doc

J
ANNUAL OPERATION AND MAINTENANCE COST ESTIMATE
SHERRILLS FORD WASTEWATER TREATMENT ALTERNATIVES
ALTERNATIVE NO. 5— TRANSMISSION TO LINCOLN COUNTY WWTP
ITEM
PHASE I (0.5 MGD)
ANNUAL COST
PHASE H (3 MGD)
ANNUAL COST
Salaries and Benefits
$ 50,000
$100,000
Office Expenditures
$ 2,000
$ 8,000
Bonds and Insurance
$ 2,000
$ 8,000
*Treatment Charge from
Lincoln County
$191,625
$1,277,500
Electricity for pump stations
$ 43,800
$262,800
Supplies and Materials
$ 2,400
$ 10,000
Equipment, Maintenance and
Repairs
$ 7,200
$ 20,000
Pump Replacement Cost
$ 5,000
$ 40,000
Miscellaneous
$ 3,000
$ 10,000
TOTAL
$307,025
$1,736,300
*Treatment charge based on average flow at a rate of $1.75 per 1000 gallons. Average
flow for Phase I period (2002-2012) is assumed at 300,000 gpd. Average flow for Phase
II period (2012-2022) is assumed at 2,000,000 gpd.
99568/misc/aIt5 O&M costs-lincoln-02march00.doc

ANNUAL OPERATION AND MAINTENANCE COST ESTIMATE
SHERRILLS FORD WASTEWATER TREATMENT ALTERNATIVES
ALTERNATIVE NO. 6 — DRIP IRRIGATION (LAND APPLICATION)
ITEM
PHASE I (0.5 MGD)
ANNUAL COST
PHASE II (3 MGD)
ANNUAL COST
WWTP and Pump Stations
(see Alt 1)
$314,000
$908,000
Drip Irrigation System
$ 20,000
$ 80,000
TOTAL
$334,000
$988,000
99568/misc/alt6 O&M costs -drip irr-02march00.doc

APPENDIX B
CATAWBA COUNTY SOILS INFORMATION
Page 19

U. S. DEPARTMENT OF AGRICULTURE
SOIL CONSERVATION SERVICE
NORTH CAROLINA AGRICULTURAL EXPERIMENT STATION
GENERAL SOIL MAP
CATAWBA COUNTY, NORTH CAROLINA
Scale 1:190,080
1 0 1 2 3 4 Mlles
l:lil 1 1 I 1
35.45'
35°35'—
0
35°40'--
lveh area outlined on this map consists of
more than one kind of soil. The map is thus
meant for general planning rather than a bails
for decisions on the use of specific tracts.
I
LINCOLN I
0
AI.EXA14pC.R `XORY
Ake
COUNTY
•
SOIL ASSOCIATIONS
Cecil association: Gently sloping to moderately steep soils that hove a subsoil
that is dominantly red, firm clay; on brood ridgetops and short side slopes
Hiwossee-Cecil association: Gently sloping to moderately steep soils that hove
a subsoil that is dominantly dark -red or red, firm clay; on fairly broad ridgetops
and short side slopes
Hiwossee association: Gently sloping to moderately steep soils that hove a sub-
soil that is dominantly dark.red, firm clay; on smooth, broad ridgetops and short
side slopes
Pacolot-Cecil association: Gently sloping to steep, mainly grovelly soils that
hove a subsoil that Is dominantly red, friable clay loom or firm clay; on long,
narrow, winding ridgetops and long side slopes
Madison -Cecil association: Gently sloping to moderately steep, mainly gravelly
soils :hot have a subsoil that is dominantly red, friable clay or firm clay; on fairly
narrow ridgetops and long side slopes
Cecil-Appling association: Gently sloping to moderately steep sails that have a
subsoil that is dominantly red or strong -brown and brown, firm clay; on broad ridge -
tops and short side slopes
8
co
Compiled 1974

r :c te. . . e .... _.
et. li
0
14.6 1
..A
F, Oliver. cm“rnalig 4
3/4(4h
•
INDEX TO MAP SHEETS
CATAWBA COUNTY, NORTH CAROLINA
Scale 1:190,080
0 1 2 3 4 Miles
LIIi I
35'40' —
Inset, sheet 2 9
inset,
sheet 2 9
35°4T--
inset, sheet 14 /
souruzA„..4.,
Vifrisl(elf.:""
rookford
Blackburn
At o
..4
0...
.
Plateau k! 4
-=',---.)SoR7.7-Zr.:.• ...--_--n:".:::.1-- ..V1.73;=•.. .: -7,==':,1,:=CopeM.F.,...:-. ---r.<17.7 la. Viol.:=, 3r:Ns_ r.:=7.12 -,
35°35'—ri .X-..i
ti. f ,C s,
Mail
t 1
- LINCOLN— I ‘.......C2 4
'—',COUNTPYr.....---,--..>".•
/Inset, 11 r9)
[I I,
. _ :
i
8
sheet 47 ft,r*c73,mczamrr,,,,mcmim_,a;,,D „_ , 4 A,ra=z,a03„,=-
,.
C
Ear
b
0
Catawba.
Bandy
Island
ti.4:71`
er ell

CATAWBA COUNTY, NORTH CAROLINA - SHEET NUMBER 45
CmD2 PeE
(loins sheet 54)

x
[
1
CM32-7
8
CmC2
o
cu
63
8
0
1 390 000 FEET
(Joins sheet 45)
peE CATAWBA COUNTY, NORTH CAROLINAc cSiiIEET NUMBER 54
. ..C91329
1 405000 FEET
CmC2
.•

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Homan, Secretary
Kerr T. Stevens, Director
October 4, 1999
Kelly R. Boone
Camp Dresser & McKee
301 South McDowell Street, Suite 200
Charlotte, North Carolina 28204-2686
DENR
RE: DENR #971, SCH# 00-E-4300-0096
Environmental Assessment (EA)/ Finding of No Significant Impact (FONSI) for
the City of Newton US 321/NC 10 Interchange Sewer System. Project
Catawba County
Dear Ms. Boone:
On September 29, 1999 the State Clearinghouse deemed the North Carolina
Environmental Policy Act review on the City of Newton's US 321/NC 10 Interchange
Sewer System Project in Catawba County complete (see attached letter from the
Clearinghouse). It is now acceptable to proceed with your permit applications through
the Division of Water Quality for the various components of the proposed project. No
further actions on the Environmental Assessment are required.
If there is anything I can assist you with, please do not hesitate to give me a call at (919)
733-5083, ext. 567.
Sincerely,
Gloria F. Putnam
Environmental Specialist.
enclosure (SCE ltr)
cc: Kim Colson, Non -Discharge Permitting Unit (w/ enclosure)
Tom Poe, Pretreatment Unit
Melba McGee, DENR (w/ enclosure)
Rex Gleason, DWQ-Mooresville Regional Office (w/enclosure)
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 Telephone [phone] FAX 919-71 a- 5637
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post -consumer paper

North Carolina
Department of Administration
James B. Hunt, Jr., Governor Katie G. Dorsett, Secretary
September 29, 1999
Ms. Gloria Putnam
NC Dept of Env & Nat Resources
Division of Water Quality
Archdale Building
Raleigh, NC 27603
Dear Ms. Putnam:
Re: SCH File # 00-E-4300-0096; Environmental Assessment/Finding of No Significant Impact City
of Newton - Proposed US 321/NC 10 Interchange Sewer System Project; Involves Construction
of 7.2 Miles of Sewer Pipeline and 2 Pump Stations
The above referenced environmental impact information has been reviewed through the State
Clearinghouse under the provisions of the North Carolina Environmental Policy Act.
No comments were made by any state/local agencies in the course of this review. Therefore, no further
environmental review action on your part is required for the compliance with the Act.
Best regards.
cc: Region E
Sincerely,
Ms. Chrys Baggett
EnvironmentalPolicy1 &Coordinator
116 West Jones Street Raleigh, North Carolina 27603-8003 Telephone [phone]
An Equal Opportunity / Affirmative Action Employer

"r'JAME6 B. HUNT JR.'!
GOVERNOR
•
TIA
;..VNAYNE �'IcDEVITr: "r�F
;SECRETARY, �.
!� A'paESToN:How' D K
JRKyP,.E+`S k „.
'DIRECTOR
i7 Svr�1
•
•
4,1
P.
o
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
April 22, 1999
Mr. J. Thomas Lundy, Manager
County of Catawba
P. O. Box 389
Newton, North Carolina 28658
SUBJECT: Catawba County
Balls Creek Elementary School
Preliminary Engineering Report
Dear Mr. Lundy:
The Construction Grants & Loans Section has completed its review of the subject
Preliminary Engineering Report and has the attached comments. Responses to these
comments should be submitted for our review and approval as soon as possible.
If you have any questions concerning this matter, please contact Mr. Jay Lucas at
[phone].
JBL/pe
Sincerely,
T. Allen Wahab, P.E.,
Assistant Chief for Engineering Branch
Attachment (all cc's)
cc:
W. K. Dickson (Hickory)
Mooresville Regional Office
AIlen Wahab
DMU/FEU/SRG
CONSTRUCTION GRANTS 8 LOANS SECTION
P.O. Box 29579, RALEIGH, NORTH CAROLINA 27626-0579
PHONE [phone] FAX [phone]
AN EQUAL OPPORTUNITY /AFFIRMATIVE ACTION EMPLOYER - 50% RECYCLED/1 O% POST -CONSUMER PAPER

Comments on the
Catawba County - Balls Creek Elementary
Preliminary Engineering Report
4/22/99
1. Provide calculations for flow from the Balls Creek Elementary School and include this flow
in the total flow calculations.
2. The preliminary engineering report lists the design flow as 467,775 gpd; however, the
environmental assessment lists the flow as 50,000 gpd. Revise the flow figure in the
environmental assessment.
3. Provide preliminary design calculations for the pump station and all sewer lines.
4. Provide preliminary design calculations demonstrating that the receiving sewers can
transport the new flow.
5. Provide the line sizes on a map.
6. Confirm if Catawba County will have residential water or sewer customers upon completion
of this project.
7. Confirm if any residences will immediately connect to the proposed system upon
completion. The initial flow from the school will be relatively low during school days and
non-existent during school breaks. Confirm that the pump station will be able to operate
with this flow pattern. Odor control and corrosion control my be necessary.
8. Confirm that the pump station will be able to pump 2.5 times average daily flow with any
one pump out of service.
9. Confirm that the pump station will meet power reliability requirements.

MEMO TO: Jay Lucas
FROM Rex Gleason
DIVISION OF WATER QUALITY
May 10, 1999
G.�
Prepared By: Samar Bou-Ghazale S
SUBJECT: City of Newton
US 321/NC 10 Interchange Area Sewer
Alternatives Analysis
Catawba County, N.C.
As requested by your memo dated April 13, 1999, this Office
has reviewed the preliminary engineering report submitted by Camp
Dresser & McKee for the City of Newton's proposed sewer extension.
The City is proposing to provide sewer service to serve high
growth areas.
The report submitted by CDM analyses the following four
alternatives:
Alternative A Common Collector Force Main Along NC 10.
Alternative B Tributary Gravity Sewer with Tributary
Force Main along NC 10.
Alternative C South Fork Catawba River Interceptor with Rocky
Ford Road Force Main.
Alternative D South Fork Catawba River Interceptor with
Tributary Force Main.
Alternative
be the preferred
This Office
If you have
advise.
D was selected by CDM as well as by the City to
alternative.
has no objections to the project as proposed.
any questions regarding this matter, Please

'• JAMES B. HUNTJIt:.N_
?.GOVERNOR
R n t :
4.1
levifyAYNE MCBEVIT '
.A SECRETARY
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
9:47.2T, (:ri'
,2Z
April 30, 1999
Mr. Jay Stowe, Director
Public Works and Utilities
City of Newton
201 West Fourth Street
Newton, North Carolina 28658
Vily 4 j�..
grill "i
SUBJECT: City of Newton
Preliminary Engineering Report
Dear Mr. Stowe:
The Construction Grants & Loans Section has completed its review of the subject
Preliminary Engineering Report and has the attached comments. Responses to these
comments should be submitted for our review and approval as soon as possible.
If you have any questions concerning this matter, please contact Mr. Jim Behmer
at [phone].
Sincerely,
T. Allen Wahab, P.E.
Assistant Chief for Engineering Branch
JDB/nw
Attachment (all cc's)
cc:
Camp Dresser & Mckee
Mooresville Regional Office
Jim Behmer
DMU/FEU/SRG
CONSTRUCTION GRANTS $ Lowrie SECTION
P.O. BOX 29579, RALEIGH, NORTH CAROLINA 27626-0579
PHONE [phone] FAX [phone]
AN EQUAL OFPORTUN ITY / AFFIRMATIVE ACTION EMPLOYER - SO% RECYCLED/1 0% POST -CONSUMER PAPER

City of Newton
Sewer Service for the U.S. 321/N.C. 10 Interchange Area
Technical Review Comments
for the Route Analysis and Conceptual Design Report
4/30/99
1. The design criteria in the report stated that the gravity sewers would be sized to carry the
design average daily flow while flowing at a depth of one half the pipe diameter.
Gravity lines are considered to be 40 to 50-year facilities; therefore, we suggest that they
be designed to flow half full at the 20-year peak flow.
2. The report stated the average unit flow factor for residential wastewater flow as 45
gallons/capita/day. Please justify using a flow factor under 70 gallons/capita/day.
3. The report also stated the average flow factor for industrial and commercial wastewater
flow as 195 gallons/employee/day. Please justify this flow factor. Letters of
commitment from industries should also be submitted to justify the projected industrial
and commercial flow.
4. Provide preliminary design calculations for the 18-inch diameter PVC trunk sewer lines;
justify using this size of sewer line.
5. Please provide preliminary design calculations for the 8-inch collector sewer lines along
N.C. 10.
6. Please submit a letter from the County Health Department that documents any failures of
septic systems in the project area and indicates a need for a central wastewater collection
system.
7. Please provide preliminary design calculations for the South Fork pump station and force
main. Show the engineering calculations that justify using an 8-inch force main and
pump station capacity of 0.7 mgd (470 gpm). Please provide the number of pumps, GPM
of each pump, and whether or not standby power will be provided for the pump station.
8. The report indicated that out of 216 homes located near the existing Westside sewer
system, only one (1) home has elected to connect to the sewer system. Note that
mandatory hookup will be required for the area to be served by the proposed sewer
project.
9. Please provide preliminary design calculations for the Startown EIementary School pump
station and force main. Note that the report described a 2 or 3-inch diameter force main,
while the preliminary construction cost estimates indicated using a 4-inch force main.
Typically, a 4-inch diameter force main is the minimum size allowed unless preceded by

Camp Dresser & McKee
01 South McDowel Street, Suite 512
Charlotte, North Carolina 28204-2686
Tel: [phone] Fax: [phone]
November 12,1999
Ms. Shannon Mohr Thornburg
Environmental Engineer
Non -Discharge Permitting Unit
North Carolina Department of Environment and. Natural Resources
512 North Salisbury Street
Suite 1219
Raleigh, North Carolina 27604
Subject: City of Newton - US 321/NC 10 Interchange Sewer System
Response to Additional Information Request
Application. No. WQ0017150
Phone: [phone] ex t. 353
Dear Ms. Thornburg:
This letter, on behalf of the City of Newton, is in response to the Non -Discharge Permitting
Unit's technical request for additional information related to the review of the Non -
Discharge Permit application for the City of Newton's I.S. 321/N.C. 10 Interchange Sewer
System Project. The letter was dated October 14, 1999 and requested the clarification of a
number of items associated with the application. A copy of the letter is included in
Attachment A. The following is the requested information:
neral:
Please find attached (attachment B) a complete and revised permit application for this
project that includes a water classification sheet for the unnamed tributary of Betts
Branch, previously omitted. Please note that the portion of the project located west of
Startown Road (SR 1005) drains to the South Fork Catawba River, and the portion of the
project located east of Startown Road drains to the previously mentionedunnamed
tributary to Betts Branch.
Please find attached (Attachment C) a copy of documentation verifying the receipt of
appropriate nationwide permits/404 Certifications for the project. 401 Certification is
pending, but no delays are anticipated.
Please find attached (Attachment D) documentation indicating that appropriate soil.
erosion and sedimentation control permits have been applied for. Please note that the
attached drawings include the requested modifications and will be re -submitted for
final approval.
4. Please find attached (Sheets "CD-8 through CD-11") a complete profile of the South
Fork Pump Station force main for your review.
Pf;4newlonlu.5321 kvrresp19hombrg. wpd

CDMCamp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 2
Wastewater Flows
1. Page 2 of 8 of the revised application (Attachment B) includes this modification to
reflect initial flows associated with the Startown Elementary School pump station.
2. Page 2 of 8 of the revised application (Attachment B) includes this modification to
reflect the correct permit number of the downstream wastewater treatment facility.
3. Please see Attachment E for the revised evaluation of the existing Westside pump
station. The following is our response to the comments posed in the letter by bullet
item.
The second pump at both the South Fork and Startown Elementary School pump
stations is provided for redundancy and is not required to deliver design flows.
However, if both South Fork pumps are running while the Startown pumps are off,
more flow (740 gpm) will be delivered to the existing Westside Pump Station than if one
of the South Fork and one of the Startown pumps are running (710 gpm total). Please
recall that the original submittal of calculations assumed the latter scenario. The revised
calculations attached assume the 740 gpm scenario.
At the time that the design calculations were prepared, we were assuming that there
were 216 potential single-family home lots tributary to the Westside pump stations as
presented on Page 32 of the previously submitted calculations. This number was based
on a memorandum prepared by the Director of Public Works for the City of Newton
that discussed the costs associated with providing water service to this area (see
Attachment E). However, further consideration of this data finds that this
memorandum considered other neighborhoods outside the service area of the existing
Westside Pump Station, which is able to serve only the Nottingham Subdivision.
Furthermore, the memorandum only considered houses that were already built (Le., 48
in the Nottingham Subdivision as of July 30, 1996), of which only one has actually
connected to the collection system. There are many empty parcels in this
neighborhood.
Further evaluation of tax parcel data for the neighborhood indicates that there are 190
total single-family home parcels in the Nottingham Subdivision that could be served by
the existing Westside Pump Station (See tax maps in Attachment E). In addition, the
parcels may develop as three bedroom homes. Therefore, the average daily unit flow
factor for analysis of the Westside Pump Station was increased to 360 gallons per day
per Regulation 15A NCAC 2H .0219. Note that significantly more infrastructure must
be installed before the entire neighborhood could receive sewer service. The existing
gravity sewer system is located along the two streams only.
H:.n ewto n4rs3211co r rasptih om brg.wpd

CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 3
The Westside Pump Station is, in fact, the only wastewater facility that is tributary to
the downstream 15-inch diameter trunk sewer.
The attached calculations evaluating the performance of the existing Westside Pump
Station differ from that previously submitted in the following manner:
A.) Both South Fork pumps are assumed to be running while the Startown pumps are
off such that the total influent flow from these new systems is 740 gpm (greater than
the 710 gpm assumed initially).
B.) All 190 parcels tributary to the existing Westside Pump Station have been built upon
with three bedroom homes such that the unit flow factor per dwelling unit is 360
gallons per day. Recall that at this time there are only about 50 homes actually built
in the subdivision and of those only one has elected to connect to the system.
Furthermore it is impossible to predict when or if additional homes will connect to
the system.
C.) The South Fork pumps are operating on a 23 minute cycle time (see Attachment I)
and the dynamic wet well volume is 3,638 gallons.
The results of this analysis indicate that the maximum water surface elevation in the
existing Westside Pump Station's wet well under this critical hour scenario is 863.32
feet, or 0.56 feet greater than the pump station's current high water alarm. Note,
however, that the station is in no danger of overflowing and the surcharge condition
would not propagate upstream of the pump station since the invert elevation into the
influent structure of the pump station is greater than this elevation at 864.0 feet (See
Detail B, Sheet CD-6, of the drawings for further clarification). Therefore, it would be
prudent to adjust the high water level alarm at this pump station from its current
setting to approximately 864.0 feet.
Pumping Station Design:
1. Please find attached (Attachment F) cut -sheets obtained from Flygt's catalog for the
pumps around which the contract documents were written (CP-3067 corresponds to the
South Fork pump station and CP-3300 corresponds to the Startown Elementary School
pump station). Note that other "or equal" pumps are allowed to bid on the project as
long as they conform to requirements as detailed in Section 11306 of the technical
specifications.
2. The City of Newton owns multiple trucks for electrical power line maintenance that are
equipped with steel booms and winches. These trucks are routinely used to lift
submersible pumps from their installations for maintenance.
il:Lnewtc n\vs3211coryes pUho mbrg.wp d

CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 4
3. The attached revised drawings include an all-weather roadway to access the proposed
Startown Elementary School pump station.
4. Included in Attachment G is the buoyancy calculations as prepared by a structural
engineer during his review of the structural elements of the project. Key assumptions
in these calculations include that the lift station is fully submerged (i.e., groundwater
level and surface water to top of slab, which is the 100-year flood elevation), the wet
well is empty, and there are no pumps or piping in the wet well. The calculations also
evaluate the alternative scenario for construction of the wet well through the use of a
concrete plug for the base. The calculations found that the wet well is not in danger of
floating under this scenario.
5. The attached revised drawings include a flap valve in the wet well end of the valve
vault drain line to prevent wastewater from backing up into the valve vault.
6. PIease refer to Sections 11306 paragraph 2.07.C.5 and 16191 paragraph 2.01.T for details
related to the audible and visual alarm. These features will be included with the pump
control panel. The audible and visual alarms are not referenced on the drawings.
7. The intent of the information provided on the application related to this issue was that
under the design presented herein, provisions have been made to the electrical systems
at the two pump stations to provide connections for portable generators, if needed. The
City of Newton does not own portable generators. Please find attached (Attachment H)
calculations of available storage time at the two pump stations. Per the attached
calculations, there is approximately 12.4 hours of storage available at the South Fork
Pump Station under future design conditions. In addition, there is approximately 1.1
hours of storage available at the Startown Elementary School Pump Station (Note that
there is additional storage available in the Startown Elementary School system that was
not considered in this calculation to provide a safety factor).
8. The attached revised drawings have been modified to reflect this suggestion.
9. Please see the attached calculations (Attachment I) that show that the minimum cycle
time of the South Fork Pump Station is 30 minutes or 2 starts per hour.
10. Please refer to the last page of technical specification Section 11306 that provides the
desired operating range of the pump to be installed at both the South Fork and
Startown Elementary Pump Stations.
11. The basis of design flows used for this project is the Comprehensive Water and Sewer
System Analysis (CDM, 1998) prepared for the City of Newton, which identified a set of
improvements to provide water and sewer service to new areas in and around the City
of Newton. This document also developed flow projections for various planning areas.
The 18-inch-diameter gravity trunk sewer is designed to accommodate an ultimate
HAriewbanius321 \ca rresplthombrg.wpd

CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 5
average daily flow rate of approximately 550 gpm. In order for this flow rate to be
achieved requires additional sewer to be constructed both upstream of NC10 and on the
west side of the South Fork Catawba River.
The pump station will initially have only two pumps (i.e., a duplex station), but will be
expandable to three pumps (i.e., there will be a vacant slot initially in the wet well).
This arrangement minimizes the initial construction cost and allows the city to respond
appropriately to actual growth patterns in the drainage basin by either (1) adding a
pump, (2) replacing the two existing pumps, or (3) installing three new pumps.
An 8-inch-diameter force main was selected based on economic factors as well as to
maintain a velocity of greater than 3 fps during initial flows. While the gravity sewer is
designed to convey wastewater flows through the 20-year planning horizon, the force
main will require an upgrade prior to that time. The city will need to construct a new
parallel 10-inch diameter force main to convey the design flows.
The minimum design flow (470 gpm) for the pump station (which is the average daily
design flow times a factor of 2.5) is based on providing a minimum velocity of 3 fps in
the 8-inch diameter force main to keep solids from accumulating in the pipe. This flow
rate is to be achieved by one pump. This initial pumping capacity accommodates
approximately one-third (Le., 188 gpm) of the ultimate average daily dry weather flow
(i.e., 550 gpm) to be conveyed by the South Fork Pump Station in the future.
Gravity Sewer and Force Main Designs:
1. Please refer to the attached revised drawings, which call out watertight manhole covers
along the South Fork Catawba River. The watertight manhole covers are specified on
the manhole detail, in addition to the technical specifications Section 5500 paragraph
2.04.A.
2. Please see the revised permit application (Attachment B) which includes the proper
lengths of sewer pipe to be installed under this project.
3. Please refer to the attached revised drawings that have been modified to reflect this
change to provide 3 feet of cover between STA 83+80 and 84+25 of the gravity sewer
portion of the project.
4. Regulation 15A NCAC 2H .0219 (i) (2) (G) (v) states that the minimum buffer for
"Waters classified WS-II, WS-III, B, SA, ORW, HQW, or SB" is 50 feet. Regulation 15A
NCAC 2H .0219 (i) (2) (G) (v) states that the minimum buffer for "Any other stream,
lake or impoundment" is 10 feet. The South Fork Catawba River is classified as a WS-
IV CA water, which is not included in the regulation as one requiring a 50 foot buffer.
Therefore, a buffer in excess of 10 feet (and often less than 50 feet) was maintained
throughout the selected route of the project.
H:\newlon\us321\ grresplthornbrg.wpd

CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 6
We understand that the interpretation of the 50 foot buffer is based on the following; (a)
the WS-IV classification did not exist when Regulation 15A NCAC 2H .0219 (i) (2) (G)
(v) was written, (b) a new regulation, not related to sewer design, implemented since
this time created the new water supply classification, (c) regulations are time-
consuming and challenging to modify, and (d) Regulation 15A NCAC 2H .0219 (i) (2)
(G) (v) is now interpreted to indude waters classified as WSIV. Further note that no
public notification has been provided indicating the new interpretation of this existing
Regulation and the design was completed on the basis of Regulation 15A NCAC 2H
.0219 (i) (2) (G) (v) as it currently reads.
Note that changes to the route at this stage of the project would require re-routing the
sewer into potential wetland areas, re -surveying the route including modifying right-of-
way easement plats, and significant associated additional engineering costs.
Alternatively, providing ductile iron pipe throughout the force main route will increase
significantly the construction cost of the project.
The City has therefore taken exception to this comment and as such the revised
drawings do not indude either a modified route or the use of ductile iron pipe.
5. Please see comment 4 above.
6. As stated previously under General Comments, Item 1, please find attached
(attachment B) a complete and revised permit application for this project that includes a
water classification sheet (Class C) for the unnamed tributary of Betts Branch,
previously omitted. As required for this water classification, a 10 foot buffer is
provided for the proposed force main.
7. Please refer to the attached revised drawings that have been modified to reflect this
change to provide sufficient buffer between the gravity sanitary sewer and the storm
sewer at STA 100+85.
8. Please refer to the attached revised drawings that have been modified to reflect the
locations of drinking water supply wells along the route of the force main. The only
wells that were found to be near the route of the force main were in the Wyoming Street
neighborhood as shown on sheet C-12.
9. Section 02610 (Pipeline Testing and Cleaning) has been modified to include a maximum
allowable leakage rate of 100 gallons per day per inch diameter per mile installed.
10. The technical specifications have been amended to mandate that pressure and leakage
testing for force mains shall be in accordance with AWWA C600 for ductile iron pipe
and AWWA C605 for PVC pipe.
H:1ne wto nlu s 321 \corre s plth o m b rg.wpd

CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 7
I hope that this provides the information needed to evaluate the City of Newton's
application. Please feel free to contact me if you have any questions or if I may be of any
further assistance.
Very truly yours,
CAMP DRESS & MCKEE
son Dorn, P.E.
Project Engineer
cc: Jay Stowe, City of Newton
Jeff Payne, CDM
Kelly Boone, CDM
HAnowton\us3211correspMhombrg.wpd

CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 8
Attachment A
Additional Information Request Letter
H:lnewlontus3211correspltha mb rg.wpd

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
October 14, 1999
Mr_ Jay C. Stowe, P.E.
City Engineer/Director ofPublic Works & Utilities
City of Newton
Post Office Box 550
Newton, North Carolina 28658
Dear Mr. Stowe:
4417416 .
NCDENR
NORTH CAROUNA DEPARTMENT OF
ENVIRONMENT AND NAMIRAE RESOURCES
Subject: Application No. WQ0017150
Additional information Request
US 321/NC 10 Interchange Sewer System
Sewer -Public
Catawba County
The Non -Discharge Permitting Unit has completed a preliminary engineering review of the
subject application. Additional information is required before we can continue our review. Please
address the following items no later than November 15, 1999:
General:
1) Only one Page 5 of 8 of the application form was submitted with this application package.
Please note that a downslope water classification sheet must be provided for each pumping
station to be permitted. Therefore, please provide a second Page 5 of 8 for the Startown
Road School Pump Station, or otherwise provide information that confirms that
downslope water classification for the South Fork Pump Station is applicable.
2) Please verify that the appropriate nationwide permits/401/404 Certifications have been
applied for and/or received for the various stream crossings and wetland impacts
throughout this project.
3) Please verify that the appropriate soil erosion and sedimentation control permit have been
applied for and/or received for this project.
4) Regulation 15A NCAC 2H .0205 (d) (4) (B) requires that plan and profile be provided for
all force mains. Note that the submitted drawings only contain a plan view and selected
detailed profile views of the South Fork Pump Station force main. Although a general
note regarding minimum cover over this force main was provided, the Division of Water
Quality (Division) uses the profile views to verify the minimum cover, maintenance of
State -required vertical buffers, proper placement of air -release valves, and the pumping
station design calculations. For these reasons, please amend the drawings to include
complete profile drawings for all sewers proposed by this project.
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled! 10% post -consumer paper

Wastewater Flows:
1) Item III. 6. on Page 2 of 8 of the submitted application farm states that zero flow will be
generated by this project in the short term. Specifically, flow will be allocated as sewer
extensions are made to the proposed trunk line. It is apparent, however, that the flow
from the Startown Road School will be made tributary to the system almost immediately.
Therefore, please amend Page 2 of 8 ((i.e., signed, sealed, and dated by the North
Carolina -licensed professional engineer) with the expected daily design flow from this
facility.
2) Item IV. 2. a. on Page 2 of 8 of the submitted application form states that the .permit
number for the wastewater treatment facility to receive the wastewater is WQ0003902.
The Division's records show that this is the permit for the City of Newton's residuals Iand
application program. Please provide an amended Page 2 of 8 (i.e., signed, sealed, and
dated by the North Carolina -licensed professional engineer) that provides the correct
information.
3) The downstream sewers' evaluation provided in the engineering calculations is one of the
most comprehensive that this reviewer has seen. However, please clarify the following
issues:
♦ From review of the engineering calculations, it appears as if the peak flow to the
Westside Pump Station would be equivalent to 740 gallons per minute (i.e., initial
case with two pumps operating in the South Fork Pump Station and the Startown
Road School Pump Station off). Please amend the evaluation accordingly.
♦ Please clarify whether there are 216 or 204 homes previously permitted to tie into the
Westside Pump Station (i.e., see discrepancy between Page 32 and Page 35 of
engineering. calculations).
♦ The daily design flow for the 204 homes previously permitted to tie into the Westside
Pump Station was assumed to be 240 gallons per day. Please confirm that these
were, in fact, planned as two -bedroom homes and not with three bedrooms.
+ Please clarify whether or not the Westside Pump Station is the only wastewater
facility that is tributary to the 15-inch gravity sewer.
Pumping Station Design:
1) Please submit cut -sheets detailing the dimensions and minimum installation requirements
(i.e., minimum wet well size, minimum deadman's float level, minimum access hatch sizes,
etc.) for the final pump.selected for both the South Fork Pump Station and the Startown
Road School Pump Station.
2) Please clarify how the pumps at both the South Fork Pump Station and the Startown Road
School Pump Station will be removed from their respective wet wells for maintenance,
repair, and/or replacement.

Pumping Station Design (continued):
3) Regulation 15A NCAC 2H .0219 (h) (8) requires that an all-weather roadway be provided
to all pumping station sites. The road design for the South Fork Pump Station is obvious
in the submitted drawings; however, the Division could not discern that a road is proposed
at the Startown Road School Pump Station as well. Please amend the drawings as
necessary, and submit the revised drawings for the Division's review.
4) Please provide buoyancy calculations for both the South Fork Pump Station and the
Startown Road School Pump Station, assuming complete submersion and ignoring the
weight of the pumps and any residual wastewater in the wet wells. Ensure that the
calculations match with what is provided on the submitted drawings (i.e., same amount of
concrete, etc.).
5) Please provide a flap valve or some other type of mechanism to prevent accumulated
wastewater from backing up from the wet wells into the valve vaults of both the South
Fork Pump Station and the Startown Road School Pump Station.
6) Neither Sheet E-1/Sheet E-2 nor Section 11306 (Submersible Wastewater Pumps) •
specifies that audible and visual alarms are to be provided at the South Fork Pump Station
and the Startown Road School Pump Station. Note that these types of alarms are required
at all pumping stations, per Regulation 15A NCAC 2H .0219 (h) (5). Please amend the
drawings and specifications accordingly for the Division's review.
7) The submitted application form and drawings indicate that a portable generator is to be at
both pumping stations in the event of a power failure. Please provide the City's
contingency plan for handling such a situation. Specifically, this plan should clarify how
many pumping stations the stand --by generators are going to serve, the anticipated
response time, notification procedures, and responsible personnel. Note that additional
wet well storage should be designed at the proposed pumping stations, if applicable.
8) The Division suggests placing the -high water alarm float at the same elevation level or
below the Iag pump on float in the pumping station wet well. This setting will indicate a
failure of the lead pump while the lag pump is still available. Please consider amending the
proposed pumping station design to provide this additional guarantee against failure.
9) As stipulated by Regulation 15A NCAC 2H .0219 (h) (2), pump on and off floats should
be set such that between two and eight pumping cycles per hour are affected at pumping
stations. Note that the cycles per hour at the South Fork Pump Station do not appear to
meet this criterion for any of the scenarios evaluated in the engineering calculations.
Please amend the float settings accordingly, and submit revised drawing sheets to the
Division for review.
10) PIease note that Section 11306 (Submersible Wastewater Pumps) of the submitted
specifications does not specify the desired operating/design points of the pumps to be
installed at the South Fork Pump Station and the Startown Road School Pump Station.
Consider clarifying this information in the design documents for the installing contractor.

Pumping Station Design (continued):
11) Regulation 15A NCAC 2H .0219 (h) (2) requires that pumping stations should be
designed such that one pump is capable of conveying 2.5 times the average daily flow.
The engineering calculations seem to indicate that the average daily flow to the South Fork
Pump Station is 1.05 cubic feet per second (Le., equivalent to approximately 471 gallons
per minute). Item V_ 5. on Page 4B of 8 of the submitted application form lists the pump
size at this location to be 470 gallons per minute minimum. Please explain the basis for
this pump station's sizing.
Gravity Sewer and Force Main Designs:
1) Watertight manhole covers are not called out for any of the manholes that will be affected
by the 100-year flood. In addition, no detail was provided for said watertight manholes.
Please amend the profile and detail sheets of the submitted drawings accordingly.
2) It does not appear as if the 95 linear feet of eight -inch gravity sewer to be installed at the
Startown Road School was taken into account in Item IV. 3. on Page 2 of 8.of the
submitted permit application. In addition, the 12 linear feet of 12-inch gravity sewer near
the Westside Pump Station was also missing from this take -off. In addition, please note
that, according to the submitted drawings, approximately 13,400 linear feet of eight -inch
force main is proposed for installation. The submitted engineering calculations as well as
Item V. 9. on Page 5B of 8 of the submitted application form list the force main as being
only 12,000 feet long_ PIease clarify, and provide an amended pages of the application
form (i.e., signed, sealed, and dated by the North Carolina -licensed professional engineer)
as necessary.
3) ReguIation 15A NCAC 2H .0219 (i) (2) (H) requires that a minimum of three feet of cover
must be provided over all sewers unless a ferrous material is used for sewer construction.
The gravity sewer design between STA 83+80 and STA 84+25 does not appear to meet
this criterion. Please amend the gravity sewer design accordingly, and submit the revised
drawing sheet for the Division's review.
4) Note that the Division requires that a 50-foot horizontal buffer must be maintained
between sewers and waters classified as WS (i.e., except watersheds classified as WS-I, in
which sewer construction is prohibited). If this buffer cannot be met, ferrous material with
joints equivalent to water main standards may be used for sewer construction in
accordance with Regulation 15A NCAC 2H .0219 (i) (2) (G) (xii). The Catawba River is
classified as a WS-IV CA surface water; therefore, the gravity sewer design between STA
35+45 and STA 39+70 does not appear to comply with these criteria. In addition, must of
South Fork Pump Station's force main route also appears to violate this State -required
buffer. Please amend the gravity sewer and force main designs accordingly, and resubmit
all amended drawing sheets for the Division's review.
5) In addition to the comment above, the watertight steel sewer encasement pipes at all
stream crossings need to be extended for 50 linear feet either side of the crossings. Please
amend the design for all stream crossings of the proposed gravity sewers and force mains
accordingly.

Gravity Sewer and Force Main Designs feontinned):
6) Please provide the surface water classification for the Unnamed Tributary of Betts Branch.
Ensure that State -required buffers, as stipulated by Regulation 15A NCAC 2H .0219 (i)
(2) (G) are met by the proposed design, and resubmit all amended drawing sheets for the _
Division's review.
7) The crossing of the proposed gravity sewer with a storm sewer at STA 100+85 does not
appear to meet the minimum buffer required by Regulation 15A NCAC 2H .0219 (i) (2)
(G) (i). PIease amend the design, and submit the revised drawing sheet for the Division's
review.
8) Please provide the location of the private wells, mentioned in Note No. 4 on Sheet C-12 of
the submitted drawings, so that the Division may verify that the proposed design is in
compliance with Regulation I5A NCAC 2H .0219 (i) (2) (G) (iv) and Regulation, 15A
NCAC 2H .0219 (i) (2) (G) (xii).
9) Regulation 15A NCAC 2H .0219 (i) (2) (D) states that the maximum infiltration rate for
sewers shall be limited to 100 gallons per day per inch diameter per mile of pipe installed.
Page 2 and Page 3 of Section 02610 (Pipeline Testing and Cleaning) provides guidance for
infiltration and exfiltration testing for gravity sewer pipe installation. Note that the
specifications do not provide a maximum leakage rate for the infiltration test. In addition,
the maximum allowable Ieakage rate for the exfiltration test calculates out to be 100.32
gallons per day per inch diameter per mile of pipe installed. Please amend this section of
the specifications to comply with the State's minimum standards.
10) In addition to the comment above, please amend the force main testing specifications to
include a maximum allowable leakage rate.
Please reference the subject permit application number when providing the requested
information. All revised information, including letters, calculations, drawings, and specifications, should
be signed, sealed, and submitted in triplicate to my attention at the address above. Please note that
failure to provide this additional information on or before the above requested date can result in your
application being returned as incomplete. -
If you have any questions regarding this request, please call me at [phone], extension
353. Thank you in advance for your cooperation and timely response.
Sincerely,
J
Shannon Mohr Thornburg
Environmental Engineer
Non -Discharge Permitting Unit
cc: Mooresville Regional Office, Water Quality Section
Permit File WQ0017150
Camp Dresser & McKee, Inc.

CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 9 .
Attachment B
Revised Non -Discharge Permit Application
H:lnewtonnus3211corresp1thombrgwpd

State of North Carolina
Department of Environmentand Natural Resources
Division of Water Quality
INSTRUCTIONS FOR FORM: PSFMGSA 10/99
(PUMP STATIONS, FORCE MAINS, AND GRAVITY SEWERS)
The Division of Water Quality will not accept this application unless all the instructions are followed.
Plans and specifications must be prepared in accordance with 15A NCAC 2H .0200, Gravity Sewer
Minimum Design Criteria, and good engineering practices. Failure to submit all of the required items
will lead to additional processing and review time for the permit application.
For more information, visit our web site at: h2o.enr.state.nc.us/ndpu/
A. Application Form (AII Application Packages):
✓ Submit one original and one copy of the completed and appropriately executed application form. The instructions
(Pages 1 and 2 of 6) do not need to be submitted. Any changes made to this form will result in the application being
returned. The Division of Water Quality (Division) will only accept application packages that have been fully completed
with all applicable items are addressed.
✓ The project name should be consistent with the project name on the plans, specifications, flow acceptance letters,
Operational Agreements, Certificates of Public Convenience and Necessity, etc.
✓ If this project involves a modification of an existing permit, submit one copy of the existing permit.
B. Attachment (All Application Packages):
✓ Submit the completed and properly executed Form WSCA 10/99 for each watershed within the project location.
C. Application Fee (All Application Packages):
1 Submit a check in the amount of $400 made payable to: North Carolina Department of Environment and Natural
Resources (NCDENR).
D. Cover Letter (All Application Packages):
✓ Submit a cover letter, which lists all items and attachments included in the application package as well as a brief project
description.
✓ If necessary for clarity, include attachments to the application form. Such attachments will be considered part of the
application package and should be numbered to correspond to the section to which they refer.
E. Detailed Plans and Specifications (All Application Packages):
✓ Submit two sets of detailed plans and specifications signed, sealed, and dated by a NC Professional Engineer.
Specifications for standard equipment may only be omitted for municipalities with approved standard specifications, but
use of the standard specifications must be noted on each sheet of the plans.
✓ Plans must include the following minimum items: a general location map, plan and profile views of the sewer extension
as well as the proximity of the sewer extension to other utilities and natural features, and detail drawings of all items
pertinent to the sewer extension and pump station. Depict minimum separations required in 15A NCAC 2H
.0219(i)(2XG) on the plans, and note the use of ferrous pipe material with joints equivalent to water main standards if
minimum separations are not met. Minimum cover over sewer extensions in accordance with 15A NCAC 2H
.0219(i)(2)(H) must also be shown clearly on the plans.
✓ Specifications must include, at a minimum, the following for all items pertinent to both the sewer extension and the
pump station: quality of construction testing procedures to ensure the integrity of the final product in accordance with
15A NCAC 2H .0205(d)(I)(B), including leakage and pressure testing for the sewer extension. Specifications must
require a maximum infiltration rate of 100 gallons per day per inch of pipe diameter per mile of gravity pipe installed in
accordance with 15A NCAC 2H .0219(i)(2)(D), and cross connection control for any hydrant conveying potable water to
a pump station site.
1 Plans and specifications must not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT FOR
CONSTRUCTION, etc.) that indicate that they are anything other than final plans and specifications. However, the
plans and specifications may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
F. Engineering Calculations (All Application Packages):
1 Submit two copies of all design calculations that have been signed, sealed, and dated by a NC Professional Engineer.
✓ Calculations must include the following minimum items: friction/total dynamic head calculations and system curve
analysis (with one pump running, two pumps running, etc.); pump selection information including pump curves,
manufacturer's information, and recommended installation guidelines; pump station cycle times and pump run times;
minimum velocities in the sewer extension in accordance with 15A NCAC 2H .0219(iX2XB); and flotation calculations
for the pump station.
G. .EnvironmentaI Assessments (May be Required — See 15A NCAC 1C .0100):
✓ Submit one copy of the Findings of No Significant Impact (FONSI) or Environmental Impact Statement (EIS). Also,
include information on any mitigating factor(s) from the Environmental Assessment (EA) that impact the construction of
FORM: PSFMGSA Instructions 10/99 Page 1 of 6

the subject sewers. An EA may also be required for private systems if any public funds are used for the construction of
the subject sewer.
H. Certificates of Public Convenience and Necessity (Required only if "Public Utility" Checked in Item II.3.):
✓ Submit two copies of the Certificate of Public Convenience and Necessity, which demonstrates that the public utility is
authorized to hold the utility franchise for the area to be served by the sewer extension.
✓ If a Certificate of Public Convenience and Necessity has not been issued, provide two copies of a letter from the NC
Utilities Commission's Public Staff that states that an application for a franchise has been received, that the service area
is contiguous to an existing franchised area, and/or that franchise approval is expected.
I. Operational Agreements (Required only if "Homeowners' Association/Developer" Checked in Item 1I.3.):
✓ Submit one original and one copy of a properly executed operational agreement.
✓ If applicant is a homeowners' association, use Form HOA 08/99, and submit the following information: articles of
incorporation, bylaws, and current annual budget.
✓ If applicant is a developer, use Form DEV 08/99.
J. Flow Acceptance Letters (Required only if the owner of the Downstream Sewer or WWTF is (are) different from the
Applicant):
✓ Submit two copies of a flow acceptance letter from the owners(s) of the downstream sewers and WWTF.
✓ Flow acceptance letters must contain the following minimum information: applicant and project name, amount of flow
accepted, and name and permit number of the receiving sewers/WWTF. The flow acceptance must not expire prior to
permit issuance and must be dated less than a year prior to the application date. Intergovernmental agreements or other
contracts will not be accepted in Lieu of a project -specific flow acceptance letter.
K. Downstream Sewer Evaluations (All Application Packages):
✓ For connection to a gravity sewer, submit an evaluation of the gravity sewer based on peak flow from proposed project
and peak flows already tributary to the existing gravity sewer. Provide calculations and detail how existing peak flows
were determined.
✓ For connection to a pump station, submit an evaluation of the existing pump station to pump peak flow from proposed
project and peak flows already tributary to the existing pump station. Provide calculations and detail how existing peak
flows were determined.
✓ For connection to a force main, provide an evaluation of the existing force main based on peak flows from proposed
project and peak flows already tributary to the existing force main. In addition, evaluate the ability of each pump
station tributary to the existing force main to pump against additional head created by greater flows through the force
main. Evaluation may include alternate designs such as telemetry to coordinate pumping between pump stations
(provided sufficient storage is available). Also, include an evaluation of the discharge point of the existing force main
as described above.
L, Reliability (AU Application Packages):
1 If the pump station is to be supplied by a dual electrical source/feed, submit the following minimum information: a
letter from the power supplier acknowledging that the pump station site will be supplied by two electrical sources.
✓ If an on -site (stand-by) generator is proposed for installation at the pump station, ensure that the plans and
specifications detail the generator, the automatic transfer switch, and how these items interact with the pump station
instnrmentation/controls.
✓ We portable (emergency) generator is proposed to fulfill power reliability requirements at the pump station, ensure that
the plans and specifications detail the generator quick -connect receptacle, the manual transfer switch, and the telemetry
provided as well as how this telemetry interacts with the pump station instrumentation and controls. In addition, submit
a contingency plan which details the number of portable generators that the applicant has available for use at the
proposed pump station, the number of other items these portable generators are expected to serve, and verification that
the portable generators may be moved between items in a way that prevents any sanitary sewer overflows. The plan
must also detail procedures for contacting personnel, the number of personnel available to respond to a power outage,
and the predicted response time.
✓ If I5A NCAC 2H .0219(hX3)(D) is intended to fulfill the power reliability requirement, ensure that the plans and
specifications detail the storage time available above the high-water alarm as well as how a telemetry device will
interact with the pump station instrumentation and control, and submit at least three years of power outage data from
the power supplier for the electrical source from which the pump station will be supplied.
THE COMPLETED APPLICATION PACKAGE, INCLUDING ALL SUPPORTING INFORMATION AND
MATERIALS, SHOULD BE SENT TO THE FOLLOWING ADDRESS:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service: By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 NORTH SALISBURY STREET, SUITE 1219
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604
TELEPHONE NUMBER: [phone]
FORM: PSFMGSA Instructions 10/99 Page 2 of 6

Application Number: W00017150 (to be completed by DWQ)
L GENERAL INFORMATION:
1. Applicant's name (name of the municipality, corporation, individual, etc.):
City of Newton
2. Owner's or signing official's name and title (I5A NCAC 2H .0206(b)):
Jay C. Stowe. City Engineer/Director of Public Works and Utilities
3. Name and complete address of applicant: City of Newton
Post Office Box 550
City: Newton State: NC Zip: 28658
Telephone number: (_828_) 465-7460 Facsimile number: (_828_) 465-7464
4. Project name (name of the subdivision, facility or establishment, etc.):
US 32I/NC 10 Interchange Sewer System
5. County where project is located: Catawba
6. Fee submitted: $ 400 (See Instruction C.)
7. Name and complete address of engineering firm: Camp Dresser & McKee
301 S. McDoweIl St. Suite 200
City: Charlotte State: NC Zip: 28204
Telephone number: ( 704__) 342-4546 Facsimile number: (_704 ) 342-2296
8. Name and affiliation of contact person who can answer questions about application:
Jason Dorn, PE -- Camp Dresser & McKee
II. PERMIT INFORMATION:
1. Project is: X new; modification
2. If this application is being submitted as a result of a modification to an existing permit, provide:
existing permit number and the issuance date
3. Applicant is: _X public (See Instruction G; skip to item 11.4.); private
If private, units (lots, townhomes, etc.) are: leased (Skip to item II.4.); sold
If sold, facilities owned by a: public utility (See Instruction H.);
homeowners' association/developer (See Instruction L)
4. If project disturbs more than one acre, provide date when an erosion and sedimentation control plan was
submitted to the Division of Land Resources for approval: July 22, 1999
5. If project includes any stream or wetland crossings, provide date when Nationwide 12 or 404 permit was
submitted for approval: August 20, 1999
6. Provide buffers used to maintain compliance with any applicable river basin rules in 15A NCAC 2B .0200
(e.g., Neuse River basin buffer rules): 10 feet for WS-IV watershed (South Fork Catawba River. tributary)
III. INFORMATION ON WASTEWATER:
FORM: PSFMGSA 10/99 Page 3 of 6

1. Please provide a one- or two -word description specifying the origin of the wastewater (school, subdivision,
hospital, commercial facility, industry, apartments, condominiums, etc.):
residential, commercial, school
2. VoIume of wastewater generated by this project: 8172
gallons per day
3. Explanation of how wastewater flow was determined (15A NCAC 2H .0219(1)): The volume of wastewater
generated by this project includes only flow from the Startown Road Elementary School 4-inch force main.
Other flows will be allocated as extensions are made to the trunk sewer.
4. Nature of wastewater: 100 % DomestidCommercial; — % Industrial;
% Other waste - specify:
5. If wastewater is industrial in nature:
a. Level of pretreatment that has been provided to ensure protection of the receiving collection system and
wastewater treatment facility: NIA
b. If a pretreatment permit is required, has one been issued? Yes; No. If yes, please
attach a copy of the pretreatment permit. If no, provide date application was submitted: N/A
IV. DESIGN INFORMATION:
1. Brief project description: The US 321/NC 10 Interchange Sewer System project includes gravity sewers,
pump stations, and force mains designed to serve anticipated new residential and commercial growth west of
Newton.
2. Owner and name of wastewater treatment facility (WWTF) receiving wastewater (See Instruction J.):
Clark Creek WWTP, owned by City of Newton
3. WWTF permit number: NC 0036196
4. List the owner(s) of any intermediate sewers if different from applicant or owner of WWTF (See Instruction
5. Permit number(s) for sewers immediately downstream: - WQ 0006971 (Westside Pump Station)
6. Pipe diameter of sewers immediately downstream: Pump Station with 8-inch diameter force main
7. Engineering evaluation of downstream sewers' ability to accept the wastewater from this project (See
Instruction K.) is provided on page 27 to 49 of the calculations.
8. Summary of GRAVITY SEWER to be permitted:
Diameter
(inches)
Length
(linear feet)
18 inches
7,240 feet
8 inches
2,733 feet
8 inches
95 feet
12 inches
12 feet
8 inches
55 feet
9. Does the subject gravity sewer collection system comply with the Gravity Sewer Minimum Design Criteria
and 15A NCAC 2H .0200? _XYes; No. If no, please identify criteria and explain:
FORM: PSFMGSA 10/99
Page4of6

V. PUMP STATION INFORMATION (Complete Page 5 of 6 for each pump station included in this
project,)
1. Pump station number or name: South Fork Pump Station
2. In accordance with 15A NCAC 2H .0219(h)(3), describe the measures that are being implemented to
prevent impacts on downslope surface waters should a power failure occur at this pump station (See
Instruction L.):
Emergency Generator receptacle is provided
3. Design flow of the pump station: 0.27 million gallons per day
4. Operational point(s) of the pump(s): 470 gallons per minute at 270 feet total dynamic head
(TDH)
5. Number of pumps provided (15A NCAC 2H .0219(h)(2)): 2
6. Number of pumping cycles at average daily flow (15A NCAC 2H .0219(h)(2)): 2 cycles per hour
7. For extended travel times (greater than 24 hours) or if appropriate pumping cycles are not met, describe
odor and corrosion control measures taken:
8. Provide the location of each design element in the specifications and/or engineering plans:
Design Element
Sheet Number of the
Plans
-::ili::::i.iti nl:'ry:i::}:[:?:rii:�?::•,i:"1.::'t:l:S:::iii<:M1:�.`::}:::.jv1::::3�'r':
..:..:...:.... n:....,...-..........-.........:m<vor..
Page Number in the
Specifications
�i.::;:3i:C::. ;:i:t:•::.:`="`-:•".�:•:
..
N/A
Alternate Power Source:
Portable Generator (telemetry and receptacle required)
On -Site Generator (automatic transfer switch
required)
N/A
N/A
N/A
Wet Well Vented with Screen
M-I
N/A
Fillets in Wet Well
M-1
N/A
Check Valves and Gate Valves
M-I
15100-9 to -10
Security Fencing
C-8
2830-2 to -4
Lockable Wet Well Cover and Dead Front Control Panel
M-I
11306-9 to -11
Area Light
E-I
N/A
110-Volt Electrical Convenience Outlet
E-1
11306-12
High Water Alarms:
Audible Alarm
Visual Alarm
Auto-Dialer/Telemetry
:i-ti$i:?4:N ::;,..>:;
?:�
...........:........:..........';:xx::: k:<:v::
N/A
16191-7
N/A
16191-7
E-1
11306-14
Non -Corrosive Guide Rails/Lift Chains
M-1
11306-6 to -7
All -Weather Access Road
C-14 to -15
NIA
9. List any equipment (note sheet number of the plans or page number in the specifications) not specifically
mentioned above (hoist, odor control equipment, etc.):
10. a. 100-year flood elevation: 812.9 feet mean sea level
b. Finish grade elevation of the pump station: 814 feet
FORM: PSFMGSA 10/99 Page 5 of 6

V. PUMP STATION INFORMATION (Complete Page 5 of 6 for each pump station included in this
project.)
1. Pump station number or name: Startown Road Elementary School Pump Station
2. In accordance with 15A NCAC 2H .0219(h)(3), describe the measures that are being implemented to
prevent impacts on downslope surface waters should a power failure occur at this pump station (See
Instruction L.): ReceptacIe for portable generator is provided
3. Design flow of the pump station: 0.008 million gallons per clay
4. Operational point(s) of the pump(s): 140 gallons per minute at 18 feet total dynamic head (TDH)
5. Number of pumps provided (15A NCAC 2H .0219(h)(2)): 2
6_ Number of pumping cycles at average daily flow (15A NCAC 2H .0219(h)(2)): 3_ _ cycles per hour
7. For extended travel times (greater than 24 hours) or if appropriate pumping cycles are not met, describe
odor and corrosion control measures taken:
8. Provide the location of each design element in the specifications and/or engineering plans:
Design Element
Sheet Number of the
Plans
Page Number in the
Specifications
Alternate Power Source:
Portable Generator (telemetry and receptacle required)
On -Site Generator (automatic transfer switch
required)
,A::...,
.....:.... �
gyp:,,;-c;,�,:
........................:..................................
N/A
N/A
N/A
N/A
Wet Well Vented with Screen
M-2
N/A
Filets in Wet Well
M-2
N/A
Check Valves and Gate Valves
M-2
15100-9 to —10
Security Fencing
M-2
2830-2 to —4
Lockable Wet Well Cover and Dead Front Control Panel
M-2
11306-9 to —II
Area Light
E-2
N/A
110-Volt Electrical Convenience Outlet
E-2
11306-12
High Water Alarms:
Audible Alarm
Visual Alarm
Auto-Dialer/Telemetry
;.::::.,;<:v,.:
..M.
::.> .
..:.... .:... ...........: ..:.:
N/A
16191-7
N/A
16191-7
E-2
11306-14
Non -Corrosive Guide Rails/Lift Chains
M-2
11306-6 to —7
AII-Weather Access Road
C-13
N/A
9. List any equipment (note sheet number of the plans or page number in the specifications) not specifically
mentioned above (hoist, odor control equipment, etc.):
10. a. 100 year flood elevation: N/A feet mean sea level
b. Finish grade elevation of the pump station: 977.0 feet
c. Measures taken to protect the pump station against flooding (I5A NCAC 2H .0219(h)(6)):
Pump Station is not subject to flooding
Page 5b of 6
FORM: PSFMGSA 10/99

c. Measures taken to protect the pump station against flooding (1SA NCAC 2H .0219(h)(6)):
Top slab is 2 feet above 100-year flood elevation
11. Summary of FORCE MAIN to be permitted, by diameter and length:
Diameter
(inches)
Length
(linear feet)
High Elevation
(feet)
Discharge Elevation
(feet)
Pump -Off Elevation
(feet)
8 inches
13,400 feet
976.5
868.1
782.2
4 inches
1,162 feet
973.4 _
961.0
969.1
12. Station location of air -release valves (15A NCAC 2H .0219(i)(2)(L)):_
South Fork Pump Station's 8" Force Main: 11+50, 52+20. 120+75, 125+79, 127+95
Startown EIementary Pump Station's 4" Force Main: 18+33
Note: Air -release valves must be provided at all high points along the force main where the elevation
difference exceeds 10 feet.
Professional Engineer's Certification:
I, Jason L. Dorn, PE , attest that this application for
US 321/NC I0 Interchange Sewer System has been reviewed by me and is
accurate, complete and consistent with the information supplied in the engineering plans, calculations, and all
other supporting documentation to the best of my knowledge. I further attest that to the best of my knowledge the
proposed design has been prepared in accordance with the applicable regulations and Gravity Sewer Minimum
Design Criteria for Gravity Sewers adopted February 12, 1996. Although certain portions of this submittal
package may have been developed by other professionals, inclusion of these materials under my signature and seal
signifies that I have reviewed this material and have judged it to be consistent with the proposed design. Note: In
accordance with NC General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false
statement, representation, or certification in any application shall be guilty of a Class 2 misdemeanor which may
include a fine not to exceed $10,000 as well as civil penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
Applicant's Certification:
�tyirrrrrrrl,,
ti _.,13 O r7,5 Q �
'�-4r 1
F
1, , attest that this application for
US 321/NC 10 Interchange Sewer System has been reviewed by me and is
accurate and complete to the best of my knowledge. I understand that if all required parts of this application are
not completed and that if all required supporting information and attachments are not included, this application
package will be returned to me as incomplete. Note: In accordance with NC General Statutes 143-215.6A and
143-215.6B, any person who knowingly makes any false statement, representation, or certification in any
application shall be guilty of a Class 2 misdemeanor which may include a fine not to exceed $10,000 as well as
civil penalties up to $25,000 per violation.
Signature: Date:
FORM: PSFMGSA 10/99 Page 6 of 6

State of North Carolina
Department of .Environment and Natural Resources
Division of Water Quality
WATERSHED CLASSIFICATION ATTACHMENT
Any changes made to this form will result in the application being returned.
(THIS FORM MAY BE PHOTOCOPIED FOR USE AS AN ORIGINAL)
INSTRUCTIONS:
To determine the classification of the watershed(s) in which the subject project will be located, you are required to
submit this form, with Items 1 through 8 completed, to the appropriate Division of Water Quality Regional Office
Water Quality Supervisor (see Page 2 of 2) prior to submittal of the application for review. At a minimum, you
must include an 8.5" by 11" copy of the portion of a 7.5-minute USGS Topographic Map that shows the surface
waters immediately downslope of the project. You must identify the location of the project and the closest
downslope surface waters (waters for which you are requesting the classification) on the submitted map copy. If the
facility is located in the Neuse River Basin, also include a copy of the soil survey map for the project location. The
corresponding non -discharge application may not be submitted until this form ,is completed by the
appropriate regional office and included with the submittal.
1. Applicant's name (name of the municipality, corporation, individual, etc.): City of Newton
2. Name and complete address of applicant: Camp Dresser & McKee
301 S. McDowell St., Suite 200
City: Charlotte State: NC Zip: 28204
Telephone number: ( - ) 704-342-4546 Facsimile number: ( ) 704-342-2296
3. Project name (name of the subdivision, facility or establishment, etc.):
US 321/NC 10 Interchange Sewer System — 8-inch force main crossing of Betts Branch tri hiitary_
4. County where project is located: Catawba
5. Name(s) of closest surface waters: Betts Branch tributary
6. River basin(s) in which the project is located: Catawba
7. Topographic map name and date: USGS Hickory, NC and ReepsviIle. NC �1,970••
e or SS%O �-y
SEAL
023575
8. North Carolina Professional Engineer's seal, signature, and date:
TO: REGIONAL OFFICE WATER QUALITY SUPERVISOR
Please provide me with the classification(s) of the surface waters, watershed(s), and appropriate river basin(s) where
these activities will occur, as identified on the attached map segment:
Name(s) of surface waters and river basin(s):
Classifications) (as established by the EMC):
Proposed classification(s), if applicable:
River basin buffer rules, if applicable:
Signature of regional office personnel:
Date: %% r' -' 7
FORM: WSCA 10/99 Page 1 of 2

CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 10
Attachment C
U.S. Army Corps of Engineers General Permit
Verification
H:lnewtoMus32 ticonesplthombrg.wpd

c.p, .3c)A S '
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action. Id. 199931166/199931167
County Catawba
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property owner: City of Newton
Address: P.O. Box 550
Newton, NC 28658
Telephone No.:
Size and Location of project (water body, road name/number, town, etc.):
"City of Newton U.S. 321 / NC 10 Interchange Sewer System Project".
Description of Activity:
Install approx. 9,980 LF of gravity sewer along NC 10 and South Fork, Catawba River and
approx. 14,700 LF of force main along an unnamed tributary to South Fork, Catawba River, Betts
Branch, and Startown Road. As part of the project, there will be several crossings of unnamed
tributaries and Betts Branch. In addition, approx. 0.032 acre of wetlands will be impacted.
Applicable Law:
(check all that apply)
X Section 404 (Clean Water Act, 33 U.S.C.1344).
Section 10 (River and Harbor Act of 1899).
Authorization: Regional General Permit Number.
12 Nationwide Permit Number.
Your work is authorized by this Regional General (RGP) or Nationwide Permit (NWP) provided it is accomplished in
strict accordance with the attached conditions and your submitted plans. For any activity within the twenty
coastal counties, before beginning work you must contact the N.C. Division of Coastal Management, telephone
[phone].
Please read and carefully comply with the attached conditions of the RGP or NWP. Any violation of the conditions
of the RGP or the NWP referenced above may subject the permittee to a stop work order, a restoration order, and/or
appropriate legal action.
This Department of the Army RGP or NWP verification does not relieve the pennittee of the responsibility to obtain
any other required Federal, State, or local approvals/permits. The pemiittee may need to contact appropriate State
and local agencies before beginning work.
If there are any questions regarding this authorization or any of the conditions of the General Permit or
Nationwide Permit, please contact the Corps Regulatory Official specified below.
Date September 10. 1999
Corps Regulatory Official Steve Chapin
Expiration Date of Verification September 10, 2001
cc: Camp Dresser & McKee
CESAW Form 591
Revised July 1995
Telephone No. (828) 271 -014

CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 11
Attachment D
Sediment and Erosion Control Permit Application
Documentation
HAn ewtanW s321+aa rresplthombrg.wpd

' .: ,.TAMES El.
. Hiner
�
+: GOVERNOR ,•
,,y },sti'.'•.
SEckETM
• q
3
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
MOORESVILLE REGIONAL OFFICE
DIVISION OF LAND RESOURCES
LAND QUALITY SECTION
July 28, 1999
Mr. Jay Stowe
Director of Public Works and Utilities
City of Newton
Post Office Box 550
Newton, North Carolina 28658
Dear Mr. Stowe:
RECO
JUL 2 91999
CD -CHAHL- ©T'E
This office has received a soil erosion and sediment
control plan for the project listed on page two which was
submitted as required by the North Carolina Sedimentation
Pollution Control Act (G.S. 113A-57).
Please be advised that the Act requires that all
persons disturbing an area of one or more acres of land
must obtain approval of a soil erosion control plan prior
to the commencement of the land -disturbing activity. The
Act further states that this plan must be filed a minimum
of 30 days prior to the activity and the approving
authority must approve or disapprove the submitted plan
within 30 days of receipt. Failure of the approving
authority to approve or disapprove the submitted plan
within the 30 days period will be deemed approval of the
plan if the submitted plan is complete. Commencement or
continuation -of a land -disturbing activity under the
jurisdiction of this Act prior to the approval of an
erosion and sediment control plan is a violation of the
Act.
We have performed a preliminary review of your
submitted plan and have determined that additional
information will be necessary before a final review can be
completed. Enclosed is a checklist of items that must be
submitted befo e we can complete the review pxess.
Failure to provide the additional information may result
in disapproval of your plan.
9T9 NORTH MAIN STREET, MOCRESVILLE, NORTH CAROLINA281 1S
PHONE [phone] FAX [phone]
AN EQUAL OPPORTUNITY / AFFIRMATIVE ACTION EMPLOYER - S0% RECYCLED/1O% POST -CONSUMER PAPER

Page Two
If you have questions please do not hesitate to
contact Steve Allred of this office. Your cooperation in
this matter is appreciated and we look forward to working
with you on this project.
Sincerely,
Division of Land Resources
Land Quality Section
Project Name: US 321/NC 10 Interchange Sewer
Job #10674--25039
Project ID: CATAW-2000010
Location: NC 10/US 321/Startown Road/Wyoming Road
Catawba County
Submitted By: City of Newton
Date Received by Land Quality Section: July 23, 1999
River Basin: Catawba
cc: Camp Dresser & McKee
SEA/ae
RECO
'JUL 2 91999
C©M-CHARLOTTE

State of North Carolina
Department of Environment,
Health and Natural Resources
Mooresville Regional Office
Division of Land Resources
Land Quality Section
PROJECT NAME:
Cls 32-/'Alc/o rilrtecd'IA-AIGt (s.k2
COUNTY: A,j--)BA- DATE : 403 7-Z3 - [ 5
'JUL 2 91999
CDM-CHARLOTTE
EROSION AND SEDIMENTATION CONTROL PLAN CHECKLIST
To expedite the approval process, a cursory review of your submitted Erosion
control: Plan has been made and has shown 'the need for additional information as
specified below. To meet our review schedul any additional information should
be received by this Office no later than it /, //?9 _ Failure to meet this
schedule may result in disapproval of your plan.
LOCATION OF PROJECT: • 704--663--16 9.
Including roads, streets,
watercourses and other major
landmarks or features
GENERAL SITE FEATURES:
Leaend; north arrow, plan scale,
erosion control measures, etc.
P_ooe v lines and boundaries of total
tract
Existi-c and proposed contours
Limit and acreage of disturbed area
Planned & existing buildings
elevations
and
Planned & existing road locations and
elevations
Lot and/or building_numbers
Geog_annic features; rock
seems, sprints, wetlands,
lakes, damns, etc.
outcrops,
streams,
Easememms & adjoining property
uses
D_❑-: -; szre= ts, utilities, lateral
di ..on;ines, eoc.
Stockpile locations
DESIGN CALCULATIONS:
Preconszwuction runoff calculations,
for each outlet from the site (am
each peak discharge location)
Culverts and storm sewers
Open channels; existing and planned
(include temporary linings)
Energy dissipators, ('include stone
size and dimensions)
Sediment basins, pits, check dams
FINANCIAF., RESPONSIBILITY/OWNERSEIP FORM
Completed, notarized Financial
Responsibility/ownership Form
Accurate application fee
Certificate of assumed name, if the
owner is a Partnership
VEGETATIVE STABILIZATION:
Methods of soil preparation
Seed type
permanent)
and razes (teoiora=y &
Plan cromoses 150 feet or more stream
distt±ance, 401 Water Quality
cer tion may be necessary for this
project. Please contact Rex Gleason
Fer ilizer type and rate
Mulch type and rate

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• Tom;

CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 12
Attachment E
Westside Pump Station Evaluation (Revised)
FR\new1onlvs3211correspLlhambrg.wpd

CAMP DRESSER & McKEE
CLIENT I�Ff/rod
PROJECT U:3.1 / i4Cl 0
DETAIL
JOB NO COMPUTED BY
DATE CHECKED DATE
CHECKED BY PAGE NO
TD
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06/05/98 FRI 07:15 FAX
MEMO
To: Mayor Tom Rowe and The Scare of A'.dornmen
From: Jay C. Stowe, City Engineer
Subject:. Westside Subdivision Waterline C st Estimates
Date: July 30,1996
As you requested, I have completed cost estimates for each of the five subdivisions in the
Westside of Newton. The overall cost associated with the design and construction of all of the
waterlines is approximately $400,000. The Val potential increase in customers is 216. This
calculates,to approximately $1,850 per potential customer.
I did not include taps in the cost of the water.ftes because the tap cost will depend on nc�- number
of participInts, who installs the taps, and tb:.• a✓tuai east of the taps. Based on the resi:ua se from
citizens regarding the waterline that we are const u : ng through Nottingham currently, .[ believe
that we ce A expect between. 50 and 75 percen participation in an initial tap offering.
The following Table breaks down the cost 1.ne total,. potential customers for each watenhue:
Subdivision
Cost Estimate • Potential Customers
Bettes Brooke
$50,000 30
Dixie Park
$48,000 18
Nottingl i;m
$92,000 •48
Starmot'ii Village
$115,000
Westsic Hills
$95,000
Total
$400,000
'F,3
.6.0•
216
These costs include design, surveying, comi iicti ..'n, and 15% contingency.
Several advantages to serving these areas with 1 ti ater include:
• Increased fire protection
k creased water i Gage and revenue
▪ Cc.mpletion of a loop through Stain r s ant Village, Nottingham, and Bettes Bro-:)k.
I have h;!': many calls from residents in thEasking when water service be
availably:, 'a them. Private water compa•de: tat are E'harging very high rates are se' :gin; the

0Q/05/96 FRI 07:16 FAX
g100S
4/z
Mayor Tara Rowe and The Board of Alderin .0 '
Page 2
July 30, 1996
F.
residents in Bettes Brook and Stannount f think that people will tap on in these
subdivisions at a higher rate because their monthly water bill will be lower. By providing, a loop
through Starmount Village, Nottingham, and Bettes Brook the water quality at Startown School
should be better.
If you have any questions regarding these cost esVmates, please contact me.
•

CAMP DRESSER & McKEE
CLIENT
PROJECT
DETAIL
JOB ND.
DATE CHECKED
CHECKED BY
COMPUTED BY
DATE
PAGE NO.
' I, n
y' e rs,oc

CAMP DRESSER & McKEE
CLIENT
PROJECT
DETAIL
JOB NO
DATE CHECKED
CHECKED BY
COMPUTED BY
DATE
PAGE NO
(o/Z1

CAMP DRESSER & McKEE
CLIENT
PROJECT
DETAIL
JOB NO COMPUTED BY
DATE CHECKED DATE
CHECKED BY PAGE NO.

CAMP DRESSER & McKEE
CLIENT JOB NO COMPUTED BY
PROJECT DATE CHECKED DATE
DETAIL CHECKED BY PAGE NO

CAMP DRESSER & McKEE CLIENT JOB NO COMPUTED BY
PROJECT DATE CHECKED DATE
DETAIL CHECKED BY PAGE NO 2

TABLE 14 (REVISED)
WESTSDDE PUMP STATION "CRITICAL HOUR" ANALYSIS
Startown Dynamic Wet Well Volume= 343 gal
S. Fork Dynamic Wet Welt Volume= 3638 gal
Starting Westside Pumps Station WSEL= 861.25 ft All Pumps Off= 857.63
Diameter of Westside Wet We1I= 8 ft Max. Stage= 863.32
Allowable Number of DU's Upstream of WS PS= 190 High Level Alarm= 862.76
Peak Flow Factor per DU= 0.63 gpm
Peak Flow Influent to Westside via Gravity= 118.75 gpm
Startown S. Fork Total Westside Westside Westside
Startown Volume S. Fork Volume Gravity Volume Pump Pump Volume
Time Time Flow In Pumped Flow In Pumped Flow In In WSEL Flow Out Pumped Storage
(seconds) (minutes) (gpm) (gal) (gpm) (gal) (gpm) (gal) (ft) (gpm) (gal) (gal)
0 0.00 0 0 0 0 119 0 861.25 0 0 1361
6 0.10 0 0 740 74 119 86 861.25 0 0 1447
12 0.20 0 0 740 148 119 86 861.48 650 65 1468
18 0.30 0 0 740 222 119 86 861.53 650 65 1489
24 0.40 0 0 740 296 119 86 861.59 650 65 1510
30 0.50 0 0 740 370 119 86 861.64 650 65 1531
36 0.60 0 0 740 444 119 86 861.70 650 65 1551
42 0.70 0 0 740 518 119 86 861.76 650 65 1572
48 0.80 0 0 740 592 119 86 861.81 650 65 1593
54 0.90 0 0 740 666 119 86 861.87 650 65 1614
60 1.00 0 0 740 740 119 86 861.92 650 65 1635
66 1.10 0 0 740 814 119 86 861.98 650 65 1656
72 1.20 0 0 740 888 119 86 862.03 650 65 1677
78 1.30 0 0 740 962 119 86 862.09 650 65 1698
84 1.40 0 0 740 1036 119 86 862.14 650 65 1718
90 1.50 0 0 740 1110 119 86 862.20 650 65 1739
96 1.60 0 0 740 1184 119 86 862.26 650 65 1760
102 1.70 0 0 740 1258 119 86 862.31 750 75 1771
108 1.80 0 0 740 1332 119 86 862.34 750 75 1782
114 1.90 0 0 740 1406 119 86 862.37 750 75 1793
120 2.00 0 0 740 1480 119 86 862.40 750 75 1804
126 2.10 0 0 740 1559 119 86 862.43 750 75 1815
132 2.20 0 0 740 1628 119 86 862.46 750 75 1825
138 2.30 0 0 740 1702 119 86 862.48 750 75 1836
144 2.40 0 0 790 1776 119 86 862.51 750 75 1847
150 2.50 0 0 740 1850 119 86 862.54 750 75 1858
156 2.60 0 0 740 1924 119 86 862.57 750 75 1869
162 2.70 0 0 740 1998 119 86 862.60 750 75 1880
168 2.80 0 0 740 2072 119 86 862.63 750 75 1891
174 2.90 0 0 740 2146 119 86 862.66 750 75 1902
180 3.00 0 0 740 2220 119 86 862.69 750 75 1912
186 3.10 0 0 740 2294 119 86 862.72 750 75 1923
192 3.20 0 0 740 2368 119 86 862.74 750 75 1934
198 3.30 0 0 740 2442 119 86 862.77 750 75 1945
204 3.40 0 0 740 2516 119 86 862.80 750 75 1956
210 3.50 0 0 740 2590 119 86 862.83 750 75 1967
216 3.60 0 0 740 2664 119 86 862.86 750 75 .1978
222 3.70 0 0 740 2738 119 86 862.89 750 75 1989
228 3.80 0 0 740 2812 119 86 862.92 750 75 1999
234 3.90 0 0 740 2886 119 86 862.95 750 75 2010
240 4.00 0 0 740 2960 119 86 862.98 750 75 2021
246 4.10 0 0 740 3034 119 86 863.01 750 75 2032
252 4.20 0 0 740 3108 119 86 863.03 750 75 2043
258 4.30 0 0 740 3182 119 86 863.06 750 75 2054
264 4.40 0 0 740 3256 119 86 863.09 750 75 2065
270 4.50 0 0 740 3330 119 86 863.12 750 75 2076
276 4.60 0 0 740 3404 119 86 863.15 750 75 2086
282 4.70 0 0 740 3478 119 86 863.18 750 75 2097

TABLE 14 (REVISED)
y2j
Startown S. Fork Total Westside Westside Westside
Startown Volume S. Fork Volume Gravity Volume Pump Pump Volume
Time Time - Flow In Pumped Flow In Pumped Flow In In WSEL Flow Out Pumped Storage
(seconds) (minutes) (gpm) (gal) (gpm) (gal) (gpm) (gal) (ft) (gpm) (gal) (gal)
288 4.80 0 0 740 3552 119 86 863.21 750 75 2108
294 4.90 0 0 740 3626 119 86 863.24 750 75 2119
300 5.00 0 0 740 3700 119 86 863.27 750 75 2130
306 5.10 0 0 0 3774 119 86 863.29 750 75 2141
312 5.20 0 0 0 3774 119 12 863.32 750 75 2078
318 5.30 0 0 0 3774 119 12 863.16 750 75 2015
324 5.40 0 0 0 3774 119 12 862.99 750 75 195]
330 5.50 0 0 0 3774 119 12 862.82 750 75 1888
336 5.60 0 0 0 3774 119 12 862.65 750 75 1825
342 5.70 0 0 0 3774 119 12 862.48 750 75 1762
348 5.80 0 0 0 3774 119 12 862.32 750 75 1699
354 5.90 0 0 0 3774 119 12 862.15 750 75 1636
360 6.00 0 0 0 3774 119 12 861.98 750 75 I573
366 6.10 0 0 0 3774 119 12 861.81 750 75 1510
372 6.20 0 0 0 3774 119 12 861.64 750 75 1446
378 6.30 0 0 0 3774 119 12 861.48 750 75 1383
384 6.40 0 0 0 3774 119 12 861.31 750 75 1320
390 6.50 0 0 0 3774 119 12 861.14 750 75 1257
396 6.60 0 0 0 3774 119 12 860.97 750 75 1194
402 6.70 0 0 0 3774 119 12 860.81 750 75 1131
408 6.80 0 0 0 3774 119 12 860.64 750 75 1068
414 6.90 0 0 0 3774 119 12 860.47 750 75 1005
420 7.00 0 0 0 3774 119 12 860.30 750 75 941
426 7.10 0 0 0 3774 119 12 860.13 750 75 878
432 7.20 0 0 0 3774 119 12 859.97 750 75 815
438 7.30 -0 0 0 3774 119 12 859.80 750 75 752
444 7.40 0 0 0 3774 119 12 859.63 750 75 689
450 7.50 0 0 0 3774 119 12 859.46 750 75 626
456 7.60 0 0 0 3774 119 12 859.29 750 75 563
462 7.70 0 0 0 3774 119 12 859.13 750 75 500
468 7.80 0 0 0 3774 119 12 858.96 750 75 436
474 7.90 0 0 - 0 3774 119 12 858.79 750 75 373
480 8.00 0 0 0 3774 119 12 858.62 750 75 310
486 8.10 0 0 0 3774 119 12 858.45 750 75 247
492 8.20 0 0 0 3774 119 12 858.29 750 75 184
498 830 0 0 0 3774 119 12 858.12 750 75 121
504 8.40 0 0 0 3774 119 12 857.95 750 75 58
510 8.50 0 0 0 3774 119 12 857.78 750 75 -5
516 8.60 0 0 0 3774 119 12 857.62 0 0 6
522 8.70 0 0 0 3774 119 12 857.65 0 0 18
528 8.80 0 0 0 3774 119 12 857.68 0 0 30
534 8.90 0 0 0 3774 119 12 857.71 0 0 42
540 9.00 0 0 0 3774 119 12 857.74 0 0 54
546 9.10 0 0 0 3774 119 12 857.77 0 0 66
552 9.20 0 0 0 3774 119 12 857.80 0 0 78
558 9.30 0 0 0 3774 119 12 857.84 0 0 90
564 9.40 0 0 0 3774 119 I2 857.87 0 0 101
570 9.50 0 0 0 3774 119 12 857.90 0 0 113
576 9.60 0 0 0 3774 119 12 857.93 0 0 125
582 9.70 0 0 0 3774 119 12 857.96 0 0 137
588 9.80 0 0 0 3774 119 12 857.99 0 0 149
594 9.90 0 0 0 3774 119 12 858.03 0 0 161
600 10.00 0 0 0 3774 119 12 858.06 0 0 173
606 10.10 0 0 0 3774 119 12 858.09 0 0 185
612 1020 0 0 0 3774 119 12 858.12 0 0 196
618 10.30 0 0 0 3774 119 12 858.15 0 0 208
624 10.40 0 0 0 3774 119 12 858.18 0 0 220
630 10.50 0 0 0 3774 119 12 858.22 0 0 232

TABLE 14 (REVISED)
Startown S. Fork Total Westside Westside Westside
Startown Volume S.Fork Volume. Gravity Volume Pump Pump Volume
Time ' Time Flow In Pumped FiowIn Pumped Flow In In WSEL Flow Out Pumped Storage
(seconds) (minutes) (gpm) (gal) (gpm) (gal) (gpm) (gal) (ft) (gpm) (gaI) (gal)
636 10.60 0 0 0 3774 119 12 858.25 0 0 244
642 10.70 0 0 0 3774 119 12 858.28 0 0 256
648 10.80 0 0 0 3774. 119 12 858.31 0 0 268
654 10.90 0 0 0 3774 119 12 858.34 0 0• 280
660 11.00 0 0 0 3774 119 12 858.37 0 0 291
666 11.10 0 0 0 3774 119 12 858.41 0 0 303
672 11.20 0 0 0 3774 119 12 858.44 0 0 315
678 1130 0 0 0 3774 119 12 858.47 0 0 327
684 11.40 0 0 0 3774 119 12 858.50 0 0 339
690 11.50 0 0 0 3774 119 12 858.53 0 0 351
696 11.60 0 0 0 3774 119 12 858.56 0 0 363
702 11.70 0 0 0 3774 119 12 858.59 0 0 375
708 11.80 0 0 0 3774 119 12 858.63 0 0 386
714 11.90 0 0 0 3774 119 12 858.66 0 0 398
720 12.00 0 0 0 3774 119 12 858.69 0 0 410
726 12.10 0 0 0 3774 119 12 858.72 0 0 422
732 12.20 0 0 0 3774 119 12 858.75 0 0 434
738 12.30 0 0 0 3774 119 12 858.78 0 0 446
744 12.40 0 0 0 3774 119 12 858.82 0 0 458
750 12.50 0 0 0 3774 119 12 858.85 0 0 470
756 12.60 0 0 0 3774 119 12 858.88 0 0 481
762 12.70 0 0 0 3774 119 12 858.91 0 0 493
768 12.80 0 0 0 3774 119 12 858.94 0 0 505
774 12.90 0 0 0 3774 119 12 858.97 0 0 517
780 13.00 0 0 0 3774 119 12 859.01 0 0 529
786 13.10 .0 0 0 3774 119 12 859.04 0 0 541
792 13.20 0 0 0 3774 119 12 859.07 0 0 553
798 13.30 0 0 0 3774 119 12 859.10 0 0 565
804 13.40 0 0 0 3774 119 12 859.13 0 0 576
810 13.50 0 0 0 3774 119 12 859.16 0 0 588
816 13.60 0 0 0 3774 119 12 859.19 0 0 600
822 13:70 0 0 0 3774 119 12 859.23 0 0 612
828 13.80 0 0 0 3774 119 12 859.26 0 0 624
834 13.90 0 0 0 3774 119 12 859.29 0 0 636
840 14.00 0 0 0 3774 119 12 859.32 0 0 648
846 14.10 0 0 0 3774 119 12 859.35 0 0 660
852 14.20 0 0 0 3774 119 12 859.38 0 0 671
858 14.30 0 0 0 3774 119 12 859.42 0 0 683
864 14.40 0 0 0 3774 119 12 859.45 0 0 695
870 14.50 0 0 0 3774 119 12 859.48 0 0 707
876 14.60 0 0 0 3774 119 12 859.51 0 0 719
882 14.70 0 0 0 3774 119 12 859.54 0 0 731
888 14.80 0 0 0 3774 119 12 859.57 0 0 743
894 14.90 0 0 0 3774 119 12 859.61 0 0 755
900 15.00 0 0 0 3774 119 12 859.64 0 0 766
906 15.10 0 0 0 3774 119 12 859.67 0 0 778
912 15.20 0 0 0 3774 119 12 859.70 0 0 790
918 15.30 0 0 0 3774 119 12 859.73 0 0 802
924 15.40 0 0 0 3774 119 12 859.76 0 0 814
930 15.50 0 0 0 3774 119 12 859.79 0 0 826
936 15.60 0 0 0 3774 119 12 859.83 0 0 838
942 15.70 0 0 0 3774 119 12 859.86 0 0 850
948 15.80 0 0 0 3774 119 12 859.89 0 0 861
954 15.90 0 0 0 3774 119 12 859.92 0 0 873
960 16.00 0 0 0 3774 119 12 859.95 0 0 885
966 16.10 0 0 0 3774 119 12 859.98 0 0 897
972 16.20 0 0 0 3774 119 12 860.02 0 0 909
978 16.30 0 0 0 3774 119 12 860.05 0 0 921

TABLE 14 (REVISED)
Startown S. Fork Total Westside Westside Westside
Startown Volume S. Fork Volume Gravity Volume Pump Pump Volume
Time Time Flow In Pumped Flow In Pumped Flow In In WSEL Flow Out Pumped Storage
(seconds) (minutes) (gpm) (gal) (gpm) (gal) (gpm) (gal) (ft) (gpm) (gal) (gal)
984 16.40 0 0 0 3774 119 12 860.08 0 0 933
990 16.50 0 0 0 3774 119 12 860.11 0 0 945
996 16.60 0 0 0 3774 119 12 860.14 0 0 956
1002 16.70 0 0 0 3774 119 12 860.17 0 0 968
1008 16.80 0 0 0 3774 119 12 860.21 0 0 980
1014 16.90 0 0 0 3774 119 12 86024 0 0 992
1020 17.00 0 0 0 3774 119 12 860.27 0 0 1004
1026 17.10 0 0 0 3774 119 12 860.30 0 0 1016
1032 17.20 0 0 0 3774 119 12 860.33 0 0 1028
1038 17.30 0 0 0 3774 119 12 860.36 0 0 1040
1044 17.40 0 0 0 3774 119 12 860.39 0 0 1051
1050 17.50 0 0 0 3774 119 12 860.43 0 0 1063
1056 17.60 0 0 0 3779 119 12 860.46 0 0 1075
1062 17.70 0 0 0 3774 119 12 860.49 0 0 1087
1068 17.80 0 0 0 3774 119 12 860.52 0 0 1099
1074 17.90 0 0 0 3774 119 12 860.55 0 0 1111
1080 18.00 0 0 0 3774 119 12 860.58 0 0 1123
1086 18.10 0 0 0 3774 119 12 860.62 0 0 1135
1092 18.20 0 0 0 3774 119 12 860.65 0 0 1146
1098 18.30 0 0 0 3774 119 12 860.68 0 0 1158
1104 18.40 0 0 0 3774 119 12 860.71 0 0 1170
1110 18.50 0 0 0 3774 119 12 860.74 0 0 1182
1116 18.60 0 0 0 3774 119 12 860.77 0 0 1194
1122 18.70 0 0 0 3774 119 12 860.81 0 0 1206
1128 18.80 0 0 0 3774 119 12 860.84 0 0 1218
1134 18.90 .0 0 0 3774 119 12 860.87 0 0 1230
1140 19.00 0 0 0 3774 119 12 860.90 0 0 1241
1146 19.10 0 0 0 3774 119 12 860.93 0 0 1253
1152 19.20 0 0 0 3774 119 12 860.96 0 0 1265
1158 19.30 0 0 0 3774 119 12 860.99 0 0 1277
1164 19.40 0 0 0 3774 119 12 861,03 0 0 1289
1170 19.50 0 0 0 3774 119 12 861.06 0 0 1301
1176 19.60 0 0 0 3774 119 12 861.09 0 0 1313
1182 19.70 0 0 0 3774 119 12 861.12 0 0 1325
1188 19.80 0 0 0 3774 119 12 861.15 0 0 1336
1194 19.90 0 0 0 3774 119 12 861.18 0 0 1348
1200 20.00 0 0 0 3774 119 12 861.22 0 0 1360
1206 20.10 0 0 0 3774 119 12 861.25 0 0 1372
1212 20.20 0 0 0 3774 119 12 861.28 650 65 1319
1218 20.30 0 0 0 3774 119 12 861.I4 650 65 1266
1224 20.90 0 0 0 3774 119 12 861.00 650 65 1213
1230 20.50 0 0 0 3774 119 12 860.86 650 65 1160
1236 20.60 0 0 0 3774 119 12 860.71 650 65 1106
1242 20.70 0 0 0 3774 119 12 860.57 650 65 1053
1298 20.80 0 0 0 3774 119 12 860.43 650 65 1000
1254 20.90 0 0 0 3774 119 12 860.29 650 65 947
1260 21.00 0 0 0 3774 119 12 860.15 650 65 894
1266 21.10 0 0 0 3774 119 12 860.01 650 65 841
1272 21.20 0 0 0 3774 119 12 859.87 650 65 788
1278 21.30 0 0 0 3774 119 12 859.72 650 65 735
1284 21.40 0 0 0 3774 119 12 859.58 650 65 681
1290 21.50 0 0 0 3774 119 12 859.44 650 65 628
1296 21.60 0 0 0 3774 119 12 859.30 650 65 575
I302 21.70 0 0 0 3774 119 12 859.16 650 65 522
1308 21.80 0 0 0 3774 I19 12 859.02 650 65 469
1314 21.90 0 0 0 3774 119 12 858.88 650 65 416
1320 22.00 0 0 0 3774 I19 12 858.74 650 65 363
1326 22.10 0 0 0 3774 119 12 858.59 650 65 310

TABLE 14 (REVISED)
t4/21
Startown S. Fork Total Westside Westside Westside
Startown Volume 5. Fork Volume Gravity Volume Pump Pump Volume
Time Time Flow In Pumped Flow In Pumped Flow In In WSEL Flow Out Pumped Storage
(seconds) (minutes) (gpm) (gal) (gpm) (gal) (gpm) (gal) (ft) (gpm) (gaI) (gal)
1332 22.20 0 0 0 3774 119 12 858.45 650 65 - 256
1338 22.30 0 0 0 3774 119 12 858.31 650 65 203
1344 22.40 0 0 0 3774 119 12 858.17 650 65 150
1350 22.50 0 0 0 3774 119 12 858.03 650 65 97
1356 22.60 0 0 0 3774 119 12 857.89 650 65 44
1362 22.70 0 0 0 3774 1I9 12 857.75 650 65 -9
1368 22.80 0 0 0 3774 119 12 857.61 0 0 3
1374 22.90 0 0 0 3774 119 12 857.64 0 0 15
1380 23.00 0 0 0 3774 119 12 857.67 0 0 26
1386 23.10 0 0 740 3774 119 12 857.70 0 0 38
1392 23.20 0 0 740 3848 119 86 857.73 0 0 124
1398 23.30 0 0 740 3922 119 86 857.96 0 0 210
1404 23.40 0 0 740 3996 119 86 858.19 0 0 296
1410 23.50 0 0 740 4070 119 86 858.42 0 0 382
1416 23.60 0 0 740 4144 119 86 858.65 0 0 468
1422 23.70 0 0 740 4218 119 86 858.87 0 0 554
1428 23.80 0 0 740 4292 119 86 859.10 0 0 639
1434 23.90 0 0 740 4366 119 86 859.33 0 0 725
1440 24.00 0 0 740 4440 119 86 859.56 0 0 811
1446 24.10 0 0 740 4514 119 86 859.79 0 0 897
1452 24.20 0 0 740 4588 119 86 860.02 0 0 983
1458 24.30 0 0 740 4662 119 86 860.24 0 0 1069
1464 24.40 0 0 740 4736 119 86 860.47 0 0 1155
1470 24.50 0 0 740 4810 119 86 860.70 0 0 1241
1476 24.60 0 0 740 4884 119 86 860.93 0 0 1326
1482 24.70 0 0 740 4958 119 86 861.16 0 0 1412
1488 24.80 0 0 740 5032 119 86 86139 650 65 1433
1494 24.90 0 0 740 5106 119 86 861.44 650 65 1454
1500 25.00 0 0 740 5180 119 86 861.50 650 65 1475
1506 25.10 0 0 740 5254 119 86 861.55 650 65 1496
1512 25.20 0 0 740 532E 119 86 861.61 650 65 1517
1518 25.30 0 0 740 5402 119 86 861.66 650 65 1538
1524 25.40 0 0 740 5476 119 86 861.72 650 65 1558
1530 25.50 0 0 740 5550 119 86 861.77 650 65 1579
1536 25.60 0 0 740 5624 119 86 861.83 650 65 1600
1542 25.70 0 0 740 5698 119 86 861.89 650 65 1621
1548 25.80 0 0 740 5772 119 86 861.94 650 65 1642
1554 25.90 0 0 740 5846 119 86 862.00 650 65 1663
1560 26.00 0 0 740 5920 119 86 862.05 650 65 1684
1566 26.10 0 0 740 5994 119 86 862.11 650 65 1705
1572 26.20 0 0 740 6068 119 86 862.16 650 65 1725
1578 26.30 0 0 740 6142 119 86 862.22 650 65 1746
1584 26.40 0 0 740 6216 119 86 862.27 750 75 1757
1590 26.50 0 0 740 6290 119 86 862.30 750 75 1768
1596 26.60 0 0 740 6364 119 86 862.33 750 75 1779
1602 26.70 0 0 740 6438 119 86 862.36 750 75 1790
1608 26.80 0 0 740 6512 119 86 862.39 750 75 1801
1614 26.90 0 0 740 6586 119 86 862.42 750 75 1812
1620 27.00 0 0 740 6660 119 86 862.45 750 75 1822
1626 27.10 0 0 740 6734 119 86 862.48 750 75 1833
1632 2720 0 0 740 6808 1I9 86 862.51 750 75 1844
1638 27.30 0 0 740 6882 119 86 862.53 750 75 1855
1644 27.40 0 0 740 6956 119 86 862.56 750 75 1866
1650 27.50 0 0 740 7030 119 86 862.59 750 75 1877
1656 27.60 0 0 740 7104 119 86 862.62 750 75 1888
1662 27.70 0 0 740 7178 119 86 862.65 750 75 1899
1668 27.80 0 0 740 7252 119 86 862.68 750 75 1909
1674 27.90 0 0 740 7326 119 86 862.71 750 75 1920

NZ 0 0 SE'858 ZI 611 0M 0 0 0 0L'££ ZZOZ
LLZ 0 0 ZE'SS8 ZI 611 0UL 0 0 • 0 09'££ 910Z
6SZ 0 0 6Z9S8 ZI 611 001'L 0 0 0 0S'£E OIOZ
Z'Z 0 0 9Z8S8 ZI 611 00iML 0 0 0 OV£E 1700Z
9EZ 0 0 ZZSSS ZL 611 00t'L 0 0 0 OE'EE 866E
1,ZZ 0 0 6I'8S8 ZI 611 0017E 0 0 0 OZ£E Z661
ZLZ 0 0 91'8S8 ZI 611 001iL 0 0 0 OI'£E 9861
00Z 0 0 £1'8S8 ZL 611 00YL 0 0 0 00'EE 086I
881. 0 0 018S8 Z1 611 001'L 0 0 0 06'ZE 1/L61
9LL 0 0 L0'858 ZI 611 00%L 0 0 0 087E S961
'91. 0 0 b0'SS8 TT 6LI 0M 0 0 0 OCZE Z96L
ZSL 0 0 00'8S8 ZI 611 001'L 0 0 0 097E 956E
LMMM 0 0 L6'LS8 ZI 611 00i'L 0 0 0 OS'ZE 0S61
6ZL 0 0 i'6'LS8 ZL 611 00i,L 0 0 0 OFZE M'61
LIL 0 0 L6'LS8 ZI 611 00T'L 0 0 0 0E'ZE 8E61
SOL 0 0 88"L58 Zt 611 00I'L 0 0 0 OZZE ZE6'1
£6 0 0 S8'L58 Z1 611 001*L 0 0 0 0L'ZE 9Z61
LS 0 0 I8'LS8 ZI 611 00trh 0 0 0 00'ZE 0Z6L
69 0 0 9CLS2 zt 611 006L 0 0 0 061E 1161
LS 0 0 SL'L58 ZL 611 001/L 0 0 0 081E 8061
96 0 0 ZL'LS'8 ZI 6I1. 001,L 0 0 0 OCLE Z061
6E 0 0 69'L58 ZI 611 001'L 0 0 0 091E 9681
ZZ 0 0 99'LS8 ZI 611 0017L 0 0 0 OS'LE 0681
OL 0 0 Z9'LS8 ZI 611 006E 0 0 0 OVLE Y881
Z- 0 0 6S'LS8 ZI 611 OM 0 0 0 OE' IC 8L81
171- 0 0 9S'LS8 Zl 611 OOI'L 0 0 0 OZLE ZLSL
9Z- SL OSL EL'LSS ZI 611 01.*L 0 0 0 OL'IE 998E
LE 54 OSL 06'LS8 ZI 611 OM 0 0 0 00'1£ 098E
LOI SL OSL LO'858 ZI 611 0017E 0 0 0 06'0£ 1'S81
1'91 5L OSL £Z'SS8 ZI 611 001L 0 0 0 08'OE 8181
LZZ SL OSL OVSSB ZI 611 001'L 0 0 0 0L'0E ZE>81
06Z SL OSL LS'888 ZI 611 001'L 0 0 0 09'0E 9E81
ESE SL OSL 1'L'8S8 ZI 611 00GL 0 0 0 OS OS OEBL
911 SL 05L 06'89S ZI 611 0017L 0 0 0 (WOE 1ZZBI
6L6 SL OSL L0'658 ZL 611 00 'L 0 0 0 0£'OE MI
Z6S SL OSL 4Z6S8 ZI 611 0M 0 0 0 OZ'OE Z18I
909 SL OSL 1Y658 ZI 611 0017L 0 0 0 0L'OE 908E
699 SL 091 85'658 Z1 611 0017L 0 0 0 00'0E 008E
Z£L SL OSL 17L'658 ZI 611 00I7L 0 0 0 06'6Z $6LI
S6L SL OSL 16'6S8 ZI 611 001,L 0 0 0 08'6Z NZ
858 5L 05L 80'098 Z1 611 001'L 0 0 0 OL'6Z ZBLI
LZ6 SL OSL 9Z098 Z1 611 00W 0 0 0 09'6Z 9LLL
196 SL OSL Z6'098 ZI 611 001E 0 0 0 05'6Z OLLL
41,0I SL 09L 8S'098 ZI 611 001'L 0 0 0 OV6Z 1'9L1
MI SL OSL 5L'099 ZL 6LL OM 0 0 0E-6Z 8SL1
1'LLL SL OSL Z6'098 Zl 611 001E 0 0 0 (06Z ZSLI
L£ZI SL OSL 60'198 Zl, 61E 00TL 0 0 0 01'6Z 917LI
00EI SL 091 5Z199 ZI 611 001E 0 0 0 00'6Z 0111
E9E1. SL 054 Z6'L98 Z1 611 OO1'L 0 0 0 06'8Z 6E41
9Z1'1 SL OSL 6S'198 ZL 611 001E 0 0 0 08BZ BILL
6S171 SL OSL 9L'198 ZL 61l 00fL 0 0 0 OL'8Z ZZL1
ZSSL 5L OSL E6'198 ZI 611 001'L 0 0 0 09'8Z 91L1
919E SL 0SL 60799 ZZ 611 001E 0 0 0 0S'SZ MI
6L91 SL OSL 9Z'Z98 ZI 611 001E 0 0 0 06'8Z BOLL
Z1'LI SL OSL EVZ98 Z1 611 001E 0 0 0 OE'8Z 869E
5081 SL OSL 09798 ZI 611 0017L 0 0 0 OZ8Z Z691
898E SL OSL LL'Z98 ZI 611 0011 0 0 0 01'8Z 9891
1E61 9L OSL i'L79B 98 611 001E 0 0 0 00'SZ 089E
firs) (lr$) (wd2) o3) (l9) (ma) (Ir$) (wd) ((r4) (ma) (sa;nupu) (apu0aas}
a2r.io;g padwnd lno maid 'IHSM kg III mold paduind ul mold paduind ul mold awn awly
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TABLE 14 (REVISED)
Startown S.Fork Total Westside Westside Westside
Startown Volume S. Fork Volume Gravity Volume Pump Pump Volume
Time Time Flow In Pumped Flow In Pumped Flow In In WSEL Flow Out Pumped Storage
(seconds) (minutes) (gpm) (gal) (gpm) (gal) (gpm) (gal) (ft) (gpm) (gal) (gal)
2028 33.80 0 0 0 7400 119 12 858.38 0 0 295
2034 33.90 0 0 0 7400 119 12 858.41 0 0 307
2040 34.00 0 0 0 7400 119 12 858.45 0 0 319
2046 34.10 0 0 0 7400 119 12 858.48 0 0 331
2052 34.20 0 0 0 7400 119 12 858.51 0 0 342
2058 34.30 0 0 0 7400 119 12 &58.54 0 0 354
2064 34.40 0 0 0 7400 119 12 858.57 0 0 366
2070 34.50 0 0 0 7400 119 12 858.60 0 0 378
2076 34.60 0 0 0 7400 119 12 858.64 0 0 390
2082 34.70 0 0 0 7400 119 12 858.67 0 0 402
2088 34.80 0 0 0 7400 119 12 858.70 0 0 414
2094 34.90 0 0 0 7400 119 12 858.73 0 0 426
2100 35.00 0 0 0 7400 119 12 858.76 0 0 437
2106 35.10 0 0 0 7400 119 12 858.79 0 0 449
2112 35.20 0 0 0 7400 119 12 858.82 0 0 461
2118 35.30 0 0 0 7400 119 12 858.86 0 0 473
2124 35.40 0 0 0 7400 119 12 858.89 0 0 485
2130 35.50 0 0 0 7400 119 12 858.92 0 0 497
2136 35.60 0 0 0 7400 119 12 858.95 0 0 509
2142 35.70 0 0 0 7400 119 12 858.98 0 0 521
2148 35.80 0 0 0 7400 119 12 859.01 0 0 532
2154 35.90 0 0 0 7400 119 12 859.05 0 0 544
2160 36.00 0 0 0 7400 119 12 859.08 0 0 556
2166 36.10 0 0 0 7400 119 12 859.11 0 0 568
2172 36.20 0 0 0 7400 119 12 859.14 0 0 580
2178 36.30 .0 0 0 7400 119 12 859.17 0 0 592
2184 36.40 0 0 0 7400 119 12 859.20 0 0 604
2190 36.50 0 0 0 7400 119 12 859.24 0 0 616
2196 36.60 0 0 0 7400 119 12 85927 0 0 627
2202 36.70 0 0 0 7400 119 12 859.30 0 0 639
2208 36.80 0 0 0 7400 119 12 859.33 0 0 651
2214 36.90 0 0 0 7400 119 12 859.36 0 0 663
2220 37.00 0 0 0 7400 119 12 859.39 0 0 675
2226 37.10 0 0 0 7400 119 12 859.42 0 0 687
2232 3720 0 0 0 7400 119 12 859.46 0 0 699
2238 37.30 0 0 0 7400 119 12 859.49 0 0 711
2244 37.40 0 0 0 7400 119 12 B59.52 0 0 722
2250 37.50 0 0 0 7400 119 12 859.55 0 0 734
2256 37.60 0 0 0 7400 119 12 859.58 0 0 746
2262 37.70 0 0 0 7400 119 12 B59.61 0 0 758
2268 37.80 0 0 0 7400 119 12 859.65 0 0 770
2274 37.90 0 0 0 7400 119 12 859.68 0 0 782
2280 38.00 0 0 0 7400 119 12 859.71 0 0 794
2286 38.10 0 0 0 7400 119 12 859.74 0 0 806
2292 38.20 0 0 0 7400 119 12 859.77 0 0 817
2298 38.30 0 0 0 7400 119 12 859.80 0 0 829
2304 38.40 0 0 0 7400 119 12 859.84 0 0 841
2310 38.50 0 0 0 7400 119 12 859.87 0 0 853
2316 38.60 0 0 0 7400 119 12 859.90 0 0 865
2322 38.70 0 0 0 7400 119 12 859.93 0 0 877
2328 38.80 0 0 0 7400 119 12 859.96 0 0 889
2334 38.90 0 0 0 7400 119 12 859.99 0 0 901
2340 39.00 0 0 0 7400 119 12 860.02 0 0 912
2346 39.10 0 0 0 7400 119 12 860.06 0 0 924
2352 39.20 0 0 0 7400 119 12 860.09 0 0 936
2358 39.30 0 0 0 7400. 119 12 860.12 0 0 948
2364 39.40 0 0 0 7400 119 12 860.15 0 0 960
2370 39.50 0 0 0 7400 119 12 860.18 0 0 972

TABLE 14 (REVISED)
Startown S. Fork Total Westside Westside Westside
Startown Volume S. Fork Volume Gravity Volume Pump Pump Volume
Time Time Flow In Pumped Flow In Pumped Flow In In WSEL Flow Out Pumped Storage
(seconds) (minutes) (gpm) (gal) (gpm) (gal) (gpm) (gal) (ft) (gpm) (gal) (gal)
2376 39.60 0 0 0 7400 119 12 860.21 0 0 984
2382 39.70 0 0 0 7400 119 12 860.25 0 0 996
2388 39.80 0 0 0 7400 119 12 860.28 0 0 1007
2394 39.90 0 0 0 7400 119 12 860.31 0 0 1019
2400 40.00 0 0 0 7400 119 12 860.34 0 0 1031
2406 40.10 0 0 0 7400 119 12 860.37 0 0 1043
2412 40.20 0 0 0 7400 119 12 860.40 0 0 1055
2418 40.30 0 0 0 7400 119 12 860.44 0 0 1067
2424 40.40 0 0 0 7400 119 12 860.47 0 0 1079
2430 40.50 0 0 0 7400 119 12 860.50 0 0 1091
2436 40.60 0 0 0 7400 119 12 860.53 0 0 1102
2442 40.70 0 0 0 7400 119 12 860.56 0 0 1114
2448 40.80 0 0 0 7400 119 12 860.59 0 0 1126
2454 40.90 0 0 0 7400 119 12 860.63 0 0 1138
2460 41.00 0 0 0 7400 119 12 860.66 0 0 1150
2466 41.10 0 0 0 7400 119 12 860.69 0 0 1162
2472 41.20 0 0 0 7400 119 12 860.72 0 0 1174
2478 41.30 0 0 0 7400 119 12 860.75 0 0 1186
2484 41.40 0 0 0 7400 119 12 860.78 0 0 1197
2490 41.50 0 0 0 7400 119 12 860.81 0 0 1209
2496 41.60 0 0 0 7400 119 12 860.85 0 0 1221
2502 41.70 0 0 0 7400 119 12 860.88 0 0 1733
2508 41.80 0 0 0 7400 119 12 860.91 0 0 1245
2514 41.90 0 0 0 7400 119 12 860.94 0 0 1257
2520 42.00 0 0 0 7400 119 12 860.97 0 0 1269
2526 42.10 0 0 0 7400 119 12 861.00 0 0 1281
2532 42.20 0 0 0 7400 119 12 861.04 0 0 1292
2538 42.30 0 0 0 7400 119 12 861.07 0 0 1304
2544 42.40 0 0 0 7400 119 12 861.10 0 0 1316
2550 42.50 0 0 0 7400 119 12 861.13 0 0 1328
2556 42.60 0 0 0 7400 119 12 861.16 0 0 1340
2562 42.70 0 0 0 7400 119 12 861.19 0 0 1352
2568 42.80 0 0 0 7400 119 12 861.23 0 0 1364
2574 42.90 0 0 0 7400 119 12 861.26 0 0 1376
2580 43.00 0 0 0 7400 119 12 861.29 650 65 1322
2586 43.10 0 0 0 7400 119 12 861.15 650 65 1269
2592 43.20 0 0 0 7400 119 12 861.01 650 65 1216
2598 43.30 0 0 0 7400 119 12 860.86 650 65 1163
2604 43.40 0 0 0 7400 119 12 860.72 650 65 1110
2610 43.50 0 0 0 7400 119 12 860.58 650 65 1057
2616 43.60 0 0 0 7400 119 12 860.44 650 65 1004
2622 43.70 0 0 0 7400 119 12 86030 650 65 951
2628 43.80 0 0 0 7400 119 12 860.16 650 65 897
2634 43.90 0 0 0 7400 119 12 860.02 650 65 844
2640 44.00 0 0 0 7400 119 12 859.88 650 65 791
2646 44.10 0 0 0 7400 119 12 859.73 650 65 738
2652 44.20 0 0 0 7400 119 12 859.59 650 65 685
2658 44.30 0 0 0 7400 119 12 859.45 650 65 632
2664 44.40 0 0 0 7400 I19 12 859.31 650 65 579
2670 44.50 0 0 0 7400 119 12 859.17 650 65 526
2676 44.60 0 0 0 7400 119 12 859.03 650 65 472
2682 44.70 0 0 0 7400 119 12 858.89 650 65 419
2688 44.80 0 0 0 7400 119 12 .858.75 650 65 366
2694 44.90 0_ 0 0 7400 119 12 858.60 650 65 313
2700 45.00 0 0 0 7400 119 12 858.46 650 65 260
2706 45.10 0 0 0 7400 119 12 858.32 650 65 207
2712 45.20 0 0 0 7400 119 12 858.18 650 65 154
2718 45.30 0 0 0 7400 119 12 858.04 650 65 101

TABLE 14 (REVISED)
Startown S. Fork Total Westside Westside Westside
Startown Volume S. Fork Volume Gravity Volume Pump Pump Volume
Time Time Flow In Pumped Flow In Pumped Flow In In WSEL Flow Out Pumped Storage
(seconds) (minutes) (gpm) (gal) (gpm) (gal) (gpm) (gal) (ft) (gpm) (gal) (gal)
2724 45.40 0 0 0 7400 119 12 857.90 650 65 47
2730 45.50 0 0 0 7400 119 12 857.76 650 65 -6
2736 45.60 0 0 0 7400 119 12 857.61 0 0 6
2742 45.70 0 0 0 7400 119 12 857.65 0 0 18
2748 45.80 0 0 0 7400 119 12 857.68 0 0 30
2754 45.90 , 0 0 0 7400 119 12 857.71 0 0 42
2760 46.00 0 0 0 7400 119 12 857.74 0 0 54
2766 46.10 0 0 740 7400 119 12 857.77 0 0 66
2772 46.20 0 0 740 7474 119 86 857.80 0 0 151
2778 46.30 0 0 740 7548 119 86 858.03 0 0 237
2784 46.40 0 0 740 7622 119 86 858.26 0 0 323
2790 46.50 0 0 740 7696 119 86 858.49 0 0 409
2796 46.60 0 0 740 7770 119 86 858.72 0 0 495
2802 46.70 0 0 740 7844 119 86 858.95 0 0 581
2808 46.80 0 0 740 7918 119 86 859.17 0 0 667
2814 46.90 0 0 740 7992 119 86 859.40 0 0 753
2820 47.00 0 0 740 8066 119 86 859.63 0 0 838
2826 47.10 0 0 740 8140 119 86 859.86 0 0 924
2832 47.20 0 0 740 8214 119 86 860.09 0 0 1010
2838 47.30 0 0 740 8288 119 86 860.32 0 0 1096
2844 47.40 0 0 740 8362 119 86 860.54 0 0 1182
2850 47.50 0 0 740 8436 119 86 860.77 0 0 1268
2856 47.60 0 0 740 8510 119 86 861.00 0 0 1354
2862 47.70 0 0 740 8584 119 86 861.23 0 0 1440
2868 47.80 0 0 740 8658 119 86 861.46 650 65 1460
2874 47.90 0 0 740 8732 119 86 861.51 650 65 1481
2880 48.00 0 0 740 8806 119 86 861.57 650 65 1502
2886 48.10 0 0 740 8880 119 86 861.62 650 65 1523
2892 48.20 0 0 740 8954 119 86 861.68 650 65 1544
2898 48.30 0 0 740 9028 119 86 861.74 650 65 1565
2904 48.40 0 0 740 9102 119 86 861.79 650 65 1586
2910 48.50 0 0 740 9176 119 .86 861.85 650 65 1607
2916 48.60 0 0 740 9250 119 86 861.90 650 65 1627
2922 48.70 0 0 740 9324 119 86 861.96 650 65 1648
2928 48.80 0 0 740 9398 119 86 862.01 650 65 1669
2934 48.90 0 0 740 9472 119 86 862.07 650 65 1690
2940 49.00 0 0 740 9546 119 86 862.12 650 65 1711
2946 49.10 0 0 740 9620 119 86 862.18 650 65 1732
2952 49.20 0 0 740 9694 119 86 862.24 650 65 1753
2958 4930 0 0 740 9768 119 86 862.29 750 75 1764
2964 49.40 0 0 740 9842 119 86 862.32 750 75 1774
2970 49.50 0 0 740 9916 119 86 862.35 750 75 1785
2976 49.60 0 0 740 9990 119 86 862.38 750 75 1796
2982 49.70 0 0 740 10064 119 86 862.41 750 75 1807
2988 49.80 0 0 740 10138 119 86 862.44 750 75 1818
2994 49.90 0 0 740 10212 119 86 862.46 750 75 1829
3000 50.00 0 0 740 10286 119 86 862.49 750 75 1840
3006 50.10 0 0 740 10360 119 86 862.52 750 75 1851
3012 50.20 0 0 740 10434 119 86 862.55 750 75 1861
3018 50.30 0 0 740 10508 119 86 862.58 750 75 1872
3024 50.40 0 0 740 10582 119 86 862.61 750 75 1883
3030 50.50 0 0 740 10656 119 86 862.64 750 75 1894
3036 50.60 0 0 740 10730 119 86 862.67 750 75 1905
3042 50.70 0 0 740 10804 119 86 862.70 750 75 1916
3048 50.80 0 0 740 10878 119 86 862.73 750 75 1927
3054 50.90 0 0 740- 10952 119 86 862.75 750 75 1938
3060 51.00 0 0 0 11026 119 86 862.78 750 75 1948
3066 51.10 0 0 0 11026 119 12 862.81 750 75 1885
15/ 21

KC 0 0 9171358 Z1 611 9Z0II 0 0 0 06'95 'IT7E
ZTE 0 0 £6'898 ZI 611 9Z011 0 0 0 08'95 806E
00E 0 0 0F859 Z1 611 9Z0L1 0 0 0 0L'93 ZOLOE
88Z 0 0 L£'8S8 Z1 611 9Z0II 0 0 0 09'95 96EE
LLZ 0 0 EE'958 Z1 611 9Z011 0 0 0 OS'92 068E
59Z 0 0 08'898 ZI 611 9Z01I 0 0 0 OV95 NEC
£SZ 0 0 GZ'8S8 Z1 611 9Z011 0 0 0 0£'95 8L££
In 0 0 4Z'858 ZI 611 KO LE 0 0 0 OZ'9S ZLEE
6ZZ 0 0 TZ'858 Z1 6LL 9Z0L1 0 0 0 01'95 99EE
LLZ 0 0 81'8S8 Zi 6I1 Mt 0 0 0 00'9S 098E
S0Z 0 0 i71'898 Z1 611 9Z0TI 0 0 0 06-S5 NEE
£61 0 0 11'858 ZI 611 9Z01I 0 0 0 OWSS MC
NI 0 0 801358 ZI 611 9Z0L1 0 0 0 0L'SS ZI'EE
01.1 .0 0 50.858 ZI 611 93011 0 0 0 09'99 962E
951 0 0 ZO'888 Z1 611 9ZOTI 0 0 0 OS -SS OM
9i7L 0 0 66758 ZI 611 9Z011 0 0 0 Of SS 'ZEE
VOL 0 0 S67S9 ZI 611 9Z011 0 0 0 0£'SS ME
UT- 0 0 Z6799 Z1 611. 9Z0II 0 0 0 OZ'99 ZIEE
01.1. 0 0 687558 Z1 611 93011 0 0 0 01'59 90E8
86 0 0 98'LS8 ZI 611 MIL 0 0 0 00'SS 008E
LS 0 0 £8758 ZI 611 9Z0LI 0 0 0 06'175 176Z£
51. 0 0 09759 31 611 9301.1 0 0 0 08175 99ZE
£9 0 0 LL'LS8 ZI 6LL 9Z011 0 0 0 OL17S Z8ZE
IS 0 0 £L7S8 ZI 611 MIT 0 0 0 091,3 9LZ£
6E 0 0 0L759 ZI 611 9Z011 0 0 0 0517S OLZ£
LZ 0 0 L97S8 ZL 611 9Z0LI 0 0 0 0i7'i5 179Z£
S1 0 0 179'LS8 ZI 611 9Z011 0 0 0 0£17S 8SZE
E 0 0 19'L58 ZT 611 9Z011 0 0 0 OZ'L'S ZSZE
9- SL OSL 8L7S9 ZI 611 MIT 0 0 0 OL'SS 9'ZE
55 SL 051. 116'L58 ZI 611 91011 0 0 0 0017S 05ZE
811 SL OSL LI'8S8 ZI 611 9Z011 0 0 0 06-ES 17EZE
181 SL OSL 8Z'958 Z1 611 9Z011 0 0 0 08'25 8ZZ£
i+SZ SL OSL Si7'959 Zi 611 MIT 0 0 0 OCES MC
LO£ 5L 05L 19'958 Z1 611 9Z011 0 0 0 09'ES 91ZE
0LE 5L 05L 9L'958 ZI 611 9Z011 0 0 0 OS'ES 01ZE
E£6 SL 05L 561859 Z1 611 9Z011 0 0 0 OYES 10Z£
L6i7 SL OSL ZT'6S8 ZI 611 9Z01I 0 0 0 OE'£5 861E
095 SG OSL 6Z'6S8 ZI 611 9Z0LI 0 0 0 OZ'E5 Z6IE
EZ9 EL 05L SV658 Z1 611 9Z011 0 0 0 01'£S 981E
989 SL OSL Z9'658 ZI 611 9Z011 0 0 0 00'ES 081E
65L 5L OSL 6C658 Z1 611 9Z41 0 0 0 0675 i>LLE
Z18 Si 051. 96'658 Z1 611 91011 0 0 0 0975 891E
5L8 SL OSL £T'098 Z1 6L1 9Z011 0 0 0 OL'ZS Z9LE
9E6 SL 05L 6Z'098 ZI 6LL 9Z01L 0 0 0 0975 951E
ZOO SL OSL 9V099 ZT 611 9ZOLI 0 0 0 0S"Z5 051E
S901 SL OSL E9'099 Z1 6I.1 9Z011 0 0 0 067S 174LE
8Z11 SL OSL 08'098 ZI 611 9Z011 0 0 0 OC'ZS 881E
1.611 5L 05L L6'099 Z1 6LT 9Z011 0 0 0 OZZS MC
KM. SL OSL E1'198 Z1 611 9Z01I 0 0 0 0179 WIC
LLEL SL OSL 0E198 Z1 611 9Z0II 0 0 0 00ZS OZIE
08E1 SL OSL LT7'198 Z1 611 9Z011 0 0 0 061S 1LIE
E6i l SL OSL i'9'198 ZI 611 9Z011 0 0 0 081S 801E
LOSL SL OSL 08'198 ZI 611 9E011 0 0 0 OCLS ZOI£
OLSL 5L 05L L6'199 Z1 611 9Z0I1 0 0 0 091S 960E
££91 SL OSL i71.798 Z1 611 9Z0LI 0 0 0 0S'1S 060E
9691 SL 05L 1E799 ZI 61I 9Z0L1 0 0 0 OVLS i'80E
68L1 SL 05L 8YZ98 ZI 611 9Z011 0 0 0 OE'15 SLOE
ZZ81 Si OSL i9798 ZI 611 9ZOII 0 0 0 Or IS ZLOE
(le8) (LE) (wd) (1)) ([0) pa) (its) (wd2) (It) (wd`d) (saynurw) (spuoaas)
a$e4ols padumd Inc' mold 'IBSM uI uI mold padtund uI mold padwnd uI mold atuu, atuu,
atunloA dwnd dwnd atunloA AGlnetc' awnloA /(Jo, •s awnloA uMaa.re1S
apls;saM apls}saM ap!slsaM LEIo.L )130d'S umo7ig9
(camas) i713'I>id,I

TABLE 14 (REVISED)
Startown S. Fork Total Westside Westside Westside
Startown Volume S. Fork Volume Gravity Volume Pump Pump Volume
Time Time Flow In Pumped Flow In Pumped Flow In In WSEL Flow Out Pumped Storage
(seconds) (minutes) (gpm) (gal) (gpm) (gal) (gpm) (gal) (ft) (gpm) (gal) (gaI)
3420 57.00 0 0 0 11026 119 12 858.49 0 0 336
3426 57.10 0 0 0 11026 119 12 858.52 0 0 348
3432 57.20 0 0 0 11026 119 12 858.55 0 0 360
3438 57.30 0 0 0 11026 119 12 858.59 0 0 372
3444 57.40 0 0 0 11026 119 12 858.62 0 0 383
3450 57.50 0 0 0 11026 119 12 858.65 0 0 395
3456 57.60 0 0 0 11026 119 12 858.68 0 0 407
3462 57.70 0 0 0 11026 119 12 858.71 0 0 419
3468 57.80 0 0 0 11026 119 12 858.74 0 0 431
3474 57.90 0 0 0 11026 119 12 858.78 0 0 443
3480 58.00 0 0 0 11026 119 12 858.81 0 0 455
3486 58.10 0 0 0 11026 119 12 858.84 0 0 467
3492 58.20 0 0 0 11026 119 12 858.87 0 0 478
3498 58.30 0 0 0 11026 119 12 858.90 0 0 490
3504 58.40 0 0 0 11026 119 12 858.93 0 0 502
3510 58.50 0 0 0 11026 119 12 858.97 0 0 514
3516 58.60 0 0 0 11026 119 12 859.00 0 0 526
3522 58.70 0 0 0 11026 119 12 859.03 0 0 538
3528 58.80 0 0 0 11026 119 12 859.06 0 0 550
3534 58.90 0 0 0 11026 119 12 859.09 0 0 562
3540 59.00 0 0 0 11026 119 12 859,12 0 0 573
3546 59.10 0 0 0 11026 119 12 859.15 0 0 585
3552 59.20 0 0 0 11026 I19 12 859.19 0 0 597
3558 59.30 0 0 0 11026 119 12 859.22 0 0 609
3564 59.40 0 0 0 11026 119 12 859.25 0 0 621
3570 59.50 0 0 0 11026 119 12 859.28 0 0 633
3576 59.60 0 0 0 11026 119 12 859.31 0 0 645
3582 59.70 0 0 0 11026 119 12 859.34 0 0 657
3588 59.80 0 0 0 11026 119 12 859.38 0 0 666
3594 59.90 0 0 0 11026 119 12 859.41 0 0 680
3600 60.00 0 0 0 11026 119 12 859.44 0 0 692

800
700
600
500
400
a
300
200
100
0
Westside Pump Station Wet Well Storage Level. Evaluation
Critical One Hour Simulation (Alternative Assumptions)
I
1
'
1
I
: I
1
1
I 1
.:
1
0
11/10/1999
10
20
30
Time (minutes)
40
50
60
Startown Flow In )( S. Fork Flow In
—Allowable Gravity Flow In Wet Well WSEL
—Westside Flow Out
864
863
862
861
860
859
858
857
Wet Well WSEL (ft)
FIGURE 13 (REVISED)

CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 13
Attachment F
Pump Cut Sheets
H;ln ewtonW s 321lcorresplth ombrg.wpd

CP-3067
Outline Dimensions
SECTION
4
SUPERSEDES
12/91
PAGE
1
ISSUED
6/94
GUIDE BAR (2x)
(SCHEDULE 40 PIPE)
f-r-.\‘
i
r
(sibi:Tri MM
REF. LINE
--1 K
/FT S
(NOT BY ITT FLYGT, CUT
TO LENGTH AT ASS'Y)
NPT
(NOM. SIZE)
FE@J
t2„�
U
REF_ UNE
A -- �-
DISCH. C
DJ
B F- -
VIEW ❑Z—ZC7
ALL DIMENSIONS IN INCHES
N
POWER CABLE
H
ACCESS COVER '
REF. LINE 0
(CLEAR INSIDE EDGE)
TYPICAL SIMPLEX
TYPICAL DUPLEX
pMIN. LIQUID LEVEL
t DIA. ANCHOR
BOLT (4x)
o NOTES:
1. DIM. TO ENDS OF GUIDE
BARS.
2. REPRESENTS CLEAR
INSIDE EDGE OF ACCESS
FRAME OR OPENING.
3. SEE STATION DWGS.
FOR COMPLETE INSTALLATION
DIMENSIONS.
SIMPLEX 14 68 00 72
DUPLEX 14 68 00 74
NOM.
SIZE
VERSION
WEIGH T(LBs)
PUMP
DISCH
2"
HT
so
zQ
NOM.
SIZE_
VERSION
DIMENSIONAL CHART
A
i},
B
�..f
C
D
�3
E
54
F
G
�
H
J
K
�:
L
si.
M
a4
N
.4
P
.4
R
S
5?
T
s
U
2
2`
HT
14
4 4
41
2i
51
s3
64
3
174
1
84
16
41
4/
4i
,Ri
17i
'114
6
4
16
L

de PAGE ,
SECTION
2
5
ISSUED
6/94
SUPERSEDES
12/91
CP-3067
Lift Station. Dimensions
DISCHARGE O
• ELEVATION
DEPTH OF WELL Oi
J=TJN
INTERMEDIATE
GUIDE BAR BRKT.
(USED FOR GUIDE
BARS OVER 10 FT.
LONG)
ITT FLYGT HDLC)
TYPE CHECK VALVE
>'r
CV- GROUT
}
-AD
UPPER GUIDE
BAR BRACKET
CABLE HOLDER
ACCESS COVER
GROUT
ITT FLYGT CONTROL CENTER
SUBJECT TO ENGINEER'S SPECIFICATIONS
(WALLPOLE, OR PEDESTAL MOUNTING)
JUNCTION BOXES (NOT SHOWN) FOR THE
PUMP CABLES MUST BE LOCATED ABOVE
THE FLOOD ELEVATION.
GROUND EL _FTJN 0
INFLUENT
PIPE
—`DIA.
T�----I I 1
-f I I=1 11
ELECTRIC POWER CABLE
VALVE
ALARM ON _ _FTJN�'
EL FTJN©
LAG PUMP ON J-TJN Q (DUPLEX ONLY)
�- ITT FLYGT LIQUID LEVEL SENSOR (3x SIMPLEX)
(4x DUPLEX)
LEAD PUMP ON _FT—JN�
A.
11•
o NOTES:
1. INDICATES INFORMATION TO BE DETERMINED
BY OTHERS.
2. LOCATE ANCHOR BOLTS USING CLEAR INSIDE
EDGE OF ACCESS FRAME AND CENTER LINE
OF PUMP AS REF. POINT. BOLT LOCATIONS
MUST BE HELD TO MAINTAIN EXACT POSITION
OF PUMP RELATIVE TO. ACCESS FRAME.
3. GROUT OPENING FOR ACCESS FRAME_
4. COVER SHOWN IS FOR STANDARD DUTY ANGLE
FRAME. FOR ADDITIONAL DIMENSIONS ON
4 (SCHEDULE 4-0 PIPE)
L NOT BY ITT FLYGT)
(2x SIMPLEX)
4 (4x DUPLEX)
fPREFABRICATED REINFORCED
CONCRETE PIPE
• g
j GUIDE BAR, GALVANIZED
MIN. LIQUID LEVEL MUST NOT
FALL BELOW TOP OF VOLUTE
PUMPS OFF _FTJN
(ALSO ALTERNATES
LEAD / SEQUENCE) O M W
BASE ELEVATION _FTJN
z ANCHOR BOLT (2" PROJECTION)
STANDARD DUTY TROUGH FRAME, HEAVY DUTY
ANGLE FRAME AND HEAVY DUTY TROUGH FRAME,
CONSULT ITT FLYGT CORP. ENGINEERING DEPT.
5. CONFIGURATION AND DIMS. SHOWN ARE
SUGGESTED REQUIREMENTS ONLY. ALL DETAILS,
INCLUDING SIZING OF PIT, TYPE, LOCATION AND
ARRANGEMENT OF VALVES AND PIPING, ETC.
ARE TO BE SPECIFIED BY THE CONSULTING
ENGINEER AND ARE SUBJECT TO HIS APPROVAL.
6. ACCESS COVER: U.S. FOUNDRY &
MANUFACTURING. CALL 1-800-258-6873.

Simplex
PIT
T
s--
GROUT
PPP ORME
CABLE HOLDER
2"Am
Pan
ig
al 1
111'
Y
Z�
TOP MEW
ALL DIMENSIONS IN INCHES
vw'D
X
H aA.
GROUT CIRCLE
REF POINT co
PIT, PUMP,
uPPER GUIDE
BAR BRACKET
R FURTHEST PROTRUsDN OF ACCESS
FRAME FROM CENTER OF PIT.
MODEL SECTION PAGE i
CP-3067 SUPERSEDES ISSUED
12/91 6/94
A
CLEAR INSIDE EDGE
OF ACCESS FRAME
=ANWOR®
BOLT (44
L4(L
411:10)
PIT
BASE SECTION
DIMENSIONAL CHART
�
VERSION
STATION
COVER
ABCDFGHRSTUCVMW
SIZE ©
V
W
X
Y
Z
AD
2"
HT
_11,
4
4i
2i
6i
5
20
21i
11i
12i
60
8i
6
FAPS-27 x 25
24
35
12
24
37
3
Duplex
PIT
T--
S—
!Ci
CIRCLE
G GROUT
vw�
H nu,
GROUT C Ra.E
REF. POINT
PO" Ki
R FURTHEST PROTRUSION KE ACCESS
FRAME FROM CENTER OF PIT:
Y
z®
TOP VIEW
ALL DIMENSIONS IN INCHES
CLEAR INSIDE EDGE
A OF ACCESS FRAME
�I i ANLHOR
rlelleep BELT(B:)
4
tt---ark
tVir
Nip./
PIT
BASE SECTION
PL
PUMP MID
UPPER GU=OE
BAR sRACKET
DIMENSIONAL CHART
°H.
VERSION
STATION
COVER
A
B
C
D
F
G
H
R
S
T
U
CV MW
PL
slZE O
V
W
X
Y
Z
AD
2"
HT
1.1
4
4i
24
6i
5i
28
27i
114
12i
60
861, 6
8
FAPS-34 x 31
30
41
15
30
44
3
>sxxaraar

le PAGE
SECTION
1
2
4
ISSUED
6/94
SUPERSEDES
12/91
CP-3300 (721 Drive)
Outline Dimensions
3" GUIDE BARS (2x)
(SCHEDULE 40 PIPE)
G
R
L
M
REF. UNE
K
�-' S
5
(NOT BY ITT FLYGT, CUT
TO LENGTH AT ASS'Y)
STD. CLASS 125
C.I. FLANGE
(NOM. SIZE)
F
A
DISCH.
� B�
REF. UNE
MEW pz—zp
MENSIONS IN INCHES
2
s
4 ,s
H
ACCESS COVER
REF. LINE C*
(CLEAR INSIDE EDGE)
TYPICAL . DUPLEX
POWER CABLE
MIN. LIQUID LEVEL
4 DIA. ANCHOR
BOLT (4x)
o NOTES:
1. DIM. TO ENDS OF GUIDE
BARS.
2. REPRESENTS CLEAR
INSIDE EDGE OF ACCESS
FRAME OR OPENING.
3. SEE STATION DWGS.
FOR COMPLETE INSTALLATION
DIMENSIONS.
SIMPLEX 14 68 01 23
DUPLEX 14 68 01 24
NOM.
SIZE
VERSION
WEIGHT(LB5)
PUMP
DISCH
8"
HT
2450 ,
145
NOM.
SIZE
SIGN
DIMENSIONAL CHART
A
B
C
D
E
F
G
H
J
K
L
M
N
P
R
S
T
U
VTW
8"
HT
31-
11
9i
44
134
174
12
70i
61
24
42i
12
13i
12i
55i
28i
23
24
33
4

PAGE
SECTION
4
5
ISSUED
6/94
SUPERSEDES
12/91
CP-3300 (721 Drive)
Lift Station Dimensions
VENT PIPE
I1-fIf ,�
DISCHARGE t0
ELEVATION
,FT_IN
DEPTH OF WELL
_TJN
INTERMEDIATE—�
GUIDE BAR BRKT.
(USED FOR GUIDE
BARS OVER 20 FT.
LONG)
Location -see
Tab 10 page 23) s
ITT FLYGT HDL�
TYPE CHECK VALVE
1
CSTD. CLASS 125 V
C.I. FLANGE
(NOM. SIZE)
GROUT
o NOTES:
1. INDICATES INFORMATION TO BE DETERMINED
BY OTHERS.
2. LOCATE ANCHOR BOLTS USING CLEAR INSIDE
EDGE OF ACCESS FRAME AND CENTER LINE
OF PUMP AS REF. POINT. BOLT LOCATIONS
MUST BE HELD TO MAINTAIN EXACT POSITION
OF PUMP RELATIVE TO ACCESS FRAME.
3. GROUT OPENING FOR ACCESS FRAME.
4. COVER SHOWN IS FOR STANDARD DUTY ANGLE
FRAME. FOR ADDITIONAL DIMENSIONS ON
UPPER GUIDE
BAR BRACKET
CABLE HOLDER
ACCESS COVER®
GROUT
ITT FLYGT CONTROL CENTER
SUBJECT TO ENGINEER'S SPECIFICATIONS
(WALL. POLE, OR PEDESTAL MOUNTING)
JUNCTION BOXES (NOT SHOWN) FOR THE
PUMP CABLES MUST BE LOCATED ABOVE
THE FLOOD ELEVATION.
GROUND EL. _F JN t0
I I I1f1—I I1111-
T
OO
INFLUENT
PIPE
r_DIA.
illy
ELECTRIC POWER CABLE
VALVE
I ALARM ON J= iJN
,
EL _FT___IN®
LAG PUMP ON _FfJN (DUPLEX ONLY)
sa
ITT FLYGT LIQUID LEVEL SENSOR (3x SIMPLEX)
(4x DUPLEX)
LEAD PUMP ON J-T JN
3" GUIDE BAR, GALVANIZED
(SCHEDULE 40 PIPE)
(NOT BY ITT FLYGT)
(2x SIMPLEX. 4x DUPLEX)
S PREFABRICATED REINFORCED
/CONCRETE PIPE
MIN. UQUID LEVEL MUST NOT
a FALL BELOW TOP OF VOLUTE
PUMPS OFF ,_.J:TJN®
(ALSO ALTERNATES
LEAD / LAG SEQUENCE)
f
MW
BASE ELEVATION ___FTJN j
4 ANCHOR BOLT (2" PROJECTION)
STANDARD DUTY TROUGH FRAME, HEAVY DUTY
ANGLE FRAME AND HEAVY DUTY TROUGH FRAME,
CONSULT ITT FLYGT CORP. ENGINEERING DEPT.
5. CONFIGURATION AND DIMS. SHOWN ARE
SUGGESTED REQUIREMENTS ONLY. ALL DETAILS,
INCLUDING SIZING OF PIT, TYPE, LOCATION AND
ARRANGEMENT OF VALVES AND PIPING, ETC.
ARE TO BE SPECIFIED BY THE CONSULTING
ENGINEER AND ARE SUBJECT TO HIS APPROVAL
6. ACCESS COVER: U.S. FOUNDRY &
MANUFACTURING. CALL 1-800-258-6873.

Simplex
PIT
ROUT
CIRCLE
pCABLE HOLDER
�
2' TYP�
�� � ,,,„ i
Alf: ,,,..._:.7,--7 i
mem faat,*.i. 1
miww...div
iii
Nhg
q iiiiroIj_NIFY
TOP VIEW
INCHES
X
MODEL
CP-3300
SECTION
5
SUPERSEDES
12/91
PAGE
5
ISSUED
6/94
H DIA.
GROUT CIRCLE
4 ANCHOR®
��� BOL7 (4x}
REF. POINT 8 1
V W.* PIT. PUMP, ® ►
& UPPER GUIDE 144t11116.1—
• •
BAR BRACKET
FRAME FROM C.ENTER OF PIT.
�
R FURTHEST PROTRUSION OF ACCESS
CLEAR INSIDE EDGE
OF ACCESS FRAME
PIT
BASE SECTION
DIMENSIONAL CHART
NOM.
SIZE
VERSION
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SIZE a
VWXYZAD
8"
HT
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23 FAPS-34 x 49
30
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16
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59
3
S
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E PIT
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XA
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H Dv
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REF. POINT
R FURTHEST PROTRUSION OF ACCESS
FRAME FROM CENTER OF PIT.
Y
Z
TOP VIEW
ALL DIMENSIONS IN INCHES
PIT
CLEAR INSIDE EDGE 9
OF ACCESS FRAME
ANCHOR
BOLT (az)
r�
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B �
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AB
C
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T
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PL
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V
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XA
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74
53
21
141
96
19i
23
[19
FAPS-34 x 49 (2x)
30
72
33
35
48
59
3

CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 14
Attachment G
Buoyancy Calculations
H:1new onlus3211corresp\. hambrg.wpd

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CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 15
Attachment H
Storage Calculations
H;Inewtofius3211cariesp\ hambrg.wpd

CAMP DRESSVI & McKEE
CLIENT A/ rat-) JOB NO. COMPUTED BY PROJECT NG! O f C [ : DATE CHECKED DATE f!i _ +` q
DETAIL CHECKED BY PAGE NO
Pit P Sint oti ATI f 6 c. izu,r -41-
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Calculation of Available Storage in Manholes Tributary to the South Fork Pump Station
Manhole Diameter= 5 ft
WSEL= 803 ft
Available
Invert Rim Water Surface Storage
Manhole Elevation Elevation Elevation Volume (cf)
1 787.32 805 803 307.88
2 787.8 806 803 298.45
3 788.28 806 803 289.03
4 788.76 807.8 803 279.60
5 789.12 807.4 803 272.53
6 789.54 807.7 803 264.29
7 790.02 810.5 803 254.86
8 790.5 808 803 245.44
9 790.98 806 803 236.01
10 791.34 808 803 228.94
11 791.82 809.7 803 219.52
12 792.21 807.4 803 211.86
13 792.69 806.8 803 202.44
14 793.06 808 803 195.17
15 793.45 809.4 803 187.51
16 793.93 810.5 803 178.09
17 796.03 810.8 803 136.86
18 796.51 811 803 127.43
19 796.99 , 811.7 803 118.01
20 797.46 810 803 108.78
Total= 4,362.69
11/10/1999

CAMP DRESSER & McKEE
CLIENT
PROJECT
DETAIL
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JOB NO. COMPUTED BY
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CLIENT 1\1 I TOE.
PROJECT U5 / 0.0
DETAIL -,A•
JOB NO COMPUTED BY 'i 0
DATE CHECKED DATE (f - /d
CHECKED BY PAGE NO. 67
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3
CDM Camp Dresser & McKee
Ms. Shannon Mohr Thornburg
November 12,1999
Page 16
Attachment I
Cycle Time Calculation
H:ln a wto plus 32 t lcc r r esplt h orn brg. wp d

CAMP DRESSER & McKEE
CLIENT re01/4
PROJECT U5Ss; / cio
DETAIL t'U,HI CYc r 4 E.
JOB NO COMPUTED BY
DATE CHECKED DATE
CHECKED BY PAGE NO d /I
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023575
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State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
ad VA
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
N, rf:4 r u`. GAR
October 14, 1999 e' 'r';
Mr. Jay C. Stowe, P.E.
City Engineer/Director of Public Works & Utilities
City of Newton
Post Office Box 550
Newton, North Carolina 28658
Dear Mr. Stowe:
OCT 20 1999
ellrtslerl Of E'liwa l;rr E 1Eig
ofiva‘12gEfi k�l" Bl'i}
Subject: Application No. WQ0017150
Additional Information Request
US 321/NC 10 Interchange Sewer System
Sewer -Public
Catawba County
The Non -Discharge Permitting Unit has completed a preliminary engineering review of the
subject application. Additional information is required before we can continue our review. Please
address the following items no later than November 15, 1999:
General:
1) Only one Page 5 of 8 of the application form was submitted with this application package.
Please note that a downslope water classification sheet must be provided for each pumping
station to be permitted. Therefore, please provide a second Page 5 of 8 for the Startown
Road School Pump Station, or otherwise provide information that confirms that
downslope water classification for the South Fork Pump Station is applicable.
2) PIease verify that the appropriate nationwide permits/401/404 Certifications have been
applied for and/or received for the various stream crossings and wetland impacts
throughout this project.
3) Please verify that the appropriate soil erosion and sedimentation control permit have been
applied for and/or received for this project.
4) Regulation 15A NCAC 2H .0205 (d) (4) (B) requires that plan and profile be provided for
all force mains. Note that the submitted drawings only contain a plan view and selected
detailed profile views of the South Fork Pump Station force main. Although a general
note regarding minimum cover over this force main was provided, the Division of Water
Quality (Division) uses the profile views to verify the minimum cover, maintenance of
State -required vertical buffers, proper placement of air -release valves, and the pumping
station design calculations. For these reasons, please amend the drawings to include
complete profile drawings for all sewers proposed by this project.
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post -consumer paper

Wastewater Flows:
1) Item III. 6. on Page 2 of 8 of the submitted application form states that zero flow will be
generated by this project in the short term. Specifically, flow will be allocated as sewer
extensions are made to the proposed trunk Iine. It is apparent, however, that the flow
from the Startown Road School will be made tributary to the system almost immediately.
Therefore, please amend Page 2 of 8 ((i.e., signed, sealed, and dated by the North
Carolina -licensed professional engineer) with the expected daily design flow from this
facility.
2) Item IV. 2. a. on Page 2 of 8 of the submitted application form states that the permit
number for the wastewater treatment facility to receive the wastewater is WQ0003902.
The Division's records show that this is the permit for the City of Newton's residuals land
application program. Please provide an amended Page 2 of 8 (i.e., signed, sealed, and
dated by the North Carolina -licensed professional engineer) that provides the correct
information.
3) The downstream sewers' evaluation provided in the engineering calculations is one of the
most comprehensive that this reviewer has seen. However, please clarify the following
issues:
♦ From review of the engineering calculations, it appears as if the peak flow to the
Westside Pump Station would be equivalent to 740 gallons per minute (i.e., initial
case with two pumps operating in the South Fork Pump Station and the Startown
Road School Pump Station off). Please amend the evaluation accordingly.
• Please clarify whether there are 216 or 204 homes previously permitted to tie into the
Westside Pump Station (i.e., see discrepancy between Page 32 and Page 35 of
engineering calculations).
• The daily design flow for the 204 homes previously permitted to tie into the Westside
Pump Station was assumed to be 240 gallons per day. Please confirm that these
were, in fact, planned as two -bedroom homes and not with three bedrooms.
♦ Please clarify whether or not the Westside Pump Station is the only wastewater
facility that is tributary to the 15-inch gravity sewer.
Pumping Station Design:
1) Please submit cut -sheets detailing the dimensions and minimum installation requirements
(i.e., minimum wet well size, minimum deadman's float level, minimum access hatch sizes,
etc.) for the final pump selected for both the South Fork Pump Station and the Startown
Road School Pump Station.
2) Please clarify how the pumps at both the South Fork Pump Station and the Startown Road
School Pump Station will be removed from their respective wet wells for maintenance,
repair, and/or replacement.

Pumping Station Design (continued):
3) Regulation 15A NCAC 2H .0219 (h) (8) requires that an all-weather roadway be provided
to all pumping station sites. The road design for the South Fork Pump Station is obvious
in the submitted drawings; however, the Division could not discern that a road is proposed
at the Startown Road School Pump Station as well. Please amend the drawings as
necessary, and submit the revised drawings for the Division's review.
4) Please provide buoyancy calculations for both the South Fork Pump Station and the
Startown Road School Pump Station, assuming complete submersion and ignoring the
weight of the pumps and any residual wastewater in the wet wells. Ensure that the
calculations match with what is provided on the submitted drawings (i.e., same amount of
concrete, etc.).
5) Please provide a flap valve or some other type of mechanism to prevent accumulated
wastewater from backing up from the wet wells into the valve vaults of both the South
Fork Pump Station and the Startown Road School Pump Station.
6) Neither Sheet E-1/Sheet E-2 nor Section 11306 (Submersible Wastewater Pumps)
specifies that audible and visual alarms are to be provided at the South Fork Pump Station
and the Startown Road School Pump Station. Note that these types of alarms are required
at all pumping stations, per Regulation 15A NCAC 2H .0219 (h) (5). Please amend the
drawings and specifications accordingly for the Division's review.
7) The submitted application form and drawings indicate that a portable generator is to be at
both pumping stations in the event of a power failure. Please provide the City's
contingency plan for handling such a situation. Specifically, this plan should clarify how
many pumping stations the stand-by generators are going to serve, the anticipated
response time, notification procedures, and responsible personnel. Note that additional
wet well storage should be designed at the proposed pumping stations, if applicable.
8) The Division suggests placing the high water alarm float at the same elevation level or
below the lag pump on float in the pumping station wet well. This setting will indicate a
failure of the lead pump while the lag pump is still available. Please consider amending the
proposed pumping station design to provide this additional guarantee against failure.
9) As stipulated by Regulation 15A NCAC 2H .0219 (h) (2), pump on and off floats should
be set such that between two and eight pumping cycles per hour are affected at pumping
stations. Note that the cycles per hour at the South Fork Pump Station do not appear to
meet this criterion for any of the scenarios evaluated in the engineering calculations.
Please amend the float settings accordingly, and submit revised drawing sheets to the
Division for review.
10) Please note that Section 11306 (Submersible Wastewater Pumps) of the submitted
specifications does not specify the desired operating/design points of the pumps to be
installed at the South Fork Pump Station and the Startown Road School Pump Station.
Consider clarifying this information in the design documents for the installing contractor.

Pumping Station Design (continued):
11) Regulation 15A NCAC 2H .0219 (h) (2) requires that pumping stations should be
designed such that one pump is capable of conveying 2.5 times the average daily flow.
The engineering calculations seem to indicate that the average daily flow to the South Fork
Pump Station is 1.05 cubic feet per second (i.e., equivalent to approximately 471 gallons
per minute). Item V. 5. on Page 4B of 8 of the submitted application form lists the pump
size at this location to be 470 gallons per minute minimum. Please explain the basis for
this pump station's sizing.
Gravity Sewer and Force Main Designs:
1) Watertight manhole covers are not called out for any of the manholes that will be affected
by the 100-year flood. In addition, no detail was provided for said watertight manholes.
Please amend the profile and detail sheets of the submitted drawings accordingly.
2) It does not appear as if the 95 linear feet of eight -inch gravity sewer to be installed at the
Startown Road School was taken into account in Item IV. 3. on Page 2 of 8. of the
submitted permit application. In addition, the 12 linear feet of 12-inch gravity sewer near
the Westside Pump Station was also missing from this take -off. In addition, please note
that, according to the submitted drawings, approximately 13,400 linear feet of eight -inch
force main is proposed for installation. The submitted engineering calculations as well as
Item V. 9. on Page 5B of 8 of the submitted application form list the force main a§ being
only 12,000 feet long. PIease clarify, and provide an amended pages of the application
form (i.e., signed, sealed, and dated by the North Carolina -licensed professional engineer)
as necessary.
3) Regulation I5A NCAC 2H .0219 (i) (2) (H) requires that a minimum of three feet of cover
must be provided over all sewers unless a ferrous material is used for sewer construction.
The gravity sewer design between STA 83+80 and STA 84+25 does not appear to meet
this criterion. Please amend the gravity sewer design accordingly, and submit the revised
drawing sheet for the Division's review.
4) Note that the Division requires that a 50-foot horizontal buffer must be maintained
between sewers and waters classified as WS (i.e., except watersheds classified as WS-I, in
which sewer construction is prohibited). If this buffer cannot be met, ferrous material with
joints equivalent to water main standards may be used for sewer construction in
accordance with Regulation 15A NCAC 2H .0219 (i) (2) (G) (xii). The Catawba River is
classified as a WS-IV CA surface water; therefore, the gravity sewer design between STA
35+45 and STA 39+70 does not appear to comply with these criteria. In addition, must of
South Fork Pump Station's force main route also appears to violate this State -required
buffer. Please amend the gravity sewer and force main designs accordingly, and resubmit
all amended drawing sheets for the Division's review_
5) In addition to the comment above, the watertight steel sewer encasement pipes at all
stream crossings need to be extended for 50 linear feet either side of the crossings. Please
amend the design for all stream crossings of the proposed gravity sewers and force mains
accordingly.

Gravity Sewer and Force Main Designs (continued):
6) Please provide the surface water classification for the Unnamed Tributary of Betts Branch.
Ensure that State -required buffers, as stipulated by Regulation 15A NCAC 2H .0219 (i)
(2) (G) are met by the proposed design,. and resubmit all amended drawing sheets for the
Division's review.
7) The crossing of the proposed gravity sewer with a storm sewer at STA 100+85 does not
appear to meet the minimum butler required by Regulation 15A NCAC 2H .0219 (i) (2)
(G) (i). Please amend the design, and submit the revised drawing sheet for the Division's
review.
8) Please provide the location of the private wells, mentioned in Note No, 4 on Sheet C-12 of
the submitted drawings, so that the Division may verify that the proposed design is in
compliance with Regulation 15A NCAC 2H .0219 (i) (2) (G) (iv) and Regulation 15A
NCAC 2H ,0219 (i) (2) (G) (xii).
9) Regulation 15A NCAC 2H ,0219 (i) (2) (D) states that the maximum infiltration rate for
sewers shall be limited to 100 gallons per day per inch diameter per mile of pipe installed.
Page 2 and Page 3 of Section 02610 (Pipeline Testing and Cleaning) provides guidance for
infiltration and exfiltration testing for gravity sewer pipe installation Note that the
specifications do not provide a maximum leakage rate for the infiltration test. In addition,
the maximum allowable leakage rate for the exfiltration test calculates out to be 100.32
gallons per day per inch diameter per mile of pipe installed, Please amend this section of
the specifications to comply with the State's minimum standards.
10) In addition to the comment above, please amend the force main testing specifications to
include a maximum allowable leakage rate.
Please reference the subject permit application number when providing the requested
information. All revised information, including letters, calculations, drawings, and specifications, should
be signed, sealed, and submitted in triplicate to my attention at the address above. Please note that
failure to provide this additional information on or before the above requested date can result in your
application being returned as incomplete.
If you have any questions regarding this request, please call me at [phone], extension
3. Thank you in advance for your cooperation and timely response.
Shannon Mohr Thornburg
Environmental Engineer
Non -Discharge Permitting Unit
cc: Mooresville Regional Office, Water Quality Section
Permit File WQ0017150
Camp Dresser & McKee, Inc,

E.„., Ii�iT�
1- VCDEN�t:
,:
1'r JAMESEL HUNTJR*V.O.,;
Iz 'GOVERNOR -i.i:
�!.+. WAYNE.MCDEVITe
,M-7•SECRETARY,'by 3'
kr,
! A:fFkEBTDN HoWARD,' :
y"" DIRECTOR'S •ram
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
April 16, 1999
Mr. Jay Stowe, Director
Public Works & Utilities
City of Newton
201 West Fourth Street
Newton, North Carolina 28658
MC, 021 g. COD
& N ' n!, , ft1'P- :1!t�t.3
APR 22 1RP
€insigl! �GF u m`:=�T£t' a . i r
iYs.`4;r t NIA
SUBJECT: Grant Application
Newton, North Carolina
Dear Mr. Stowe:
This will acknowledge receipt of three (3) copies of an application and
supporting documents for a state grant to aid in the cost of new collection sewers to
serve the U.S. 321/N.C. 10 interchange area.
Upon initial review of the application it was found that the following required
items were not included:
For High -Unit Cost Grant application, the additional documents must be
provided:
1) Official copy of applicant's existing water rate structure and sewer rate
structure. (The documentation should be certified by authorized
representative.)
2) Please provide the excerpt from the Cost -of -Service Study showing the
average residential consumption.
Depending on the volume of applications and the availability of funds this review
cycle, award of applications may depend on the priority criteria. Additional priority
points may be obtained by submitting the items listed on the attachment titled "Priority
Points": A check beside each item will indicate we have received this information and
the priority points have been posted.
Upon receipt of the items indicated, the application and supporting documents
will be processed and prioritized.
CONSTRUCTION;GRANTS & LOANS SECTION
P.O. BOX 29579, RALEIGH, NORTH CAROL:NA 27625.0579
PHONE [phone] FAX [phone]
AN EQUAL OPPORTUNITY / AFFIRMATIVE ACTION EMPLOYER - SO% RECYCLED/I O% POST -CONSUMER PAPER
r^r^rr,71

L
-2-
Submittal of final plans and specifications will place your application in a higher
category for funding. Final plans and specifications should be submitted no later than
June 1, 1999 in order to receive the higher ranking. If plans and specifications cannot be
completed by June 1, 1999, please indicate the scheduled date for submission.
Also, a monthly schedule of disbursement grant funds will be required prior to an
award of funds.
Please be advised that all supporting documentation, including documentation for
priority points, must be submitted by April 30, 1999 in order to be included in the
priority ranking.
If I can be of assistance, please contact me at [phone].
Sincerely,
Don Evans, Supervisor
State Revolving Loan & Grant Program
DE/nw
Enclosures
cc: Camp, Dresser & McKee
Mooresville Regional Office
Jay Lucas
SRG

PRIORITY POINTS
(A check "✓" will indicate information already received)
I1-Eti}5 H49), 8OA 13¢'B09) Tog£mP4-f760 Y SrATiv
A. Planning & Water Conservation (Bonus Points)
Applicant demonstrates it has a continuing III program in its wastewater sewer maintenance program.
Applicant demonstrates it has a continuing program of water conservation education and information.
Applicant demonstrates it has established a water conservation incentive rate structure; created incentives for new or replacement
installation of low -flow faucets, shower heads, and toilets; or has a water reclamation or reuse system.
(4) Applicant demonstrates that it has adopted Ca omprehensive land -use plan that meets the requirements of G.S. 155H, Article 18
or G.S. 160A, Article 19, or applicant is a local government unit that is not authorized to adopt a comprehensive land -use plan,
but that is located in whole or in part in another local government unit that has adopted a comprehensive land- e plan, and that
the proposed project is consistent with the planalease Ufa 4 tw r L;"` oc- G.S, tg51
Applicant Oemonstrates that the comprehensive Iand-use plan exceeds the minimumstate standards for the protection of water
resources. Pleas�.e, Corf1'i-1 7 Va l�t��r IA)/ `e Q. t-P i -f -e4cee s)
(6) AppIicant demonstrates that actions have been taken toward implementation of the comprehensive land -use plan. These actions
may include the adoption of a zoning ordinance or any other measure that significantly contributes to the implementation of the
comprehensive land -use plan. C ' le,S C- Ce rtE C b' ( r 1`C- -20 i'4 1 "mot V-°-c CA h laee)
Applicant has developed a capital improvement plan as defined in Session Laws 1998, Chapter 132.
Proposed project is consistent with the water supply watershed protection requirements of G.S. 143-214/5.
Applicant demonstrates voluntary water supply watershed protection activities in excess of the minimum requirements of
G.S. 143-214.5 orCN4)
(10) Applicant demonstrates it has developed a voluntary wellhead protection program, or applicant demonstrates it has both (9) and
(10). (x'o-)
B.
Attachment
(I)
(2)
(3)
(5)
(7)
(8)
(9)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
Wastewater Collection System
(1) Project will expand existing system with treatment provided by:
Regional System
Applicant
(2) New collection system with treatment provided by:
Regional System
Applicant
Public Health Need (certified by Local Health Department)
Financial need
Applicant is in a distressed county
Sewer Use Ordinance (adopted 6 points, draft 4 points)
Capital reserve fund established by resolution
Proper accounting and fiscal reporting as evidenced by audit
All necessary sites, rights -of -way, or easements acquired; site certificates completed
5 points
5 points
5 points
7 points
8 points
10 points
15 points
5 points
15 points
20 points
25 points
20 points
20 points _
15 points
20 points
Q, 7 points
10 points 0
points L
4 points
15 points
10 points