WQ0041184_Application (FTSE)_20191029

®EQIDWR
SEP 17 2019
State of North Carolina
WQR®5 Department of Environmental Quality
P W,J-, . QXE7T1 VILLEREGIONALOFFICE Division of Water Resources
15A NCAC 02T .0300 — FAST TRACK SEWER SYSTEM EXTENSION APPLICATION
Division of Water Resources INSTRUCTIONS FOR FORM: FTA 04-16 & SUPPORTING DOCUMENTATION
This application is for sewer extensions involving gravity sewers, pump stations and force mains, or any combination that has been
certified by a professional engineer and the applicant that the project meets the requirements of 15A NCAC 02T and the Division's
Minimum Design Criteria and that plans, specifications and supporting documents have been prepared in accordance with, 15A
NCAC 02T.15A NCAC 02T.030D. Division Policies and good enziueerine uractices,
While no upfront engineering design documents are required for submittal, in accordance with 15A NCAC 02T .0305(b), design
documents must be prepared prior to submittal of a fast track permit application to the Division. This would include plans, design
calculations, and project specifications referenced in 15A NCAC 02T ,0305 and the applicable minimum design criteria. These
documents shall be available upon request by the Division,
Projects that are deemed permitted (do not require a permit from the Division) are explained in 15A NCAC 02T.0303.
Projects not eligible for review via the fast track process (must be submitted for full technical review):
➢ Projects that require an environmental assessment in accordance with 15A NCAC IC .0100;
➢ Projects that do not meet arty part ofthe minimum design criteria (MDC) document;
➢ Projects that involve a variance from the requirements of 15A NCAC 2T;
➢ Pressure sewer systems utilizing septic tank -effluent pumps (STEPS) or simplex grinder pumps;
➢ STEP or simplex grinder pumps connecting to pressurized systems (e.g. force mains);
D Vacuum sewer systems,
General— When submitting an application, please use the following instructions as a checklist in order to ensure all required items
are submitted. Adherence to these instructions and checking the provided boxes will help produce a quicker review time and
reduce the amount of requested additional information. Failure to submit all required items will necessitate additional
processing and review time, and may result in return of the application. Unless otherwise noted, the Applicant shall submit
one original and one copy of the application and supporting documentation.
A. One Original and One Copy of Application and Supporting Documents
® Required unless otherwise noted
R. Cover Letter (Required for AD Application Packages):
® List all items included in the application package, as well as a brief description of the requested permitting action.
➢ Be specific as to the system type, number of homes served, flow allocation required, etc.
➢ If necessary for clarity, include attachments to the application form.
C. Application Fee (Ali New and Major Modification Application Packages):
® Submit a check or money order in the amount of $480.00 dated within 90 days of application submittal.
D .Payable to North Carolina Department of Environmental Quality (NCDEQ)
D. Fast Track (Form: FTA 04-16) Application (Required for All Application Packages);
N Submit the completed and appropriately executed application,
D If necessary for clarity or due to space restrictions, attachments to the application may be made.
❑ if the Applicant Type in Item 1.2 is a corporation or company, provide documentation it is registered for business with
the North Carolina Secretary of State.
❑ If the Applicant Type in Item 1.2 is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of
Deeds in the county of business.
® The Project Name in Item 11.1 shall be consistent with the project name on the flow acceptance letters, agreements, etc.
® The Professional Engineer's Certification on Page 5 of the application shall be signed, sealed and dated by a North
Carolina licensed Professional En ip neer.
® The Applicant's Certification on Page 5 of the application shall be signed in accordance with 15A NCAC 02T .0106f b).
Per 15A NCAC 02T .0106(c), an alternate person may be designated as the signing official if a delegation letter is
provided from a person who meets the criteria in 15A NCAC 02T .0106(b),
INSTRUCTIONS FOR FORM: FTA 04-16 & SUPPORTING DOCUMENTATION Page 1 of 3

E. Flow Tracking/Acceptance Form (Form: FTSE 0446) (if Applicable):
® Submit the completed and executed FTSE form from the owners of the downstream sewers and treatment facility.
➢ Multiple forms maybe required where the downstream sewer owner and wastewater treatment facility are different.
➢ The flow acceptance indicated in form FTSE must not expire prior to permit issuance and must be dated less than one
year prior to the application date.
➢ Submittal of this application mid form FFSE indicates that owner has adequate capacity and will not violate G.S. 143-
215.67 a .
➢ Intergovernmental agreements or other contracts will not be accepted in lieu of a project -specific FTSE.
F. Site Maps (All Application Packages):
® Submit an 8.5-inch x 11-inch color copy of a USGS Topographic Map of sufficient scale to identify the entire project
area and closest surface waters.
➢ Location of the project (gravity sewer, pump stations & force main)
➢ Downstream connection points and permit number (if known) for the receiving sewer
® Include a street level map (aerial) showing general project area so that Division staff can easily locate it in the field.
G. Existing Permit (All Modification Packages):
❑ Submit the most recently issued existing permit.
❑ Provide a fist of any items within the permit the Applicant would like the Division to address during the permit
modification (i.e., permit description, flow allocation, treatment facility, etc.).
H. Power Reliability Plan (Required if portable reliability option utilized for Pump Station):
❑ Per 15A NCAC 02T .0305(h)(1), submit documentation of power reliability for pumping stations.
➢ This alternative is only available for average daily flows less than 15,000 gallons per day
➢ It shall be demonstrated to the Division that the portable source is owned or contracted by the applicant and is compatible
with the station. The Division will accept a letter signed by the applicant (see 15A NCAC 02T .0106(b)) or proposed
contractor, stating that "the portablepower generation unit orportable, independently -powered pumping units, associated
appurtenances and personnel are available for distribution and operation of this pump station."
➢ If the portable power source or pump is dedicated to multiple pump stations, an evaluation of all the pump
stations' storage capacities and the rotation schedule of the portable power source or pump, including travel
timeframes, shall be provided in the case of a multiple station power outage. (Required at time of certification)
1. Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
❑ Per 15A NCAC 02T .0115(a)(1) provide the Certificate of Public Convenience and Necessity from the North Carolina
Utilities Commission demonstrating the Applicant is authorized to bold the utility franchise for the area to be served by
the sewer extension, or
❑ Provide a letter from the North Carolina Utilities Commission's Water and Sewer Division Public Staft' stating an
application for a franchise has been received and that the service area is contiguous to an existing franchised area or that
franchise approval is expected.
J. Operational Agreements (Applications from HOA/POA and Developers for lots to be sold):
❑ fiome/Prooerty Owners' Associations
❑ Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreement (FORM: HOA).
❑ Per 15A NCAC 02T .0115(c), submit a copy of the Articles of incorporation, Declarations and By-laws.
❑ Developers of lots to be sold
❑ Per 15A NCAC 02T .0115(b), submit the properly executed Shterational Agreement (FORM: DEV).
For more information, visit the Division's collection systems website
INSTRUCTIONS FOR FORM: FTA 04.16 & SUPPORTING DOCUMENTATION Page 2 of 3

THE COMPLETED APPLICATION PACKAGE INCLDING ALL SUPPORTING INFORMATION AND
MATERIALS, SHOULD BE SENT TO THE APPROPRIATE REGIONAL OFFICE:
REGIONAL OFFICE
ADDRESS
COUNTIES SERVED
Asheville Regional Office
2090 US Highway 70
Avery, Buncombe, Burke, Caldwell, Cherokee,
Water Quality Section
Swannanoa, North Carolina 28778
Clay, Graham, Haywood, Henderson, Jackson,
(828) 29645W
Macon, Madison, McDowell, Mitchell, Polk,
[phone] Fax
Rutherford, Swain, Transylvania, Yancey
Fayetteville Regional Office
226 Green Street Suite 714
Anson, Bladen, Cumberland, Harnett, Hoke,
Water Quality Section
Fayetteville, North Carolina 28301-5094
Montgomery, Moore, Robeson, Richmond,
(910) 43"300
Sampson, Scotland
(910) 48"707 Fax
Mooresville Regional Office
610'E. Canter Avenue
Alexander, Cobarrus, Catawba, Cleveland,
Water Quality Section
Mooresville, North Carolina 28115
Gaston, Iredell, Lincoln, Mecklenburg, Rowan,
[phone].
Stanly, Union
[phone] Fax
Raleigh Regional Office
1628 Mail Service Center
Chatham, Durham, Edgecombe, Franklin,
Water Quality Section
Raleigh, North Carolina 27699-1628
Granville, Halifax, Johnston, Lee, Nash,
[phone]
Northampton, Orange, Person, Vance, Wake,
[phone] Fax
Warren, Wilson
Washington Regional Office
943 Washington Square Mail
Beaufort, Bartle, Camden, Chowan, Craven,
Water Quality Section
Washington, North Carolina 27889
CuMluck, Dared Gates, Greene, Hertford, Hyde,
(252) 946- 481
Jones, Lenoir, Martin, Pamlioo, Pasquotank,
[phone] Fax
Perquiinans, Pitt, Tyrrell, Washington, Wayne
Wilmington Regional Office
127 Cardinal Drive Extension
Brunswick, Carteret, Columbus, Duplin, New
Water Quality Section
Wilmington, North Carolina 28405
Hanover, Onslow, Pander
(910) 79fr7215
[phone] Fax
Winston-Salem Regtonal Office
450 W. Hanes Mill Road
Alamance, Nleghany, Ashe, Caswell, Davidson,
Water Quality Section
Suite 300
Davie, Forsyth, Guilford, Rockingham, Randolph,
Winston-Salem, North Carolina 27105
Stokes, Burry, Watauga, NAlkes, Yadkin
[phone]
INSTRUCTIONS FOR FORM: FTA 04-16 & SUPPORTING DOCUMENTATION Page 3 of 3

State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0300 —FAST TRACK SEWER SYSTEM EXTENSION APPLICATION
'Divislon of Water Resources VIA 04-16 & SUPPORTING DOCUMENTATION
Application Number: n D (to be wmpteted by Dwtt)
All items must be completed or the anolication will be returned
I. APPLICANT INFORMATION:
1. Applicant's name: Town of Pembroke(company, municipal ity,$OA,utility,etc.)
2. Applicant typo: ❑ Individual ❑ Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State/County ® Municipal ❑ Other
3. Signature authority'smame: Tyler Thomas per 15A NCAC 02T .0106(b)
Title: Town Administrator
4. Applicant's mailing address: PO Box 866
City: Pembroke State: I C Zip: 82 372_
5. Applicant's contact information:
Phone number: (910) 521-t�58 Email Address: TylerQPembrokeno.com
11. PROJECT INFORMATION:
1. Project ttame: IEA Lift Station Reulaeemen
2, Application/Project status: ®Proposed (New Permit) ❑ Existing Permit/Froject
If a modification, provide the existing permit number: W000_ and issued date:
If new construction but part of a master plan, provide the existing permit number: W000_
3. County where project is located: Robeson
4. Approximate Coordinates (Decimal Degrees): Latitude: 34.685916° Longitude: -79.2 440390
5. Parcel ID (if applicable): 933481704000
(or Parcel M to closest downstream sewer)
III. CONSULTANT INFORMATION:
Professional Engineer: Jonathan E. Locklear License Number: NC 029469
Firm: Locklear. Locklear & Jacobs. PLLC
Mailing address: PO Box 3119
City: Pembroke State: NC Zip: 28372-_
Phone number: 9( 10) 774-9306 Email Address: ionathanlocklear aZllandi.com
IV. WASTEWATER TREATMENT FACILITY (WWFF)INFORMATION:
1. Facility Name: Pembroke W WTP Permit Number: NC0027103
Owner Name: Town Of Pembroke
V. RECEIVING DOWNSTREAM SEWER INFORMATION (if different than W WTF):
1. PermitNumber(s): WQ_ Downstream (Receiving) Sewer Size: a inch
System Wide Collection System Permit Number(s) (if applicable): WQCS00114
OwnerName(s): Town of Pembroke
FORM: FTA 04-16 Page 1 of 5

VI. GENERAL REQUIREMENT
1. If the Applicant is a Privately-O
2, If the Applicant is a Developer c
3, If the Applicant Is a Home/Prop
4',Origin of wastewater: (check all
❑ Residential Owned
® Residential Leased
❑ School,/ preschool /,day care
❑ Food and drink facilities
❑ Businesses / offices / factorii
5. Nature of wastewater: 1100 %% 1;
6. Has a flow reduction been apprt
--➢ If yes, provide a coop offl
7. 'ISummarize wastewater. generate
..A Dn6L. TTIW: , h..0 «.rani......A V--; v 6aan .ff.AM9
tels
of Units Flow
No
Eatabtishmeni Type (aee,02T.01 4
Daily Design Flow yb--
e.
University Courtyard phase R
a Si
d,
at
in
b ':P1
di
8. '' Waste
➢ D
If permitted' flow is zero, l indicab
❑ Pump Station or Gravity Sew
❑ Flow hasalready been alloca'
❑.Rehabilitation or replacemen
❑ Other (Explain):
FORM: FTA 04-16
W south, or east ofthe Atlantic Intracoastal Waterway to be uses as vacation, rentals. as aennea
design flow rates for establishments not identified [in table ISA NCAC 02T,0.1I shall be
5w data, water using fixtures, occupancy of operation patterns, and other measured data.
Sy GPD (per,15A NCACi02T .01 t4)
r previously permitted allocations
why:
r where flow will be permitted in subsequent permits that connect to this line
A in Permit Number:
of existing sewer with no new flow expected
- Page 2 of 5

VII. GRAVITY SEWER DESIGN CRITERIA (If Applicable) - 02T .0305 & MDC (Gravity Sewers):
1. Summarize gravity sewer to be permitted:
Size (inches) Length (feet) Material
8 32 PVC
➢ Section B & IB of the MDC for Permitting of Gravity Sewers contains information related to design criteria
➢ Section III contains information related to minimum slopes for gravity sewer($)
➢ Oversizing lines to meet minimum slope requirement is not allowed and a violation of the MDC
VIII. PUMP STATION DESIGN CRITERIA (If Applicable)— 02T .0305 & MDC Memo Stations/Force Mains):
COMPLETE FOR EACH PUMP STATION INCLUDED IN THIS PROJECT
1. Pump station number or name: IBA Lift Station
2. Approximate Coordinates (Decimal Degrees): Latitude: 34.68207° Longitude:-79,20470'
3. Design flow of the pump station: 0.26 millions gallons per day (firm capacity)
4. Operational point(s) of the pump(s): 190 gallons per minute at 24 feet total dynamic head (TDR)
5. Summarize the force main to be permitted (for this Pump Station):
Size (inches)
Length (feet)
Material
6
600
PVC
6. Power reliability in accordance with 15A NCAC 02T ,0305(b)(1):
r ® Standby power source or pump with automatic activation and telemetry -1 SA NCAC 02T .0305(hxl)(B).'
➢ Required for all pump stations with an average daily flow greater than or equal to 15,000 gallons per day
➢ Must be permanent to facility
Or if the pump station has an average daily flow less than 15,000 gallons per day:
❑ Portable power source with manual activation, quick -connection receptacle and telemetry - 15A NCAC 02T
.0305(h)(1)(C)
or
❑ Portable pumping unit with plugged emergency pump connection and telemetry -15A NCAC 02T .0305(h)(l)(C):
It shall be demonstrated to the Division that the portable source is owned or contracted by the applicant (draft agreement)
and is compatible with the station.
➢ If the portable power sourceorpumpisdedicatedtomultiplepumpstations,anevaluationofallthepumpstations'storage
capacities and the rotation schedule of the portable power source or pump, including travel timeframes, shall be provided
in the case of a multiple station power outage.
FORM: FTA 04-16 Page 3 of 5

1X. SETBACKS & SEPARATIONS —(02B .0200 & 15A NCAC 02T.0305(t))-
1. Does the project comply with all separations found in 15A NCAC 02T .0305ff1 & (g) ® Yes ❑ No
➢ 15A NCAC 02T.0305(f) contains minimum separations that shall be provided for sewer systems:
Setback Parameter*
Separation Reuired
Storm sewers and other utilities not listed below vertical
24 inches
Water mains vertical -water over sewer including in benched trenches
18 inches
Water mains horizontal
10 feet
Reclaimed water lines vertical - reclaimed over sewer
IS inches
Reclaimed water lines(horizontal - reclaimed over sewer
2 feet
**Any private or public water supply source, including any wells, WS-I waters of Class I or
Class 11 impounded reservoirs used as a source of drinking water
100 feet
**Waters classified WS (except WS-I or WS-V), B, SA, ORW, HQW, or SB from normal
hid water or tide elevation and wetlands see item IX.2
50 feet
**Any other stream, lake, impoundment, or ground water lowering and surface drainage
ditches
10 foot
Any building foundation
5 feet
Any basement
10 feet
Top slope of embankment or cuts of 2 feet or more vertical height
10 feet
Drains e s stoma and interceptor drains
5 feet
An swimmin is
10 feet
Final earth grade. vertical
36 inches
➢ 15A NCAC 02T.0305(g) contains alternatives where separations In 02T.0305(f) cannot be achieved.
➢ **Stream classifications can be identified using the Division's NC Surface Water Classifications webpage
➢ If noncompliance with 02T.0305(f) or (g), see Section X of this application
2. Does the project comply with separation requirements for wetlands? (50 feet of separation) ❑ Yes []No ® NIA
➢ Seethe Division's draft separation requirements for situations where separation cannot be meet
➢ No variance is required if the alternative design criteria specified is utilized in design and construction
➢ As built documents should reference the location of areas effected.
3. Does the project comply with setbacks found in the river basin rules per 15A NCAC 02B .0200? ❑ Yes ❑ No ® N/A
➢ This would include Trout Buffered Streams per 15A NCAC 213.0202
4. Does the project require coverage/authorization under a 404 Nationwide or [:]Yes ® No
individual permits or 401 Water Quality Certifications?
➢ Information can be obtained from the 401 & Buffer Permitting Branch
5. Does project comply with 15A NCAC 02T.0105(c)(6) (additional permits(certifications)? ® Yes ❑ No
Per 15A NCAC. 02T.0105(c)(6), directly related environmental permits or certification applications are being prepared, have
been applied for, or have been obtained. Issuance of this permit is contingent on issuance of dependent permits (erosion and
sedimentation control plans, stormwater management plans, etc.).
6. Does this project include any sewer collection lines that are deemed "high -priority?"
Per 15A NCAC 02T.0402. "high -priority sewer" means "any aerial sewer, sewer contacting surface waters, siphon, or sewer
positioned parallel to streambanks that is subject to erosion that undermines or deteriorates the sewer.
❑ Yes ® No ❑ N/A
➢ if yes, include an attachment with details for each line, including type (aerial line, size, material, and location).
High priority lines shall be inspected by the permittee or its representative at least once every six -months and inspections
documented per 15A NCAC 02T.0403(a)(5) or the permitee's individual System -Wide Collection permit.
FORM: FTA 04-16 Page 4 of 5

X. CERTIFICATIONS:
1. Does the submitted system comply with 15A NCAC 02T. the Mhtimrun Design Criteria for the Permitting ofPump Stations
and Force Mains (latest version), and the Gravity Sewer Minimum Design Criteria (latest version) as applicable?
0 Yes ❑ No
If No, complete and submit the Variance/AlternativeDesign Request application (VADC 10-14) and supporting documents for
review. Approval of the renuest is remdred prior to submittal of the Fast Track Application and supportine documents
2. Professional Engineer's Certification:
I Jonathan E. Loekfear, PE attest that this application for
(Professional Engineer's name from Application Item III.1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications,
engineering 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, Gravity Sewer
Minimum Design Criteria for Gravity Sewers (latest version), and the Minimum Design Criteria for the Fast -Track Permitting
of Pump Stations and Force Mains (latest version). Although other professionals may have developed certain portions of this
submittal package, 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 General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false
statement, representation, or certification in any application package 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:
3. Applicant's Certification per 15A NCAC 02T .0106(b):
I, Tyler W. Thomas attest that this application for
(Signature Authority's name & title from Application Item I.3.)
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. I understand that any discharge of wastewater from this non -
discharge system to surface waters or the land will result in an immediate enforcement action that may include civil penalties,
injunctive relief; and/or criminal prosecution. I will make no claim against the Division of Water Resources should a condition
of this permit be violated. I also understand that if all required parts of this application package 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 General Statutes 143-215.6A and 13-215.66, any person who knowingly makes any false
statement, representation, or certification in any application package 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: 9-10-2019
FORM: FTA 04-16 Pages of 5

Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
Flow Tracking for Sewer Extension Applications
(FTSE 10-18)
Entity Requesting Allocation: Town of Pembroke
Project Name for which flow is being requested: IEA Lift Station Replacement
More than one FTSE neat' be required for a single project if the owner of the WWTP is not responsible for all pinup
stations along the route of the proposer! wastewater flow.
I. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: Town of Pembroke Waste Water Treatment Plant
b. WWTP Facility Permit #: NC00012
c. WWTP facility's permitted flow
d. Estimated obligated flow not yet tributary to the WWTP
e. WWTP facility's actual avg. flow
f. Total flow for this specific request
g. Total actual and obligated flows to the facility
h. Percent of permitted flow used
All flows are In MGD
1.33
0.12
1.0
0.02304
1.15094
86.5
II. Complete this section for each pump station you are responsible for along the route of this proposed
wastewater flow.
List pump stations located between
the project connection point and the WWTP:
(A)
(B)
(C) (D)=(B+C)
(E)=(A-D)
Design
Average
Obligated, Total
Pump Pump
Daily
Approx.
Not Yet Current Flow
Station Station Firm
Flow"
Current
Tributary Plus
(Name or Permit Capacity, *
(Finn / pt),
Avg. Daily
Daily Flow, Obligated
Available
Number) No. MGD
MGD
Flow, MGD
MGD Flow
Capacity***
Han, WQ0031816 0.4032
0.12483
0.070065
0.043133 0.113198
0.011632
* The Firm Capacity (design flow) of any pump station is defined as the maximum pumped flow
that can be achieved with the largest pump taken out of service.
** Design Average Daily Flow is the firm capacity of the pump station divided by a pealing factor
(pf) not less than 2.5, per Section 2.02(A)(4)(c) of the Minimum Design Criteria.
*** A Planning Assessment Addendum shall be attached for each pump station located
between the project connection point and the WWTP where the Available Capacity is < 0.
Downstream Facility Name (Sewer): Harry West Lane Lift Station
Downstream Permit Number: W00031816
Page 1 of 6
FTSE 10-18

III. Certification Statement:
I Tyler W. Thomas certify to the best of my knowledge that the addition of
the volume of wastewater to be permitted in this project has been evaluated along the route to the
receiving wastewater treatment facility and that the flow from this project is not anticipated to cause any
capacity related sanitary sewer overflows or overburden any downstream pump station en route to the
receiving treatment plant under normal circumstances, given the implementation of the planned
improvements identified in the planning assessment where applicable. This analysis has been perforined
in accordance with local established policies and procedures using the best available data. This
certification applies to those items listed above in Sections I and II plus all attached planning assessment
addendums for which I am the responsible party. Signature of this form certifies that the receiving
collection system or treatment works has adequate capacity to transport and treat the proposed new
wastewater.
Signing Official Signature
TWA MlicitA
Title of Signing Qff cial
o , 14-?.0/9
Date
Page 2 of 6
FTSE 10-18

0
Allen, Trent
From: Jonathan Locklear <[e-mail]>
Sent: Monday, October 28, 2019 11:05 AM
To: Allen, Trent
Cc: Tyler W. Thomas
Subject: RE: [External] FW: Flow Tracking Form - Indian Ed
Thanks Trent for the update.
Have a wonderful day.
Jonathan E. Locklear, PE
DP
Locklear, Locklear, & Jacobs PLLC
Post Office Box 3119
114 W. 3rd Street
Pembroke, North Carolina 28372
o: (910) 774— 93o6 ext. 27
f (866) 649 — 7235
ionathanlocklearCa Ilandi.com
www.Ilandi.com
This message is intended solely for the use of the addressee and may contain information that is PRIVILEGED and CONFIDENTIAL. If you are not the intended recipient,
you are hereby notified that any dissemination of this communication is strictly prohibited. If you have received this communication in error, please delete all electronic copies
of the message and its attachments, if any, destroy any hard copies you may have created, and notify the sender immediately. Thank you.
bA Please consider the environment before printing this email.
From: Allen, Trent <[e-mail]>
Sent: Monday, October 28, 2019 11:01 AM
To: Jonathan Locklear <[e-mail]>
Subject: RE: [External] FW: Flow Tracking Form - Indian Ed
Yes. Moving forward with the permit without the Lodge included.
Trent
Trent Allen
Fayetteville Regional Supervisor
Division of Water Resources
910 433 3336 office
Trent.Allen ncdenr.eov
225 Green Street —Suite 714
Fayetteville, NC 28301

Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties
From: Jonathan Locklear[mailto:[e-mail]]
Sent: Monday, October 28, 2019 10:54 AM
To: Allen, Trent <[e-mail]>
Subject: RE: [External] FW: Flow Tracking Form - Indian Ed
Does that mean you have everything you need on this? And will issue the permit?
Jonathan E. Locklear, PE
VP
Locklear, Locklear, & Jacobs PLLC
Post Office Box3119
114 W. 3rd Street
Pembroke, North Carolina 28372
o: (91o) 774— 93o6 ext. 27
f.• (866) 649 — 7235
ionathanlocklear(Whindi.com
www.11andi.com
This message is intended solely for the use of the addressee and may contain information that is PRIVILEGED and CONFIDENTIAL. If you are not the intended recipient,
you are hereby notified that any dissemination of this communication is strictly prohibited. If you have received this communication in error, please delete all electronic copies
of the message and its attachments, if any, destroy any hard copies you may have created, and notify the sender immediately. Thank you.
A Please consider the environment before printing this email.
From: Allen, Trent <[e-mail]>
Sent: Friday, October 25, 2019 8:22 AM
To: Jonathan Locklear <[e-mail]>
Subject: RE: [External] FW: Flow Tracking Form - Indian Ed
I'll remove that from the application and write it for the one user.
Trent
Trent Allen
Fayetteville Regional Supervisor
Division of Water Resources
910 433 3336 office
Tre nt.Al len @ ncde n r.gov
225 Green Street — Suite 714
Fayetteville, NC 28301
2

Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties
From: Jonathan Locklear[mailto:[e-mail]]
Sent: Friday, October 25, 2019 6:45 AM
To: Allen, Trent <[e-mail]>
Subject: RE: [External] FW: Flow Tracking Form - Indian Ed
Trent,
After some conversation with the Town, it looks like the Lodge project has been put on hold and the developer does not
know when or if the project will move forward. Base on this info, they'd like to move forward without that flow
allocation. Let me know what you need me to update for you to get this process completed.
Thanks and don't hesitate to call if you'd like to discuss.
Jonathan E. Locklear, PE
VP
Locklear, Locklear, & Jacobs PLLC
Post Office Box 3119
114 W. 3.d Street
Pembroke, North Carolina 28372
o: (91o) 774- 93o6 ext. 27
f.• (866) 649 - 7235
ionathanlocklear(Vlandi.com
wwwdlandi.com
This message is intended solely for the use of the addressee and may contain information that is PRIVILEGED and CONFIDENTIAL. If you are not the intended recipient,
you are hereby notified that any dissemination of this communication is strictly prohibited. If you have received this communication in error, please delete all electronic copies
of the message and its attachments, if any, destroy any hard copies you may have created, and notify the sender immediately. Thank you.
A Please consider the environment before printing this email.
From: Allen, Trent <[e-mail]>
Sent: Thursday, October 24, 2019 1:07 PM
To: Jonathan Locklear <[e-mail]>
Subject: RE: [External] FW: Flow Tracking Form - Indian Ed
Jonathan,
I was reviewing the flow acceptance form for this project and it looks like they gave you flow for only one facility. They
need to include the flow for the second facility (The Lodge at Pembroke). Also the flow rates generated for the Lodge
used water rates. The wastewater flow should use the rates listed in 2T Rules. Let me know if you have any questions.
Trent
Trent Allen
Fayetteville Regional Supervisor
Division of Water Resources
910 433 3336 office

Tre nt.Al le n @ n cd e n r. gov
225 Green Street —Suite 714
Fayetteville, NC 28301
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties
From: Jonathan Locklear [mailto:[e-mail]]
Sent: Tuesday, October 15, 2019 9:31 AM
To: Allen, Trent <[e-mail]>
Subject: [External] FW: Flow Tracking Form - Indian Ed
Trent,
Please find attached the flow tracking form from the Town on the IEA Lift Station. Please review and let us know what
else you need on this.
Jonathan E. Locklear, PE
VP
Locklear, Locklear, & Jacobs PLLC
Post Office Box wi 9
114 W. 3*d Street
Pembroke, North Carolina 28372
or (91o)774— 93o6 ext. 27
f.. (866) 649 — 7235
ionathanlocklear011andi.com
www.11andi.com
This message is intended solely for the use of the addressee and may contain information that is PRIVILEGED and CONFIDENTIAL. If you are not the intended recipient,
you are hereby notified that any dissemination of this communication is strictly prohibited. If you have received this communication in error, please delete all electronic copies
of the message and its attachments, if any, destroy any hard copies you may have created, and notify the sender immediately. Thank you.
.A Please consider the environment before printing this email.
From: Tyler Thomas <[e-mail]>
Sent: Tuesday, October 15, 2019 9:27 AM
To: Jonathan Locklear <[e-mail]>
Subject: Flow Tracking Form - Indian Ed
See attached.
Thanks,
Tyler W. Thomas
Town Manager, Town of Pembroke
(c) (9I0) 734-3876
(o)(9I0)S2I-9758

An opinion of probable project cost for upgrading the pumping capacity to 383 gpm is $121,000.00. This includes
the cost of parts described above along with labor required to complete installation. If the existing controls can be
salvaged, this cost could be reduced to approximately $70,000.00. Detailed evaluation of the controls by a pump
representative is necessary to confirm this option. Upgrading to a capacity of 312 gpm can be accomplished for
approximately $ 15,000.00 based on the scope of work described above.
Increasing the pumping capacity above 383 gpm may serve to provide additional buffer to the Town in the event that
in the future, an increase in the peaking factor is experienced. Providing additional capacity may also allow the
Town to offer minor service additions with the sewershed. Any increase in pumping capacity must be balanced with
downstream capacity to avoid creating capacity problems downstream of the Harry West Lane Lift Station.
This analysis has taken into account what is considered to be the current flow along with known allocations at the
Harry West Lane Lift Station. If any additional "Obligated, Not Yet Tributary Daily Flow" is currently associated
with this lift station, it should be considered. If this is the case, we will gladly include them in this analysis.
The need for redirection of the IEA Lift Station flow is based upon the existing capacity of the gravity sewer main
along Third Street, which currently receives flow from the IEA Lift Station. During periods of heavy flow, often
rainfall induced peak flows, it is regularly confirmed that the gravity main along Third Street surcharges or exceeds
the capacity of the existing pipe lines. The occurrence of surcharge is evidence of the main being at capacity. Since
the IEA Lift Station capacity is being increased, continuing to discharge along Third Street would add flow to a
gravity main that already operates at maximum capacity. The State's required downstream sewer analysis process,
which is required during the permitting process of any addition of flow, is intended to identify such situations and
confirm adequate capacity is made available. In addition to making capacity available via the Harry West Lane Lift
Station, redirecting IEA flow will offer some relief to the Third Street facilities, reducing the potential for overflow
problems in that area.
It has been our pleasure to assist the Town of Pembroke in this analysis. If there are any questions, comments or
concerns, please do not hesitate to call.
Sincerely,
THE WOOTEN COMP,
Chad D. Easter, PE
Project Manager

Summary:
Considering the data presented above, adding 100,800 gpd to the current ADF at the Harry West Lane Lift Station of
70,065 gpd will exceed the current permitted ADF capacity of 124,830 gpd by 46,035 gpd. Likewise adding
252,000 gpd to the current MDF at the Harry West Lane Lift Station of 226,632 gpd will exceed the current
permitted MDF capacity of 403,200 gpd by 75,432 gpd. Based on the data used in this analysis, it appears that
Pembroke's existing Harry West Lane Lift Station will require a capacity increase in order to support the redirection
of the IEA Lift Station flow as proposed.
Removing proposed development, The lodge at Pembroke from the analysis reduces the anticipated flow to the
Harry West Lane Lift Station. Considering the data presented above, adding 68,840 gpd to the current ADF at the
Harry West Lane Lift Station of 70,065 gpd will exceed the current permitted ADF capacity of 124,830 gpd by
14,075 gpd. Adding 172,100 gpd to the current MDF at the Harry West Lane Lift Station of 226,632 gpd will not
exceed the current permitted MDF capacity of 403,200 gpd. As a result, based on the data used in this analysis, the
existing Harry West Lane Lift Station will only require a slight capacity increase in order to support the redirection
of the IEA Lift Station flow without The Lodge at Pembroke flows.
It should be noted that pump performance is impacted by wear which equipment experiences overtime. Pump
drawdown testing performed on a regular basis can be beneficial in tracking reductions in performance as well as
confirming the results of analyses such as the one presented here. Likewise continued tracking and analysis of
pump run data is also beneficial in confirming available capacities and well as gauging the performance of the
collection system. Proactively collecting and analyzing this data will allow Town staff to anticipate issues and
reduce the potential for unexpected failures.
Existing 8-inch gravity sewer main upstream of the Harry West Lift Station currently serves everything west of and
including Howard Street. Detailed flow monitoring along gravity mains and/or water consumption records analysis
for all customers in the sub -basin can be necessary to analyze gravity sewer capacity. Before analyzing to that
degree if we look at the ADF and MDF capacities of an existing 8-inch gravity sewer main installed at state
minimum grade and compare it to the sum of the projected flows from the IEA Lift Station and the existing flows at
the Harry West Lift Station, anticipated ADF is 170,865 gpd and MDF is 478,632 gpd. These values are within the
capacity of an 8-inch gravity main installed at state minimum grade leading us to project that adequate capacity
should exist in the 8-inch gravity sewer main upstream of the Harry West Lift Station.
Existing 8-inch gravity sewer main along Normal Street, that receives flow from the Harry West Lane Lift Station
serves primarily the properties adjacent to the street also. As stated above, detailed analysis can be necessary to
determine precise capacity of gravity mains. Looking again at the anticipated ADF and MDF of the sum of the
projected IEA flow and Harry West Lane flow and comparing them the capacity of and 8-inch gravity main installed
at state minimum grade indicates that available capacity is expected to exist in the 8-inch main to service the
adjacent properties. Specifically 58,368 gpd of MDF should be available beyond the projected flow from the Harry
West Lift Station. A roof top survey from aerial imagery indicates that three residences along with Mount Olive
Pentecostal Holiness Church are served by this 8-inch main. Considering design flows, this available flow is
expected to be sufficient to serve these adjacent properties.
Conclusion:
The Harry West Lane Lift Station will need to be upgraded from its current permitted capacity of 280 gpm to at least
383 gpm to adequately convey existing flow from the Harry West Lane Lift Station sub -basin and the projected IEA
Lift Station flows to the Town of Pembroke W WTP. If the projected Lodge at Pembroke flow is removed, an
increase to 312 gpm would be necessary.
Considering the existing equipment at the site and the associated performance curves provided by the pump
manufacturer, it appears that new, larger pump motors and associated controls would be necessary to achieve both
383 gpm. To achieve a pumping rate of 312 gpm, salvaging the existing motors and controls and changing out the
pump impellers and volutes would be necessary.

Harry West Lane Lift Station
2018.2019, Flow Summary
OOOD00.00
500000.00
400000.00 1._.__ ......._. ____--_ ____.. _. __..._. —__
' `IE M 31E NE 31E 31E 31E 31E alF 31E IE 3K
300000.00 L.__ _....
200000.00
100000.00
0.00 .I.. _..._ ,.—'r,
_ N N N
Pub -PI op` �.
e o�tia ,9ctia ��tiq Katie �i+9�aav° ,Jc.,e `J`tie
West Lane with Yro.jected 1EA FI
Harry West Lane Lift Station
2018-2019, Flow Summary
—4 Minimum Daily Flow, GPD
—*—Average Daily Flow, GPD
— Maximum Dally Flow, GPD
— Calculated Avg Daily
Capacity, GPD
--i—Calculated Max Daily
Capacity, GPD
—� Minimum Dally Flow, GPD
—e—Average Daily Flow, GPD
—A•—Maximum Dally Flow, GPD
--Calculated Avg Daily Capacity,
GPD
;--Calculated Max Daily Capacity,
GPD
—0 Average Daily Flow w/ICA,.
GPD
—Maximum Dally Flow w/ IFA,
GPD
3

6. Based on Town records of pump run times and the measured operating condition of 250 gpm, Average
Daily Flow (ADF) for August 2018 through July 2019 at the lift station was calculated to be 65,976 gpd
and Maximum Daily Flow (MDF) for the same period was calculated to be 226,632 gpd.
7. Considering that the sewershed tributary to the Lift Station is seasonally influenced by UNCP students as a
results of the presence of a significant amount of student housing, both ADF and MDF were calculated
considering the months of August through November and January through April of the year evaluated.
This analysis, at operating condition of 250 gpm, resulted in an ADF of 70,065 gpd and a MDF of 226,632
gpd.
8. Considering targeted force main velocity of between 2 and 8 feet per second (Sanks, Pumping Station
Design 2nd edition), a pumping capacity between 176 gpm and 705 gpm is considered acceptable with the
existing 6-inch force main.
Gravity Sewer Mains:
9. It is anticipated that the new IEA force main will discharge into existing 8-inch gravity sewer main
upstream of the Harry West Lane Lift Station.
10. At State Minimum Grade of 0.40% 8-inch gravity sewer main has the following available ca aci ;
Nominal Diameter
inches
Grade (%)
Average Capacity
GPM / GPD
Peak Capacity, Full
GPM / GPD)
8
0.40
186 / 268,300
373 / 537,000
15
0.15
484 / 697,000
1 1,100 / 1,584,400
(Recommendations made here are based on the assumption that all gravity mains are installed at a
minimum slope equal or greater to the state minimum grade. Verification of pipe slopes will be necessary
if certification to NC DEQ is required.)
11. Based on Town records of pump run times, Average Daily Flow (ADF) to the Hany West Lane Lift Station
was 70,065 gpd.
12. Based on Town records of pump run times, Maximum Daily Flow (ADF) to the Harry West Lane Lift
Station was between 226,632 gpd.
13. The existing 6-inch force main from the Harry West Lift Station currently discharges into an existing fl-
inch gravity main along Normal Street. From Normal Street the 8-inch main discharges to an existing 15-
inch gravity main along Deep Branch Road that flows to the Town W WTP.
2

TV
THE
WOOTEN
COMPANY
1830 Marion Street, Suite A
Columbia, SC 29201-2528
803.978.2488
October 4, 2019
Mr. Tyler Thomas
Town of Pembroke
PO Box 866
Pembroke, NC 28372
Re: Wastewater Capacity Analysis, Harry West Lane Lift Station Regarding Reconfiguration
of the Force Main from the IEA Lift Station
TWC No. 2817-R
Dear Tyler,
As requested by the Town, The Wooten Company has evaluated the latest wastewater capacity
request associated with reconfiguration of the force main from the IEA Lift Station. Below is
summary of the evaluation;
Data/Resources Considered:
1. Chad Easter, P.E., The Wooten Company Letter Report dated 5/9/2019, analysis of
University Courtyard and IEA Lift Stations regarding service for The Lodge at
Pembroke.
2. NCDENR DWQ letter date June 28, 2007, regarding Permit No. WO0031816 for Pump
Station & Force Main Upgrade — Harry West lane
3. Drawdown Testing Report, completed by The Town of Pembroke Public Works and The
Wooten Company, dated 10/3/19.
4. Harry West Lane Lift Station run time spreadsheets for the year from August 2018 to
July 2019.
5. NC Administrative Code, Subchapter 02T— Waste Not Discharged to Surface Waters
6. Minimum Design Criteria for the Fast -Track Permitting for Pump Stations and Force Mains,
6/l/00, NC DENR
7. Gravity Sewer Minimum Design Criteria, 2/19/96, NC DENR
8. Pumping Station Design, 2nd Edition, Robert L. Sanks
Current Situation:
1. The IEA Lift Station is being upgraded to handle an average daily flow of 100,800 gpd
and maximum daily flow of 252,000 gpd. Anticipated design pumping rate will be 175
gpm. In conjunction with these capacity upgrades, the force main from the Lift Station
will be redirected to the Town's W WTP via the Harry West Lift Station as opposed to
current route along 3rd Street.
2. Removing the anticipated allocation for The Lodge at Pembroke development will result
in the IEA Lift Station being required to handle an average daily flow of 68,840 gpd and
maximum daily flow of 172,100 gpd
Harry West Lane LS:
3. June 28, 2007 permit identifies the design operating condition of the Harry West Lane
Lift Station as 280 GPM @ 53 FT TDH.
4. During a drawdown test performed at the lift station, on 10/3/19, measurements indicated
that the pumping station was operating at approximately 250 gpm.
5. Capacity at the facility is analyzed using the measured operating point.

PROJECTION OF WATER & SANITARY SEWER DEMAND FOR THE LODGE AT PEMBROKE
TOWN OF PEMBROKE,-NC
WATER DEMAND
- AVERAGE DAY DEMAND -
TYPE OF USE
AVG DEMAND
SUBTOTAL
USE
A
DESIGN AVERAGE DAILY FLOW SCHEDULE
GPD
GPD
MULTI -FAMILY
410
76 GPD/BEDS`
76
31,160
AMENITY/OFFICE
2
400 GPD /RESTROOM
400
800
TOTAL=
31,960
22.2
MAXIMUM DAY DEMAND
AVG DEMAND
PEAK FACTOR
MAX. DEMAN
GPM
GPM
22.2
1.5
1 33.3
- PEAK HOUR DEMAND
MAX. DEMAND
PEAK FACTOR
PEAK DEMAND
GPM
GPM
33.3
2.6
1 83.2
SANITARY SEWER DEMAND
- AVERAGE DAY FLOW
WATER AVG FLOW
AMOUNTRETAINED
AVG. FLOW
GPM
I %
GPM
22.2
1 100%
22.2
PEAK HOUR FLOW
AVG FLOW
PEAK FACTOR
PEAK FLOW
GPM
i
i GPM
22.2
1 4
1 88.8
GPD
GPM
GPM
GPM
GPM
GPM
* HISTORICAL WATER USAGE DATA HAS BEEN PROVIDED BY THE DEVELOPER REPRESENTING AN ANNUAL AVERAGE OF DEVELOPMENTS OF SIMILAR
SCOPE, SIZE AND TYPE. THIS DATA WAS PROVIDED FOR TWO DEVELOPMENTS:
THE COMMONS - ANNUAL AVERAGE OF 2017 WATER USAGE OF 25,572 GPD / 336 BEDS = 76 GPD
THE VIEW -ANNUAL AVERAGE OF 2017 WATER USAGE OF 16,527 GPD / 336 BEDS =49 GPD
THE HIGHER AVERAGE USAGE RATE, 76 GPD, WAS USED IN THE PROJECTED USAGE CALCULATIONS.

March 13, 2019
Mr. Tyler Thomas
Town of Pembroke
100 S. Union Chapel Road
Pembroke, NC 28372
RE: The Lodge at Pembroke — Multi -Family Housing
Mr. Thomas:
Please evaluate the water availability and sanitary sewer capacity for the proposed 11.86-acre
development project located off University Road in Pembroke, Roberson County. The proposed project
includes the development of 126 units (410 beds) of multi -family housing, amenity areas, parking and
other related site infrastructure improvements. The existing site is vacant/undeveloped but previously
housed a few single-family residential uses. Water is proposed to connect to the existing 8-in watermain
along University Road. Sanitary Sewer is proposed to connect to the existing 8-in sewer main along
University Road. A master meter will be provided, and units will be individually privately metered.
The following calculations provide a summary of water and sanitary sewer demand for the proposed
development. Refer to the attached calculations for a detailed accounting of the determination of these
estimates:
Water = 31,960 GPD
Maximum Day Demand = 22.2 GPM
Peak Hour Demand = 33.3 GPM
Sewer = 31,960 GPD
Please feel free to call if you have any questions.
Sincerely,
Edward Lane, PE
SMITH PLANNING GROUP, LLC
Attachments: Projection of Water/Sewer Demand
SMITH PLANNING GROUP
LAND PLANNERS I CIVIL ENGINEERS I LANDSCAPE ARCHITECTS I LAND SURVEYORS
1022 TWELVE OAKS PLACE STE, 201, WATKINSVILLE, GA 30677 - 1 -
706.769.9515 1 SMITHPLANNINGGROUP. COM

January 23, 2019
Town of Pembroke
Attn: Tyler Thomas
PO Box 866
100 S. Union Chapel Road
Pembroke, NC 28372
RE: University Courtyard - Phase II: Water and Sanitary Sewer Allocation Requests
Mr. Thomas,
Locklear, Locklear, & Jacobs, PLLC (LL&J) is in the process of putting together site plans and
specifications to allow the construction of four (4) new residential student housing buildings at
the University Courtyard Apartments complex located 567 University Road in Pembroke, NC. The
complex is located inside the Town's ETJ and will be designed to meet all requirements per the
Town's UDO and review guidelines.
This proposed construction is a continuation of the existing complex. Our intent is to connect the
proposed unit services into the current infrastructure that was installed as part of Phase I. All the
proposed infrastructure improvements will be treated as service laterals and will remain the
property of the development.
Potable Water and Fire Suppression Allocation Request
The proposed flow allocation for potable water for the project is 15,840 gpd. This number is and
estimated flow based on previous student housing project data (Commons, The View, etc) of 75
gpd/bedroom and 10% increase for a factor of safety; 48 (4-bedroom units) @ 75 gpd = 14,400
gpd * 1.10 = 15,840 gpd.
Sanitary Sewer Allocation
The proposed sanitary sewer usage allocation we are requesting for this project is 23,040 gpd.
This number is an estimated flow based on NC Administrative Code, Title 15A, Subchapter 2T,
Section .1114 Wastewater Design Flow Rates; 48 (4-bedroom units) @ 480 gpd = 23,040 gpd
Once the final plans and application have been put together all information will be sent to the Town for
review and approval.
Should you have any questions or concerns about this document, please don't hesitate to contact me.
Respectfully Submitted,
Jonathan E. Locklear, P.E.
VP
Client: Metcon
Project #: 18-12891 Page 1 of 1

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It has been our pleasure to assist the Town of Pembroke in this analysis. If there are any questions, comments or
concerns, please do not hesitate to call.
Sincerely,
THE WOOTEN COMPANY
Chad D. Easter, PE
Project Manager
S /`'7

Summary
Considering the data presented above, adding 31,960 gpd to the current ADF and the allocated ADF for Phase II
University Courtyard will exceed the Average Daily Capacity of both Lift Stations. Based on the data used in thus
analysis, it appears that Pembroke's existing University Courtyard Lift Station and IEA Lift Station will both require
a capacity increase in order to provide the requested flow allocation from The Lodge at Pembroke.
It slioidd be noted that pctnrp performance is impacted by wear,pliida ecptiptrient experiences over time. Plump
drapclouvra telling performed on a regular basic canbe beneficial in traelcirrg reduction,v in performance as spell as
cw?firming the results of analyses such as the one presented here. Likewise contirmediracking and analysis of
Pump run data is also beneficial in cogfrruting available capacities and well asgaughng the performance ofthe
collection system. Proactively collecting and analvzing Dais data will allow Town siaf/'to anticipate issues and
reduce the potential firr unexpected failures.
Conclusion:
University Courtyard LS:
The University Courtyard Lift Station, considering pumping capacities measured in April 2018 drawdown testing,
and current runtime data provided for the 2017 and 20 t8 calendar years, lacks sufficient capacity to accept the
31,960 gpd ADF anticipated in conjunction with the development of the proposed Lodge at Pembroke. A pumping
rate increase to at least 145 gpm at the Lift Station is anticipated to be needed to handle the additional flow.
Considering the existing equipment at the site and the associated performance curves provided by the pump
manufacturer, it appears than upgrading existing equipment will provide the necessary capacity increase. Upgrading
motors, impellers, and priming system along with associated control components are projected by the equipment
representative.
An opinion of probable project cost for upgrading the pumping capacity is $75.000. This includes the cost of parts
described above along with labor required to complete installation. Increasing the pumping capacity above 145 gpm
may serve to provide additional buffer to the Town in the event that in the future, an increase in the peaking factor is
experienced. Providing additional capacity may also allow the Town to offer minor service additions with the
senverslned. Any increase in pumping capacity must be balanced with downstream capacity to avoid creating
capacity problems downstream of the University Courtyard Lift Station.
IEA LS:
The IEA Lift Station, considering pumping capacities measured in April 2019 drawdown testing, and current
runtime data provided for calendar ,year 2018, lacks sufficient capacity to accept the 31,960 gpd ADF anticipated in
conjunction with the development of tine proposed Lodge at Pembroke. A pumping rate increase to at least 175 gpm
at the Lift Station is anticipated to be needed to handle the additional flow.
It is our understanding that reconstruction of the iEA LS is currently in development. Sizing of the now lift station
should take into account this now if the Town grants the requested allocation.
An opinion of probable project cost for replacing the pumping station is $345,000. increasing the pumping capacity
above 175 gpm "illy serve to provide additional buffer to the Town in the event that in [lie fixture, an increase in the
peaking factor is experienced. Providing additional capacity may also allow the Town to offer minor service
additions within the sewershed. Any increase in pumping capacity must be balanced with downstream capacity to
avoid creating capacity problems downstream of the 1EA Lift Station.
This analysis has taken into account what is considered to be the current flow along with known allocations at the
University Courtyard and IEA Lift Stations. If any additional "Obligated, Not Yet Tributary Daily Flow" is
currently associated with one or both of these lift stations, it should be considered. If this is the case, we will gladly
include then, in this analysis.

Capa ity Evaluation:
Lift Station:
UnivemitvCourtvard
IFA
Flom (based on pump run time & drawdown)
Apr 2017-Mar 2018
CalendarYear2018
ADF, gpd
27,361
19,179
MDF, gpd
67,338
113,465
Peaking Factor MDF/ADF •
15
5.9
School In sesslon Flom (based on pump run
Apr 2017, Aug 2017• Nov 2017&Jan
Jan 2018-April 2018&Aug 2028-Nov
time)
2018- Mar 2018
2018
ADF, gpd
31,912
20,093
MDF, gpd
67,338
110,160
Peak!ng Factor MDF/ADF"
2,5
5.5
Design Flows (based on design pump Rows)
GPM
80
Unknown
ADF Capacity, gpd (PF calculated from 2016
flows used)
46,080
-
MDFCapacfty,gpd
115,200
Measured Flows (based on drawdown data)
PF -2.5
PF = 5.9
GPM
102.4
log
ADF Capacity, gpd
58,982
26,359
MDF Capacity, gpd
147,456
155,520
Available Capacity (subtracting 2017-2018 Flom from capacities based on Measured
Flows)
ADF,gpd 31,621
7,180
MDF, gpd 80,118
42,055
Available Capacity (subtracting School in session Flows from capacities based on
Measured Flows)
ADF, gpd 27,070
6,266
MDF, gpd 80,118
45,360
Flow Request, Phase 11 University Courtyard
ADF, gpd
23,040
23,040
MOF,gpd (PF=2.51
57,600
57,600
Flow Request, The Lodge at Pembroke
ADF, gpd
31,960
31,960
MDF, gpd(PF=2.5)
79,900
79900
Capacity Check
Apr 2017- Mar 2018
CalendarYear2018
ADF Capacity Available
NO
NO
MDF Capacity Available
NO
NO
Capacity Check w/School In session
ADF Capacity Available
NO
NO
MDF Capacity Available
NO
NO
Pump Flow Rate Needed to Provide Requested Capacity (Using School in Session
Numbers)
ADF, gpm (PF=2.5) 151
130
MDF, gpm PF=2.5) 142
172
Pump Flow Rate Needed to Provide Requested Capacity(Using Apr 2017-Mar 2038
Numbers)
ADF, gpm (PF=2.5) 143
129
MDF, gpm PF=2.5) 142
174
4 �R'te
s
yam,
Vic.
y
t>
"��?`
-PF< 2.5 calculated. PF of 2.5 used in accordance with regulatory requirements.
.l

University Courtyard Lift Station
4/2017 - 3/2018, Flow Summary
160000.00
140000.00
120000.00
100000.00
—a—Average Daily Flow (GPD)
- _.. - -
80000.00
^#—Maximum Daily Flow (GPD)
I
60000.00 ^ Calculated Average Daily
nz Capacity (GPD)
40000.00 - - - ----Calculated Peak Daily Capacity
(GPD)
20000.00-
I
0.00 i. _ .
14'
'kV 19aa 01 4e1 sl e 1;0 pOIA pew 1 D0 Oeo
2: Flow Summary 1EA
Indian Education Lift Station
2018 Flow Summary
180000.00
160000.00 1. _.
Ye•—+F--3E---;i--i4--Af iF Yc r�'e i`—>e�--9C
140000.00
120000.00 -! -
100000.00
80000.00
60000.00
40000.00
i
20000.00 ;
0.00
^i Average Daily Flow (GPD)
—a—Maximum Daily Flow (GPD)
=--Calculated Average Daily
Capacity (GPD)
---Calculated Peak Daily
Capacity (GPD)
3

7. Considering that the sewershed tributary to the Lift Station is influenced by the presence of UNCP students,
both ADF and MDF were calculated considering the months of August through November and January
through April of the year evaluated. This analysis resulted in an ADF of 31.512 gpd and a MDF of 67,338
gpd.
8. In January 2019, an allocation of 23,040 gpd ADF was approved for Phase 1I of the University Courtyard
Apartments. These mots are currently being developed and the flow is allocated but not yet tributary.
tEA LS:
9. The Town is currently in the process of developing plans for an upgrade to the lEA Lift Station which is
downstream and receives flow from the University Courtyard Lift Station. An evaluation of the existing
IEA Lift Station capacity was completed as part of this analysis.
10. A drawdown test performed at the lift station, on 4/11/19, confirmed that the pumping capacity of the Lift
Station is currently approximately 108 gpnt.
11. Based on Town records of pump run times, Average Daily Flow (ADF) for calendar year 2018 at the lift
station was calculated to be 19,179 gpd and Maximum Daily Flow (MDF) for the same period was
calculated to be 113,465 gpd.
12. Considering that the sewershcd tributary to the Lift Station is influenced by the presence of UNCP students,
both ADF and MDF were calculated considering the months of August though November turd January
though April of the year evaluated. This analysis resulted in an ADF of 20,093 gpd and a MDF of 110,160
gpd.
13. Approval of 23.040 gpd ADF allocation for Phase 11 of the University Courtyard Apartments, in January
2019, will also impact this lift station.

WASTE WATER ANALYSIS REPORT (MAY 2019)
TV
THE
WOOTEN
COMPANY
1830 Marion Street, Suite; A
C41L111018, SC 2V01-2528
803.978.2485
May 9, 2019
Mr. Tyler Thomas
Town of Pembroke
PO Box 866
Pembroke, NC 28372
Re; Wastewater Capacity Analysis, University Courtyard and IEA Lifts Stations Regarding
Service for The Lodge at Pembroke
TWC No. 2817-R
Dear Tyler,
As requested by the Town, The Wooten Company has evaluated the latest wastewater capacity
request associated with the construction of The Lodge at Pembroke which will be a student
housing development containing approximately 410 beds, located along University Road. Below
is suintmary of the evaluation;
Data/Resources Considered:
1. Edward Lane, P.E., Smith Planning Group Letter dated 3/13/2019 with attaclunents,
which outlines projected water and sewer demand for the Lodge at Pembroke.
2. Chad Easter, P.E., The Wooten Company Letter Report dated 5/9/2018, analysis of
previous capacity request associated with The Lodge at Pembroke.
3. Drawdown Testing Report, completed by The Town of Pembroke Public Works and The
Wooten Company, dated 4/3/18
4. IEA lift station run time spreadsheets, calendar year 2018 and 2019 to date
5. IEA lift station drawdown report dated 4/11/19
6. Chad Easter, P.E., The Woolen Company email dated 1/31/2019, Re: Courtyard Phase II
— Flow Allocation Request
7. NC Administrative Code, Subchapter 02T — Waste Not Discharged to Surface Waters
Current Situation:
1. Wastewater service in die vicinity of the proposed Lodge at Pembroke site is provided via
the Town's University Courtyard Lift Station.
2. The requested wastewater flow allocation, from the proposed development is 31,960 gpd,
average.
3. Considering both the peaking factor experienced at the Lift Station and minimum peaking
factor required per regulatory guidelines, the maximum daily flow associated with this
requested allocation is 79,900 gpd.
University Courtyard LS:
4. Previous research determined that design pumping capacity of the University Courtyard
lift station was 80 gpm.
5. A drawdown test performed at the lift station, on 4/3/18,, confirmed that the pumping
capacity of the Lift Station is currently approximately 100 gpm. The lift station is
determined to be performing above its design pumping capacity.
6. Based on Town records of pump run times, Average Daily Flow (ADF) for April 2017
through March 2018 at the lift station was calculated to be 27,361 gpd and Maximum
Daily Flow (MDF) for the same period was calculated to be 67,338 gpd.

II. USGS TOPOGRAPHIC MAP
Mercator Projection 0.1 0.2 0.3 0.4 0.5 0.6km
WGS84
USNG Zone 17SPU --
01 0.2 0.3 ml
CalTGpo Scale 1:5803 1 inch = 484 Peet
■
MIN
T
9`

PROJECT DESCRIPTION
The proposed project consists of the replacement and relocation of an existing lift
station to serve the Town of Pembroke, NC. The existing lift station has reached
or is near its capacity limit. Based on the age of the current lift station and the
anticipated growth associated with the University of NC at Pembroke (UNCP)
and the surrounding area, the Town has decided to completely upgrade the lift
station.
The brunt of the capacity in this lift station serves property that is on or
surrounding UNCP. In order to meet the growing demand for student housing a
number of housing developments have been built or are in the process of being
built. There are two that will directly impact this lift station at the present. The first
is The University Courtyard Phase ll, which is anticipated to add approximately
23,040 gpd (Reference University Courtyard Allocation Letter) and came on line
in August of this year. The second, The Lodge at Pembroke, is anticipated to add
approximately 31,960 gpd (Reference University Courtyard Allocation Letter) and
is currently in design phase.
As part of this upgrade, the lift station will be relocated from in front of the IEA
facility, to the corner of the same lot. The proposed location of the new lift station
will be placed in the southwest corner of the lot, approximately 225-ft from the
existing location (reference Sheet C-100 of the plans). As part of this move a new
6-inch PVC force main will be installed from the lift station site, to a proposed dog
house manhole on the south side of Hwy 711 (3ro Street). This will tie into an
existing 8-inch gravity sewer line that will re-route the sanitary sewer flow from
the Hwy 711 corridor (downtown Pembroke) to Howard Street and eventually to
the Harry West LN Pump Station #14. This will help reduce some of the burden
on the downtown area sewer infrastructure.
Based on an evaluation performed by Chad Easter in May 2019 of the upstream
lift station (Courtyard Lift Station) and this lift station, the new lift station should
be designed for a minimum of 175 gpm. This flow would not only account for the
existing flow to the lift station, but would also account for estimated flow from two
student housing developments. Reference the attached report and map for these
developments.

TABLE OF CONTENTS
PROJECT DESCRIPTION
II. USGS TOPOGRAPHIC MAP
III. WASTEWATER ANALYSIS REPORT (MAY 2019)
IV. FLOW ALLOCATION IMAGE
V. FLOW ALLOCATION REQUEST
a. UNIVERSITY COURTYARD PHASE II
b. THE LODGE AT PEMBROKE
VI. PLANS (11X17)

SUBMITTAL PACKAGE
For
IEA LIFT STATION
REPLACEMENT = 2019
Located Near
SR 1561 (University Rd) and NC Hwy 711 (3rd
Street)
Pembroke, NC 28372
m
Robeson County
September 2019
SPAT.
9/13/1q Pvft
s1-zlt14
LL&J Proj. Number: 17-06802

Central Files: APS _ SWP _
10/29/2019
Permit Number WQ0041184
Permit Tracking Slip
Program Category
Status Project Type
Non -discharge
Active New Project
Permit Type
Version Permit Classification
Gravity Sewer Extension, Pump Stations, & Pressure Sewer Extensions
1.00 Individual
Primary Reviewer
Permit Contact Affiliation
trent.allen
Coastal SW Rule
Permitted Flow
55,000
Facility
Facility Name MajorfMinor Region
IEA Lift Station Replacement Minor Fayetteville
Location Address County
Robeson
Facility Contact Affiliation
Owner
Owner Name Owner Type
Town of Pembroke Government - Municipal
Owner Affiliation
Tyler W. Thomas
Manager Town
100 Union Chapel Rd
DatestEvents Pembroke NC 28372
Scheduled
Ong Issue App Received Draft Initiated Issuance Public Notice Issue Effective Expiration
10/29/2019 9/17/2019 10/29/2019 10/29/2019
Regulated Activities Requested /Received Events
Wastewater collection Additional information requested 1011/19
Additional information received 10115/19
Outfall
Waterbody Name
Streamindex Number Current Class Subbasin

114 W. 3rd Street
Pembroke, NC 28372
[phone] Ph
[phone] Fax
TO NCDEQ Water Quality Section
225 Green Street - Suite 714
Fayetteville, NC 28301
Attn: Trent Allan
LETTER OF TRANSMITTAL
DATE: 9/13/2019
1 JOB NUMBER: 17-06802
ATTENTION: NCDEQ - Weer Quality Section
RE: IEA Lift Station
Permit
r (�-yy--- -��—{R
SEP 17 2019
WQR0S
WE ARE SENDING YOU❑ Attached El Under Separate cover vial..(��(EUEV{(~�,ERF—GliONALO'F�r'� the following items:
❑ Shop drawings ❑ Prints M Plans Applications ❑ Specifications
❑ Copy of letter ❑ Disk 0 Check
COPIES
DESCRIPTION
1
Check $480
2
FTA Permit Application (FTA 04-16)
2
Report Narrative, USGS topo, etc.)
2
Plans 11 x 17
THESE ARE TRANSMITTED as checked below:
Q For approval
❑ For your use
❑ As requested
❑ For review and comment
REMARKS
❑ Approved and submitted
❑ Approved as noted
❑ Returned for corrections
❑ Resubmit
❑ Submit
❑ Return
copies for approval
copies for distribution
corrected prints

State of North Carolina
Department of Environmental Quality
D Division of Water Resources
`Divlslon of Water kesources ISA NCAC 02T.0300—FAST TRACK SEWER SYSTEM EXTENSION APPLICATION
FTA 04-16 & SUPPORTING DOCUMENTATION
Application Number: (to be =Witted by DwR)
All items must be completed or the application will be returned
1. APPLICANT INFORMATION:
1. Applicant's name: Town of Pembroke (company, municipality, HOA, utility, etc.)
2. Applicant type: ❑ Individual ❑ Corporation ❑ General Partnership
❑ Federal ❑ State/County ® Municipal
3. Signature authority's name: Tyler Thomas per 15A NCAC 02T .0106(b)
Title: Town Administrator
4. Applicant's mailing address: PO Box 866
City: Pembroke State: NC Zip: 28372
5. Applicant's contact information:
Phone number: [phone] Email Address: Tvl�3'embrokenoxom
IL PROJECT INFORMATION:
❑ Privately -Owned Public Utility
❑Other RLUt 1VLU
QEO/DWR
5EP 17 2019
'R^:.10CL
v YQROS
Y - {FaUiC!LEy,,FrgOWL(t1FIFICE0
1. Project name: IEA Lift Station Replacement
2, Application/Project status: ® Proposed (New Permit) ❑ Existing Permit/Project
If a modification, provide the existing permit number: W Q0o_ and issued date: _
If new construction but part of a master plan, provide the existing permit number: WQOO_
FORM: FTA 04-16 Page 1 of 5