WQ0031583_Application_20070412

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, _, LICATION for GRAVITY SEWERS, PUMP STATIONS, AND FORCE MAINS PAGE 3
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USE THE TAB KEY TO MOVE FROM FIELD TO FIELD! Application Number:
(to be completed by DWQ)
1. Owner:
1a. Citv of Clinton
Full Legal Name (company, municipality, HOA, utility, etc.)
1 b. Chris Doherty, Public Works Director
Signing Official Name and Title (Please review 15A NCAC 2H .0206(b) for authorized signing officials!)
1c. The legal entity who will own this system is:
❑ Individual ❑ Federal ® Municipality ❑ State/County ❑ Private Partnership ❑ Corporation ❑ Other (specify):
1 d. 221 Lisbon Street 11 O [3011C k 6j � 1 e. Clinton
Mailing Address City
1f. North Carolina 1g. 28329
State Zip Code
1 h. [phone] 1 i. [phone] 1j. cdoherty@cit
Telephone Facsimile E-mail
2. Project (Facility) Information:
2a. Clinton Planned Unit Development Pump Station 2b. Sampson
Brief Project Name (permit will refer to this name) County Where Project is Located
3. Contact Person:
3a. Chris Doherty, Public Works Director
Name and Affiliation of Someone Who Can Answer Questions About this Application
-
3b. [phone] 3c. cdoherty@city
Phone Number E-mail
intonnc.us
1. Project is ® New ❑ Modification (of an existing permit) If Modification, Permit No.:
nc.us
For modifications, attach a separate sheet clearly explaining the reason for the modification (i.e. adding another
phase, changing line size/length, etc.). Only include the modified information in this permit application - do not
duplicate project information in B(7) and B(10-11) that has already been included in the original permit.
2. Owner is ® Public (skip to Item B(3)) ❑ Private (go to Item 2(a))
2a. If private, applicant will
❑ Retaining Ownership (i.e. store, church, single office, etc.) or
❑ Leasing units (lots, townhomes, etc. - skip to Item B(3))
❑ Selling units (lots, townhomes, etc. - go to Item B(2b))
3. City of Clinton----------------------------
2b. If sold, facilities owned by a (must choose one)
❑ Public Utility (Instruction III)
❑ Homeowner Assoc./Developer (Instruction IV)
Owner of Wastewater Treatment Facility (WWTF) Treating Wastewater From This Project
4a. Larkins Water Pollution Control Facility 4b. NCO020117
Name of WWTF WWTF Permit No.
WITHERS & RAVENEL, INC.
111 MACKENAN DRIVE
CARY, NC 27511
PAY Four Hundred and 00/100 Dollars
TO NCDENR
SUNTRUST
ACH RT 061000104
66-46-531
CHECK DATE
AMOUNT
33052
April 10, 2007
$400.00

FAST -TRACK APPLICATION for GRAVITY SEWERS, PUMP STATIONS, AND FORCE MAINS PAGE 1
State of North Carolina
`0� pG A� Department of Environment and Natural Resources
O` Division of Water Quality
r
H FAST -TRACK APPLICATION
for GRAVITY SEWERS, PUMP STATIONS, AND FORCE MAINS
(Pressure sewers systems are not to be included as part of this application package)
INSTRUCTIONS: Indicate that you have included/addressed the following list of required application package Items oy
checking the space provided next to each applicable item. Failure to submit all required items will lead to your application
being returned as incomplete. This form may be photocopied for use as an original.
® I. Application Form - Submit one original and one copy of the completed and appropriately executed application
form. Any changes 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
addressed. You do not need to submit detailed plans andspecifications unless you respond NO to Item B 12 .
® II. Application Fee - Submit a check in the amount of $400 made payable to: North Carolina Department of
Environment and Natural Resources (NCDENR). Checks shall be dated within 90 days of application submittal.
❑ III. Certificates of Public Convenience and Necessity — If the application is being submitted in the name of a
privately -owned public utility, submit two copies of the Certificate of Public Convenience and Necessity (CPCN)
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 CPCN has not been issued, provide two copies of a letter from the North Carolina 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. The project name in the
CPCN or letter must match that provided in Item A(2a) of this application.
❑ IV. Operational Agreements — Submit one original and two copies of a properly executed operational agreement if
the sewer extension is permitted by a private applicant and will be serving residential or commercial lots (e.g.,
houses, condominiums, townhomes, outparcels, etc.) that will be sold to another entity. If the applicant is a
homeowners' association, use Form HOA 02/03. If the applicant is a developer, use Form DEV 02/03. EVEN IF
THE PROJECT WILL BE TURNED OVER TO A MUNICIPALITY, FORM DEV 02/03 IS REQUIRED.
❑ V. Flow Acceptance Letters — If the owner of the downstream sewers and/or WWTF is different from the applicant,
submit two copies of a flow acceptance letter from the owner of the downstream sewers and WWTF, if different.
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.
® VI. Map — Submit an 8.5-inch by 11-inch COLOR copy of the portion of a 7.5-minute USGS Topographic Map along
with this form. The map should identify the entire project area location as well as the closest downslope surface
waters as clearly as possible. Each map portion must be labeled with the map name and number, the identified
location of the sewer line and pump stations, and be of clear and reproducible quality. For instance, if the project
involves 4 miles of interceptor sewer that traverses over or near several different waterbodies (or counties,
basins, etc.), the map should have location ID's shown for each different waterbody (where the sewer line is within
100 feet of such waterbody - see Instruction VII). This location ID is self chosen and used to cross reference the
location in Section C of the permit application.
® VII. Stream Classifications — Section C
• If any portion of the project is within 100 feet of any down slope surface water, Section C must be completed
for the pertinent sections.
• If the entire project area is a minimum of 100 feet away from any down slope surface waters BUT there is a
pump station involved where a history of power outage is to be used to provide adequate design storage
instead of dual feed or permanent or portable generator, Section C must be completed to demonstrate that
the closest down slope surface water is Class C (see 15A NCAC 2H .0219(h)(3)(D)).
• Use the guidance document entitled, "Determining Watershed Classifications for Form FTA 02/03 (Fast -Track
Sewer Systems)" available from http://h2o.enr.state.nc.us/peres or by contacting the appropriate regional
office.

FAST -TRACK APPLICATION for GRAVITY SEWERS, PUMP STATIONS, AND FORCE MAINS PAGE 2
❑ Vill. Environmental Assessments — If this project is subject to an Environmental Assessment (EA) [15A NCAC
01C], this application can not be used. Send the project application on Form PSFMGSA 10/99 to the PERCS
Unit, 1617 Mail Service Center, Raleigh, NC 27699-1617. Applications can not be accepted until a Finding of No
Significant Impact (FONSI) or Environmental Impact Statement (EIS) has been issued. A copy is to be submitted
with that permit application.
® IX. Certifications — Section D
The application must be certified by both the applicant and a North Carolina Registered Professional Engineer
(PE). The applicant signature must match the signing official listed in Item A(1 b). The PE should NOT certify the
application if he/she is unfamiliar with 15A NCAC 2H .0200, the Gravity Sewer Minimum Design Criteria (most
recent version) and the Minimum Design Criteria for the Fast -Track Permitting of Pump Stations and Force Mains
(most recent version), as applicable to the project. Certification by a PE who is unfamiliar with these documents
is subject to NC Board referral.
® X. Downstream Sewer & Wastewater Treatment Plant Capacity
The applicant has assured downstream pipe, pump station and treatment plant capacity. The addition of new
sources of wastewater from this project has been evaluated along the route to the receiving treatment plant. The
flow from this project will not cause capacity related sanitary sewer overflows or overburden any downstream
pump station en route to the receiving wastewater treatment plant. If the applicant is not the owner of the
downstream sewer or receiving treatment plant, submittal of flow acceptance letter(s) indicates that owner has
adequate capacity and will not violate G.S. 143-215.67(a).
THE COMPLETED FTA 02/03 APPLICATION PACKAGE, INCLUDING ALL SUPPORTING DOCUMENTS AND $400
FEE, SHOULD BE SENT TO THE APPROPRIATE REGIONAL OFFICE
REGIONAL OFFICE
ADDRESS
COUNTIES SERVED
Asheville Regional Office
2090 US Highway 70
Avery, Buncombe, Burke, Caldwell,
Swannanoa, North Carolina 28778
Cherokee, Clay, Graham, Haywood,
[phone]
Henderson, Jackson, Macon, Madison,
[phone] Fax
McDowell, Mitchell, Polk, Rutherford,
Swain, Transylvania, Yancey
Fayetteville Regional Office
225 Green Street Suite 714
Anson, Bladen, Cumberland, Hamett,
Fayetteville, North Carolina 28301
Hoke, Montgomery, Moore, Robeson,
[phone]
Richmond, Sampson, Scotland
[phone] Fax
Mooresville Regional Office
610 E. Center Avenue, Suite 301
Alexander, Cabarrus, Catawba,
Mooresville, North Carolina 28115
Cleveland, Gaston, Iredell, Lincoln,
[phone]
Mecklenburg, Rowan, Stanly, Union
[phone] Fax
Raleigh Regional Office
1628 Mail Service Center
Chatham, Durham, Edgecombe, Franklin,
Raleigh, North Carolina 27699-1628
Granville, Halifax, Johnston, Lee, Nash,
[phone]
Northampton, Orange, Person, Vance,
919 571-4718 Fax
Wake, Warren, Wilson
Washington Regional Office
943 Washington Square Mall
Beaufort, Bertie, Camden, Chowan,
Washington, North Carolina 27889
Craven, Currituck, Dare, Gates, Greene,
[phone]
Hertford, Hyde, Jones, Lenoir, Martin,
[phone] Fax
Pamlico, Pasquotank, Perquimans, Pitt,
Tyrrell, Washington, Wayne
Wilmington Regional Office
127 Cardinal Drive Extension
Brunswick, Carteret, Columbus, Duplin,
Wilmington, North Carolina 28405
New Hanover, Onslow, Pender
[phone]
[phone] Fax
Winston-Salem Regional Office
585 Waughtown Street
Alamance, Alleghany, Ashe, Caswell,
Winston-Salem, North Carolina 27107
Davidson, Davie, Forsyth, Guilford,
[phone]
Rockingham, Randolph, Stokes, Surry,
[phone] Fax
Watauga, Wilkes, Yadkin
For more information, visit our web site at: http.Ilh2o.enr.state. nc.uslperesl

FAST -TRACK APPLICATION for GRAVITY SEWERS, PUMP STATIONS, AND FORCE MAINS PAGE 3
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USE THE TAB KEY TO MOVE FROM FIELD TO FIELD! Application Number: WQ0031583
(to be completed by DWQ)
1. Owner:
la. City of Clinton
Full Legal Name (company, municipality, HOA, utility, etc.)
1 b. Chris Doherty, Public Works Director
Signing Official Name and Title (Please review 15A NCAC 2H .0206(b) for authorized signing officials!)
1c. The legal entity who will own this system is:
❑ Individual ❑ Federal ® Municipality ❑ State/County ❑ Private Partnership ❑ Corporation ❑ Other (specify):
1d.
221 Lisbon Street ISO
Clinton
Mailing Address
_1e.
City
1f.
North Carolina
1g. 28329
State
Zip Code
1h.
[phone] li. [phone]
1j. [e-mail]
Telephone Facsimile
E-mail
2.
Project (Facility) Information:
2a.
Clinton Planned Unit Development Pump Station
2b.
Brief Project Name (permit will refer to this name)
_Sampson
County Where Project is Located
3.
Contact Person:
3a.
Chris Doherty, Public Works Director
Name and Affiliation of Someone Who Can Answer Questions About this Application
3b.
[phone]
3c. [e-mail]
Phone Number
E-mail
1. Project is ® New ❑ Modification (of an existing permit) If Modification, Permit No.:
For modifications, attach a separate sheet clearly explaining the reason for the modification (i.e. adding another
phase, changing line sizellength, etc.). Only include the modified information in this permit application - do not
duplicate project information in B(7) and B(10-11) that has already been included in the original permit.
2. Owner is ® Public (skip to Item B(3)) ❑ Private (go to Item 2(a))
2a. If private, applicant will be: 2b. If sold, facilities owned by a (must choose one)
❑ Retaining Ownership (i.e. store, church, single office, etc.) or ❑ Public Utility (Instruction III)
❑ Leasing units (lots, townhomes, etc. - skip to Item B(3)) ❑ Homeowner Assoc./Developer (Instruction IV)
❑ Selling units (lots, townhomes, etc. - go to Item B(2b))
0
4a.
City of Clinton
Owner of Wastewater Treatment Facility (WWTF) Treating Wastewater From This Project
Larkins Water Pollution Control Facility 4b. NCO020117
Name of WWTF WWTF Permit No.
5a. City of Clinton 5b. 8" ® Gravity 5c. W QGS DO 00 -1 9
Owner of Downstream Sewer Receiving Sewer Size ❑ Force Main Permit Number of Downstream Sewer (if known)
6. The origin of this wastewater is (check all that apply):
® Residential Subdivision
❑ Car Wash
❑ Apartments/Condominiums
❑ Institution
❑ Mobile Home Park
❑ Hospital
❑ School
❑ Church
❑ Restaurant
❑ Nursing Home
❑ Office
❑ Oth
100 % Domestic/Commercial
er (specify).
7. Volume of wastewater to be allocated for this particular project alions per day
*Do not include previously permitted allocations
8. If the permitted flow is zero, indicate why:
❑ Interceptor Line - Flow will be permitted in subsequent permits that connect to this line
❑ Flow has already been allocated in Permit No.
0 Rehabilitation or replacement of existing sewer with no new flow expected
% Industrial
% Other (specify):

FAST -TRACK APPLICATION for GRAVITY SEWERS, PUMP STATIONS, AND FORCE MAINS PAGE 4
9. Provide the wastewater flow calculations used in determining the permitted flow in accordance with 15A NCAC 2H
.0219(I) for Item B(7) or the design flow for line or pump station sizing if zero flow in the space below. Values other than
that in 15A NCAC 2H .0219(I)(1-2) must be supported with actual water or wastewater use data in accordance with 15A
NCAC 2H .0219(I)(3).
See attached Calculation Sheet
10. Summary of Sewer Lines to be Permitted (attach additional sheets if necessary)
Size (inches) Length (feet) Gravity or Force Main
(use the pull down menu)
6" 3,420 Force Main
LU
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O ENTER TOTAL LINE LENGTH IN MILES 0.65
V11. Summary of Pump Stations to be Permitted (attach additional sheets as necessary)
O Location ID Power Reliability Option
(self chosen - as shown on , Design Flow Operational Point (1- dual line feed; 2- permanent generator w/ATS; 3-
plans for cross-reference) (MGD) GPM Q TDH portable generator w/telemetry; 4-wet well storage)
Clinton PuD Pump Station 0.103 180gpm @ 30' 2
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12. Does the sewer system comply with the Minimum Design Criteria for the Fast Track Permitting of Pump Stations and Force
Mains (latest version), the Gravity Sewer Minimum Design Criteria (latest version) and 15A NCAC 2H .0200 as applicable?
W ® Yes ❑ No If no, please reference the pertinent minimum design criteria or regulation and indicate why a
CL variance Is requested. SUBMIT TWO COPIES OF PLANS, SPECIFICATIONS OR CALCULATIONS
PERTINENT TO THE VARIANCE WITH YOUR APPLICATION
m
3. Have the following permits/certifications been submitted for approval?
Wetland/Stream Crossings - General Permit or 401 Certification? ❑ Yes ❑ No ® N/A
Sedimentation and Erosion Control Plan? ® Yes ❑ No ❑ N/A
Stormwater? ❑ Yes ❑ No ® N/A
4. Does this project involve aerial lines or siphons? Check if yes: ❑
do Iirte-s wilLbe.consisixed hiahDdQdty and must_be.checked_.once_every_,sixmQntbs . - _
5. Does this project have gravity sewer lines designed at minimum slopes? ❑
Be aware that the Division will not accept installed lines more than 10% flatter than the minimum slope. Lines installed outside this tolerance should be
corrected prior to submitting the final engineering certification..
FTA 09/01 -Rev 3 04/05

., ,FAST TRACK APPLICATION for GRAVITY SEWERS, PUMP STATIONS, AND FORCE MAINS PAGE 5
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Use the Division's guidance document entitled, "DETERMINING STREAM CLASSIFICATIONS FOR FORM FTA 02/03
(FAST -TRACK SEWER SYSTEMS)" to collect and record the stream classification data below (attach additional sheets as'.
necessary). This document is available from our web site or by contacting the appropriate Division of Water Quality
regional office (see instructions for addresses) OR indicate the following:
❑ A Stream Classification is not needed because all parts of the project are at least 100 feet away from any down slope
waterbody; AND,
❑ A Stream Classification is not needed because the design does not depend on wet well storage as a power reliability
option for any pump station near a Class C down slope waterbody.
Location ID on Map
(self chosen - as shown on
map for cross-reference)
Beaverdam Branch
Name of Waterbody Stream Waterbody
Waterbody County River Basin Index Classification
Beaverdam Branch Sampson Cape Fear 18-68-1-10-1 C; SW
Submit the 8.5" x 11" COLOR topographic map as required in Instruction VI
regardless of whether a classification is providedl
Applicant's Certification:
/, Chris Doherty, attest that this application for Clinton PuD Pump Station 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 documentation and attachments are not included, this application package is subject to
being returned as incomplete. Note: In accordance with North Carolina 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
1 nature
2. Pro essional Engineer's C
3•
Date
l attest that this application for Clinton PuD Pump Station has been reviewed by me and is accurate, complete and
consistent with the information in the engineering plans, calculations, and all other supporting documentation to the best of
my knowledge. 1 further attest that to the best of my knowledge the proposed design has been prepared in accordance
with the applicable regulations, Gravity Sewer Minimum Design Criteria for Gravity Sewers adopted February 12, 1996,
and the Minimum Design Criteria for the Fast -Track Per -miffing of Pump Stations and Force Mains adopted June 1, 2000
and the watershed classification in accordance with Division guidance. 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 /
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.
2a. Michael Wicker, P.E. ,..„..,..- _
Professional Engineer Name
fib. Withers & Ravenel
Engineering Firm
c.111 MacKenan Drive
Mailing Address
2d. Cary 2e. NC 2f. 27511 tiG�Nfl:
City State zip
-- --------------
j g. [phone] 1h. [phone] 2i. [e-mail]
! Telephone Facsimile E-mail Seal, Signature &Date

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WITHERS RAVEN EL U- "� 10 'IV
1 PLANNERS 1 SURVEYORS `l —`f\ ti\
111 MaeKernn Drive Cary, North Camfim . : _ e �`,--J Cer"
tabphone:919.4e9.3340 www.xdtherwwonel.com
0 1,000 2,000 4,000
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WITHERS Lam: RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
MEMORANDUM
TO: Chris Doherty, City of Clinton
FROM: Michael C. Wicker, P.E.
DATE: November 6, 2006
PROJECT: 02061155.00
SUBJECT: Clinton Planned Unit Development Area Projected Wastewater Flow Demands
Withers & Ravenel have completed a preliminary wastewater analysis of the Pugh Road Area Drainage
Basin in the vicinity of the proposed Clinton Planned Unit Development per your request. We have
included flows from the proposed PUD, the area draining by gravity to the PUD (Drainage Area 1),
drainage areas adjacent to this designated as Drainage Area 2 and 3, and flows from the existing 195
unit country club development on SR 1919. The evaluated area is bordered on the west by Pugh Road,
on the south by Progress Energy powerline easement and to the north by Hwy 403 and SR 1919 as far
east as the existing country club.
Discharge to Existing Sewer SystemEvaluation
The City of Clinton has existing gravity sewer on Faison Hwy 403 near the Sir Clinton Apartment
Complex. This sewer line is shallow and receives pumped flow from a small pump station that serves
the apartment complex. This 2,400 If route was ruled unfavorable due to the shallow manhole and
existence of additional pumped volume.
The City has existing 8-inch sewer on Russell Street that serves a few businesses and residences. The
sewer extends approximately 400 If from the intersection of Russell Street and Faison Hwy. The grade
along this street is minimal and the last manhole less than 3 foot deep. Extension of this gravity sewer
to serve other residences along Russell Street toward Pugh Road was evaluated; however, the minimum
grade and depth of sewer does not allow an additional extension of gravity sewer to serve these homes
and it is not recommended to bring the pumped discharge from the PUD through this existing
community.
Existing sewer in Hwy 701 Business is deeper near the intersection of Pugh Road and Hwy 701
Business. An existing manhole is located approximately 6' deep in the middle lane of Hwy 701 and
another approximately 3' deep next to the car dealership on the east side of the road. Sewer extends
across this lot toward Pugh Road to a 2 ' deep deadend manhole behind a couple of houses that front
Pugh Road. Extension of gravity sewer in this area also appears to be limited due to the minimum
depth of existing sewer and minimum grade of the topography. We will evaluate this further during the
detailed design; however, for the purposes of this evaluation we will assume to discharge the pumped
flow from the PUD into the deeper manhole in Hwy 701.
iii MacKenan Drive I Cary, North Carolina 27511 1 tel:[phone] I fax:[phone] I www.withersravenet.com
7040 Wrightsville Ave I Suite lol Wilmington, North Carolina 284031 tel: [phone] I fax: [phone]
1027 Sabbath Home Rd., SW I Supply, NC 28462 1 tel: 91o.842.9392 1 fax: 91o.842.8019

Page 2 of 9
Proposed Contributions to the Existing Sewer System from Clinton Planned Unit Development
The proposed Clinton Planned Unit Development consists of 26 duplex units on property along Pugh
Road adjacent to the existing American Legion Building. Projected flow from the development is
estimated based on 360 gpd per unit to produce an average daily flow of 9,360 gpd with a peak flow
based on a 2.5 factor of 23,400 gpd (16 gpm). There are approximately 11 existing residences and
commercial buildings that appear could drain by gravity from Russell Street to the proposed pump
station site. Projected flow from these units at 11 times 360 gpd per unit produce an average daily flow
of 3,960 gpd with a peak of 9,900 gpd (7 gpm). Therefore if the City chooses to serve the PUD only
and the existing 11 residences and commercial businesses along Pugh Road up to Russell Street it is
recommended that the minimum state criteria 80 gpm pump station and approximately 3,600 If of 4-
inch force main be installed to serve the peak flow of 23 gpm projected from the area. The station
would have excess peak capacity of 57 gpm which is equivalent to an average daily flow of 23 gpm. At
360 gpd per unit this excess capacity for future growth would have the equivalent of 91 additional 3
bedroom residences.
Preliminary analysis suggests an 80 gpm pump station, has a TDH of 36 feet and requires dual 4-inch
Fairbanks Morse Pumps rated at 80 gpm with 5 HP motors.
Gravity Sewer Drainage Area to PUD Pump Station.
The City desires to evaluate the feasibility of the proposed pump station site serving more developable
area than the PUD or existing structures along Pugh Road. Based on topographical data there appears
to be approximately 263 acres that can drain to the pump station by gravity. The area that drains to the
site is bordered by Pugh Road to the west, the Progress Energy powerline easement to the south and the
east to the north by Hwy 403 to near the Bible Chapel property. This area has been designated as
Drainage Basin 1 on the accompanying site map.
Based on the Sampson County GIS Drainage Area 1 is zoned approximately 50% Residential -
Agricultural and 50% Light or Heavy Industrial. In order to project future flow from this area we
assumed 50% R-4 zoning for the residential with an equivalent of 8 persons per acre and used an
average daily flow of 800 gpd per acre and peak flow of 2,000 gpd per acre and we assumed 50%
Business/Commercial zoning with an equivalent of 25 persons per acre and used an average daily flow
of 2,500 gpd per acre and peak flow of 6,250 gpd per acre. These planning projects are consistent with
those used by the City of Raleigh for flow projections based on zoning classifications.
The existing Sampson County growth rate based on census data from the Office of State Planning is
1.1 % per year. We evaluated the basin based on 10-year and 20-year planning periods. The following
tables summarize the projected wastewater from Drainage Basin 1.
m MacKenan Drive Cary, North Carolina 27511 tel:[phone] fax:[phone] www.withersravenel.com

Page 3 of 9
Wastewater Projections Drainage Basin 1, 10-year Planning Period
Source
Qty
Units
Flow/Unit
(gpd)
ADF (gpd)
Peak (gpd)
Peak (gpm)
PUD
26
ea
360
9,360
23,400
16
Existing Structures
11
ea
360
3,960
9,900
7
R-4
13
acres
800
10,692
26,730
19
Business/commecial
14
acres
2,500
36,163
90,406
63
Total
60,175
150,436
104
Preliminary analysis suggests a 104 gpm pump station to serve Drainage Basin 1 for the 10-year
planning period, has a TDH of 47 feet and requires dual 4-inch Fairbanks Morse Pumps rated at 104
gpm with 10 HP motors and a 4-inch force main.
Wastewater Projections Drainage Basin 1, 20-year Planning Period
Source
Qty
Units
Flow/Unit
(gpd)
ADF (gpd)
Peak (gpd)
Peak
(gpm)
PUD
26
ea
360
9,360
23,400
16
Existing Structures
11
ea
360
3,960
9,900
7
R-4
27
acres
800
21,384
53,460
37
Business/commecial
29
acres
2,500
72,325
180,813
126
Total
107,029
267,573
186
Preliminary analysis suggests a 180 gpm pump station to serve Drainage Basin 1 for the 20-year
planning period, has a TDH of 30 feet and requires dual 4-inch Fairbanks Morse Pumps rated at 180
gpm with 5 HP motors and a 6-inch force main.
An analysis of the topography indicates that 8-inch gravity sewer at 0.5% slope should serve the
drainage basin adequately. An assumed pump station depth of 15 foot (elevation 135.5) with an
influent invert to the wetwell of 7.5 foot deep (143.0) is sufficient to extend gravity sewer throughout
the drainage basin and maintain 3 foot minimum cover.
m MacKenan Drive Cary, North Carolina 27511 tel:[phone] fax:[phone] www.withersravenet.com

Page 4 of 9
Drainage Basin 2 Contribution to PUD Pump Station.
Drainage Basin 2 denoted on the attached site map includes approximately 95 acres north east of
Drainage Basin 1. This area is bordered on the north by Hwy 403 and SR 1919 and to the east by the
Progress Energy powerline easement and to the south by Drainage Basin 1. This area drains to a point
near the junction of Hwy 403 and SR 1919. Eight (8) -inch gravity sewer could flow to this point and it
appears based on preliminary topography analysis could be conveyed by a 10-inch gravity sewer at
0.40% slope to the PUD pump station. Should actual surveying indicate otherwise the flow would
need to be pumped to the gravity system that serves Drainage Basin 1.
Based on the Sampson County GIS Drainage Area 2 is zoned approximately 100% Residential -
Agricultural. In order to project future flow from this area the City desired a 65% residential and 35%
business/commercial mixture. As previously noted for Drainage Basin 1 we assumed 65% R-4 zoning
for the residential with an equivalent of 8 persons per acre and used an average daily flow of 800 gpd
per acre and peak flow of 2,000 gpd per acre and we assumed 35% Business/Commercial zoning with
an equivalent of 25 persons per acre and used an average daily flow of 2,500 gpd per acre and peak
flow of 6,250 gpd per acre.
Again utilizing the existing Sampson County growth rate of 1.1 % per year, we evaluated the basin
based on 10-year and 20-year planning periods. The following tables summarize the projected
wastewater from Drainage Basin 2.
Wastewater Projections Drainage Basin 2, 10-year Planning Period
Source
Qty
Units
Flow/Unit
(gpd)
ADF (gpd)
Peak (gpd)
Peak (gpm)
R-4
7
acres
800
5,434
13,585
9
Business/commecial
4
acres
2,500
9,144
22,859
16
Total
14,578
36,444
25
Combined Wastewater Projections Drainage Basin 1 & 2, 10-year Planning Period
Source
Qty
Units
Flow/Unit
(gpd)
ADF (gpd)
Peak (gpd)
Peak (gpm)
PUD
26
ea
360
9,360
23,400
16
Existing Structures
11
ea
360
3,960
9,900
7
R-4
20
acres
800
16,126
40,315
28
Business/commecial
18
acres
2,500
45,307
113,265
79
Total
74,753
186,880
130
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Page 5 of 9
Preliminary analysis suggests a 130 gpm pump station to serve Drainage Basin land 2 for the 10-year
planning period, has a TDH of 60 feet and requires dual 4-inch Fairbanks Morse Pumps rated at 130
gpm with 13 HP motors and a 4-inch force main. It appears the same pump with a different impeller
and larger motor that provided the flow of 104 gpm for Drainage Basin 1- 10 year flow can serve this
additional area.
Wastewater Projections Drainage Basin 2, 20-year Planning Period
Source
Qty
Units
Flow/Unit
(gpd)
ADF (gpd)
Peak (gpd)
Peak (gpm)
R-4
14
acres
800
10,868
27,170
19
Business/commecial
7
acres
2,500
18,288
45,719
32
Total
29,156
72,889
51
Combined Wastewater Projections Drainage Basin 1 and 2, 20-year Planning Period
Source
Qty
Units
Flow/Unit
(gpd)
ADF (gpd)
Peak (gpd)
Peak
(gpm)
PUD
26
ea
360
9,360
23,400
16
Existing Structures
11
ea
360
3,960
9,900
7
R-4
41
acres
800
32,252
80,630
56
Business/commecial
36
acres
2,500
90,613
226,532
158
Total
136,185
340,462
237
Preliminary analysis suggests a 237 gpm pump station to serve Drainage Basin 1 and 2 for the 20-year
planning period, has a TDH of 37 feet and requires dual 4-inch Fairbanks Morse Pumps rated at 237
gpm with 7.5 HP motors and a 6-inch force main. It appears the same pump with a different impeller
and larger motor that provided the flow of 180 gpm for Drainage Basin 1-20 year flow can serve this
additional area.
iii MacKenan Drive Cary, North Carolina 27511 tel:[phone] fax:[phone] www.withersravenet.com

Page 6 of 9
Drainage Basin 3 Contribution to PUD Pump Station.
Drainage Basin 3 denoted on the attached site map includes approximately 250 acres east of Drainage
Basin 1 and 2 beyond the Progress Energy powerline to approximately even with the last fairway on
the golf course and the creek crossing under SR 1919. This area is bordered on the north by SR 1919;
however we also include the approximately 195 lots from the country club in the total area. It is
assumed that this area will require pump stations to convey the projected flow to the gravity sewer
system serving Drainage Basin 1 or 2.
Based on the Sampson County GIS Drainage Area 3 is zoned approximately 100% Residential -
Agricultural. In order to project future flow from this area the City desired a 65% residential and 35%
business/commercial mixture. As previously noted for Drainage Basin 1 and 2 we assumed 65% R-4
zoning for the residential with an equivalent of 8 persons per acre and used an average daily flow of
800 gpd per acre and peak flow of 2,000 gpd per acre and we assumed 35% Business/Commercial
zoning with an equivalent of 25 persons per acre and used an average daily flow of 2,500 gpd per acre
and peak flow of 6,250 gpd per acre.
Again utilizing the existing Sampson County growth rate of 1.1 % per year, we evaluated the basin
based on 10-year and 20-year planning periods. The following tables summarize the projected
wastewater from Drainage Basin 3.
Wastewater Projections Drainage Basin 3, 10-year Planning Period
Source
Qty
Units
Flow/Unit
(gpd)
ADF (gpd)
Peak (gpd)
Peak
(gpm)
Country Club
195
residences
360
70,200
175,500
122
R-4
18
acres
800
14,300
35,750
25
Business/commecial
10
acres
2,500
24,063
60,156
42
Total
108,563
271,406
188
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Page 7 of 9
Combined Wastewater Projections Drainage Basin 1,2 & 3, 10-year Planning Period
Source
Qty
Units
Flow/Unit
(gpd)
ADF (gpd)
Peak (gpd)
Peak
(gpm)
PUD
26
ea
360
9,360
23,400
16
Existing Structures
11
ea
360
3,960
9,900
7
Country Club
195
residences
360
70,200
175,500
122
R-4
38
acres
800
30,400
76,000
53
Business/commecial
28
acres
2,500
70,000
175,000
122
Total
183,920
459,800
320
Preliminary analysis suggests a 320 gpm pump station to serve Drainage Basin 1,2 & 3 for the 10-year
planning period, has a TDH of 50 feet and requires dual 4-inch Fairbanks Morse Pumps rated at 320
gpm with 10 HP motors and a 6-inch force main. It appears the same pump with a different impeller
and larger motor that provided the flow of 180 gpm for Drainage Basin 1- 20 year flow and that
provided the 237 gpm for Drainage Basin 1 & 2 -20 year flow can serve this additional area.
Wastewater Projections Drainage Basin 3, 20-year Planning Period
Source
Qty
Units
Flow/Unit
(gpd)
ADF (gpd)
Peak (gpd)
Peak
(gpm)
Country Club
195
residences
360
70,200
175,500
122
R4
36
acres
800
28,600
71,500
50
Business/commecial
19
acres
2,500
48,125
120,313
84
Total
146,925
367,313
255
iii MacKenan Drive Cary, North Carolina 27511 te1:919.469.3340 fax:[phone] www.withersravenel.com

Page 8 of 9
Combined Wastewater Projections Drainage Basin 1,2 and 3, 20-year Planning Period
Source
Qty
Units
Flow/Unit
(gpd)
ADF (gpd)
Peak (gpd)
Peak
(gpm)
PUD
26
ea
360
9,360
23,400
16
Existing Structures
11
ea
360
3,960
9,900
7
Country Club
195
residences
360
70,200
175,500
122
R-4
77
acres
800
61,600
154,000
107
Business/commecial
55
acres
2,500
137,500
343,750
239
Total
282,620
706,550
491
Preliminary analysis suggests a 491 gpm pump station to serve Drainage Basin 1,2 and 3 forthe 20-year
planning period, has a TDH of 85 feet and requires dual 4-inch Fairbanks Morse Pumps rated at 85 gpm
with 30 HP motors and a 6-inch force main. It appears the same pump with a different impeller and
larger motor that provided the flow of 180 gpm for Drainage Basin 1-20 year and 237 gpm for Drainage
Basin 1 and 2 20-year flow can serve this additional area.
Recommended Improvements
Based on our analysis it appears that 8-inch gravity sewer at 0.50% slope can serve an approximate
3,000 If radius around the PUD pump station to the east of Pugh Road and south toward Russell Street.
This area is denoted as Drainage Basin 1 on the accompanying map. Drainage Basin 2 located north of
Drainage Basin 1 can be served by gravity to a point near the junction of Hwy 403 and SR 1919. It
appears a 10-inch gravity sewer from this point at 0.40% can convey the projected wastewater to the
PUD pump station. Wastewater projected from Drainage Basin 3, including the 195 units in the
country club would be required to be pumped to the junction at Hwy 403 and SR 1919.
Using the state minimum criteria and City of Raleigh conservative flow per units of 360 gpd per
residence, 800 gpad for R-4 zoning and 2,500 gpad for business/commercial zoning the 20-year peak
flow based on 1.1 % growth per year is as follows:
Pugh Road Area Wastewater Projections
Drainage Basin
10-year peak gpm
20- ear peak gpm
Drainage Basin 1
104
186
Drainage Basin 2
25
51
Sub -Total
129
237
Drainage Basin 3
188
255
Total
318
492
iii MacKenan Drive Cary, North Carolina 27511 te1:919.469.3340 fax:[phone] www.withersravenel.com

Page 9 of 9
Projected peak pumping flows under 180 gpm will require a 4-inch force main to maintain a minimum
of 2 fps. Those equal to or over 180 gpm will require a 6-inch force main to reduce the friction loss
from the force main.
Based on the preliminary pump curve analysis and discussions with pump manufacturer's it appears the
same 4-inch pump can deliver 80 gpm, 130 gpm, 180 gpm, 237 gpm and 320 gpm with only a change
in the motor HP and impeller. The cost difference between the 5 HP, 7.5 HP and 10 HP motors and
related control panels required is projected to be less than $2000 from the 5 to 10 HP. Therefore it is
recommended that to serve the initial project a 180 gpm 4-inch pump with a 6-inch force main be
installed with a 10-HP 1200 rpm motor and control system. This will allow the City to replace the
impeller only to meet the 237 gpm and 320 gpm conditions projected. At such time that the 20-year
projected peak from all three (3) drainage basins is required this same pump can still be used with
change out of the impeller and also the motors and control panel to 30 HP. It should be further noted
that actual flow conditions will likely approximate 250 gpd per residence ratherthan the state minimum
criteria of 360 gpd. Therefore it is unlikely the pumps and motors will need to be changed out for their
useful life of 10-12 years and the City can increase the flow to meet all future conditions by changing
impellers only.
It appears the cost differential for the pumping system needed for the PUD only versus providing the
future capacity is approximately $2,000 for the pump station and controls and $5,000 forthe generator.
It is estimated for 3,600 If of 6-inch PVC force main versus 4-inch PVC force main at a $2 per foot
differential the total cost differential for the force main is $7,200. There is practically no cost difference
for the force main should the City choose DIP, Therefore the cost to serve the 20-year growth from all
three drainage basins appears to be approximately $14,200 more than for serving only the immediate
project.
The recommended project is therefore:
➢ A 180 gpm duplex submersible pump station with 8 foot diameter 15 foot deep wetwelI, dual
4-inch pumps with O-HP motors, pump control panel rated for 200 amp service, with a 200
amp automatic transfer switch and 20 kW standby diesel generator, flow measurement and
chemical feed addition, 12-inch influent line to onsite manhole for offsite gravity sewer
connections, 50' x50' graveled pump station site with 12' access road and double swing gate
and chain link fencing around the site,
➢ approximately 3,600 If of 6-inch SDR 21, Class 200 PVC force main, with one air
release/vacuum valve,
➢ approximately 60 If of 12-inch steel casing with 6-inch DIP installed by bore and jack under
Pugh Road„
➢ tie-in to existing City of Clinton manhole beside Hwy 701 Business.
A preliminary cost opinion for the recommended project suggests a construction cost of approximately
$230,000. A 10% contingency is recommended of $23,000. Should the tie-in to the existing sewer be
made to the manhole in Hwy 701 and require extensive open cut of the 4-lane road another $50,000
should be reserved for the project.
The spreadsheets for wastewater flow generation, hydraulic calculations for gravity sewer and force
mains, preliminary pump station pump curves and pump manufacturer's information plus cost opinion
for the recommended project are attached.
iii MacKenan Drive Cary, North Carolina 27511 tet:919.469.3340 fax:[phone] www.withersravenel.com