WQ0044071_Application (FTSE)_20230111

Received 1-11-2023 State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
FAST TRACK SEWER SYSTEM EXTENSION APPLICATION
Division of Water ResoUTCes FTA 06-21 & SUPPORTING DOCUMENTATION
Application Number: WQ0044071 (to be completed by DWR)
All items must be comuleted, or the awlication will be returned
I. APPLICANT INFORMATION:
1. Applicant's name: Rockingham County (company, municipality, HOA, utility, etc.)
2. Applicant type: ❑ Individual ❑ Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ® State/County ❑ Municipal ❑ Other
3. Signature authority's name: Ronald Tate per 15A NCAC 02T .0106(b)
Title: Director of Department of Engineering & Utilities
4. Applicant's mailing address: 371 NC Highway 65
City: Reidsville State: NC Zip: 27320
5. Applicant's contact information:
Phone number: [phone] Email Address: rtate&co.rockingham.nc.us
II. PROJECT INFORMATION:
1. Project name: Wastewater Capacity Improvements
2. Application/Project status: ® Proposed (New Permit) ❑ Existing Permit/Project
If a modification, provide the existing permit number: WQ00 and issued date: ,
For modifications, also attach a detailed narrative description as described in Item G of the checklist.
If new construction, but part of a master plan, provide the existing permit number: WQ00
3. County where project is located: Rockingham County, NC
4. Approximate Coordinates (Decimal Degrees): Latitude: 0Longitude: -
5. Parcel ID (if applicable): (or Parcel ID to closest downstream sewer)
III. CONSULTANT INFORMATION:
1. Professional Engineer: Bill Lester, Jr. P.E..
Firm: LKC En , ing eering PLLC
License Number: 17651
Mailing address: 140 Aqua Shed Court
City: Aberdeen State: NC Zip: 28315
Phone number: [phone] Email Address: billglkcen ing eering com
IV. WASTEWATER TREATMENT FACILITY (WWTF) INFORMATION:
1. Facility Name: Mayodan WWTP Permit Number: NCO021873
Owner Name: Town of Mayodan, NC
V. RECEIVING DOWNSTREAM SEWER INFORMATION:
1. Permit Number(s): WQ
2. Downstream (Receiving) Sewer Information: inch ❑ Gravity
3. System Wide Collection System Permit Number(s) (if applicable): WQCS00364
Owner Name(s): Rockingham County
❑ Force Main
FORM: FTA 06-21 Page 1 of 5

VI. GENERAL REQUIREMENTS
1. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been attached?
❑ Yes ❑ No ® N/A
2. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FORM: DEV) been attached?
❑ Yes ❑ No ® N/A
3. If the Applicant is a Home/Property Owners' Association, has an HOA/POA Operational Agreement (FORM: HOA) and
supplementary documentation as required by 15A NCAC 02T.0115(c) been attached?
❑ Yes ❑ No ® N/A
4. Origin of wastewater: (check all that apply):
❑ Residential (Individually Owned) ❑ Retail (stores, centers, malls) ❑ Car Wash
❑ Residential (Leased) ❑ Retail with food preparation/service ❑ Hotel and/or Motels
❑ School / preschool / day care ❑ Medical / dental / veterinary facilities ❑ Swimming Pool/Clubhouse
❑ Food and drink facilities ❑ Church ❑ Swimming Pool/Filter Backwash
❑ Businesses / offices / factories ❑ Nursing Home ❑ Other (Explain in Attachment)
5. Nature of wastewater : 0 % Domestic 0 % Commercial 0 % Industrial (See 15A NCAC 02T .0103(20))
If Industrial, is there a Pretreatment Program in effect? ❑ Yes ❑ No
6. Hasa flow reduction been approved under 15A NCAC 02T .0114(f )? []Yes ❑ No
➢ If Yes, provide a cony of flow reduction approval letter with this application
7. Summarize wastewater generated by project:
Establishment Type (see 02T.0114(f))
Daily Design Flow a,b
No. of Units
Flow
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Total
GPD
a See 15A NCAC 02T .0114(b), (d), (e)(1) and (e)(2) for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S. 42A-4).
b Per 15A NCAC 02T .0114(c), design flow rates for establishments not identified [in table 15A NCAC 02T.01141 shall be
determined using available flow data, water using fixtures, occupancy or operation patterns, and other measured data.
8. Wastewater generated by project: _ GPD (per 15A NCAC 02T .0114)
➢ Do not include future flows or previously permitted allocations
If permitted flow is zero, please indicate why:
® Pump Station/Force Main or Gravity Sewer where flow will be permitted in subsequent permits that connect to this line.
Please provide supplementary information indicating the approximate timeframe for permitting upstream sewers with flow.
❑ Flow has already been allocated in Permit Number: Issuance Date:
❑ Rehabilitation or replacement of existing sewers with no new flow expected
❑ Other (Explain):
FORM: FTA 06-21 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
15-inch 4121.f. PVC
➢ Section II & III 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(s)
➢ Oversizing lines to meet minimum slope requirements is not allowed and a violation of the MDC
VIII. PUMP STATION DESIGN CRITERIA (If Applicable) — 02T .0305 & MDC (Pump Stations/Force Mains):
PROVIDE A SEPARATE COPY OF THIS PAGE FOR EACH PUMP STATION INCLUDED IN THIS PROJECT
1. Pump station number or name: See attached narrative for pump station design criteria
2. Approximate Coordinates (Decimal Degrees): Latitude: Longitude: - °
3. Total number of pumps at the pump station:
3. Design flow of the pump station: millions gallons per day (firm capacity)
➢ This should reflect the total GPM for the pump station with the largest pump out of service.
4. Operational point(s) per pump(s): gallons per minute (GPM) at feet total dynamic head (TDH)
5. Summarize the force main to be permitted (for this Pump Station):
Size (inches)
Length (feet)
Material
20-inch
36,0941.f.
PVC / DIP
24-inch (O.D.)
1,3871.f.
HDPE
If any portion of the force main is less than 4-inches in diameter, please identify the method of solids reduction per
MDCPSFM Section 2.01C.l.b. ❑ Grinder Pump ❑ Mechanical Bar Screen ❑ Other (please specify)
6. Power reliability in accordance with 15A NCAC 02T .0305(h)(1):
® Standby power source or ❑ Standby pump
➢ Must have automatic activation and telemetry - 15A NCAC 02T.0305(h)(1)(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 and may not be portable
Or if the pump station has an average daily flow less than 15,000 gallons per day 15A NCACO2T.0305(h)(1)(C):
❑ Portable power source with manual activation, quick -connection receptacle and telemetry -
or
❑ Portable pumping unit with plugged emergency pump connection and telemetry:
➢ Include documentation that the portable source is owned or contracted by the applicant and is compatible with the 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
as part of this permit application in the case of a multiple station power outage.
FORM: FTA 06-21 Page 3 of 5

Ix. SETBACKS & SEPARATIONS — (02B .0200 & 15A NCAC 02T .0305(f)):
1. Does the project comply with all separations/alternatives found in 15A NCAC 02T .0305(D & g)? ® Yes ❑ No
15A NCAC 02T.0305 contains minimum separations that shall be provided for sewers stems:
Setback Parameter*
Separation Required
Storm sewers and other utilities not listed below (vertical)
18 inches
2Water mains (vertical - water over sewer preferred, including in benched trenches)
18 inches
2Water mains (horizontal)
10 feet
Reclaimed water lines (vertical - reclaimed over sewer)
18 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 II impounded reservoirs used as a source of drinking water, and associated wetlands.
100 feet
**Waters classified WS (except WS-I or WS-V), B, SA, ORW, HQW, or SB from normal
high water (or tide elevation) and wetlands associated with these waters (see item IX.2)
50 feet
**Any other stream, lake, impoundment, or ground water lowering and surface drainage
ditches, as well as wetlands associated with these waters or classified as WL.
10 feet
Any building foundation (horizontal)
5 feet
Any basement (horizontal)
10 feet
Top slope of embankment or cuts of 2 feet or more vertical height
10 feet
Drainage systems and interceptor drains
5 feet
Any swimming pools
10 feet
Final earth grade (vertical)
36 inches
➢ If noncompliance with 02T.0305(fl or (g), see Section X.1 of this application
* 15A NCAC 02T.0305(a) contains alternatives where separations in 02T.0305(f) cannot be achieved. Please check "yes"
above if these alternatives are used and provide narrative information to explain.
**Stream classifications can be identified using the Division's NC Surface Water Classifications webpage
2. Does this project comply with the minimum separation requirements for water mains? ®Yes ❑ No ❑ N/A
➢ If no, please refer to 15A NCAC 18C.0906(f) for documentation requirements and submit a separate document,
signed/sealed by an NC licensed PE, verifying the criteria outlined in that Rule.
3. Does the project comply with separation requirements for wetlands? ® Yes ❑ No ❑ N/A
➢ Please provide supplementary information identifying the areas of non-conformance.
➢ See the Division's draft separation requirements for situations where separation cannot be met.
➢ No variance is required if the alternative design criteria specified is utilized in design and construction.
4. Is the project located in a river basin subject to any State buffer rules? ❑ Yes Basin name: ® No
If yes, does the project comply with setbacks found in the river basin rules per 15A NCAC 02B .0200? ❑ Yes [—]No
➢ This includes Trout Buffered Streams per 15A NCAC 213.0202
5. Does the project require coverage/authorization under a 404 Nationwide/individual permits ❑ Yes ® No
or 401 Water Quality Certifications?
➢ Please provide the permit number/permitting status in the cover letter if coverage/authorization is required.
6. 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 must be 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.).
7. Does this project include any sewer collection lines that are deemed "high -priority?" ® Yes [—]No
Per 15A NCAC 02T.0402, "high -priority sewer" means any aerial sewer, sewer contacting surface waters,
siphon, or sewers positioned parallel to streambanks that are subject to erosion that undermines or deteriorates the sewer.
Siphons and sewers suspended through interference/conflict boxes require a variance approval.
➢ 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 permittee's individual System -Wide Collection permit.
FORM: FTA 06-21 Page 4 of 5

X. CERTIFICATIONS:
I. Does the submitted system comply with 15A NCAC 02T, the Minimunn Design Criicrin for the Permitting of Pump Stations
and Force Mains (latest version), and the Gravity Scwcr MinimpLn I tcsi v rsinn as applicable?
® Yes ❑ No
If no, for projects requiring a single variance, complete and submit the Variance/Alternative Design Request application
(VADC 10-14) and supporting documents for review to the Central Office. Approval of the request will be issued
concurrent) with the a roval of the nermit, and oroiects reauhine a variance annroval may be subject to lop er
review times. For proiects reauirine two or more variances or where the variance is determined by the Division to be a
significant portion of the nroiect, the full technical review is required.
2. Professional Engineer's Certification:
I, Bill Lester Jr., P.E., attest that this application for Rockingham County Wastewater Capacity Improvements 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, Minimum
Design Criteria for Gravity Sewcrs (latest version}, and the Minimum Design Crileria for the Fast -Track Permilligg_gf F'uMX
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. Misrepresentation of the application
information, including failure to disclose any design non-compliance with the applicable Rules and design criteria, may subject
the North Carolina -licensed Professional Engineer to referral to the licensing board. (21 NCAC 56.0701)
North Carolina Professional Engineer's seal, signature, and date:
3. Applicant's Certification per 15A NCAC 02T .010G(b):
1, Ronald Tate, attest that this application for the Rockingham County Wastewater Capacity Improvements project attest that
this application 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 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.
++ r r
Signature: l Now, !� Date; � � � C 2�
FORM: FTA 06-21 Page 5 of 5

State of North Carolina
D.rW-R
W 4zwo�
Division of Water Resources
Department of Environmental Quality
Division of Water Resources
Flow Tracking for Sewer Extension Applications
(FTSE 10-18)
Entity Requesting Allocation: Rockingham County
Project Name for which flow is being requested: Wastewater Capacity Upgrade
More than one FTSE may be required for a single project if the owner of the WWTP is not responsible for all pump
stations along the route of the proposed wastewater flow.
I. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name:
b. WWTP Facility Permit #
Town of Mayodan WWTP
: NC0021873
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
4.5000
1.1577
0.9866
0.0000
2.1442
47.65%
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)
Design
Pump
Pump
Average
Approx.
Station
Station
Firm Daily Flow**
Current
(Name or
Permit
Capacity, * (Firm / pf),
Avg. Daily
Number)
No.
MGD MGD
Flow, MGD
N/A
(C)
(D)=(B+C) (E)=(A-D)
Obligated,
Not Yet
Total Current
Tributary
Flow Plus
Daily Flow,
Obligated Available
MGD
Flow Capacity***
* 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 peaking 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): Town of Mayodan
Downstream Permit Number: N/A
Page 1 of 6
FTSE 10-18

III. Certification Statement:
I Kathleen Patterson Town Manger 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 performed 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.
of Signing Official
Page 2 of 6
FTS E 1 a-18

D.rW-R
W 4zwo�
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: Rockingham County
Project Name for which flow is being requested: Wastewater Capacity Upgrade
More than one FTSE may be required for a single project if the owner of the WWTP is not responsible for all pump
stations along the route of the proposed wastewater flow.
I. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: Town of Mayo
b. WWTP Facility Permit #: NC0021873
1. =
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
4.5000
1.1577
0.9866
0.0000
2.1442
47.65%
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 Obligated,
Pump Pump Average Approx. Not Yet Total Current
Station Station Firm Daily Flow** Current Tributary Flow Plus
(Name or Permit Capacity, * (Firm / pf), Avg. Daily Daily Flow, Obligated
Available
Number) No. MGD MGD Flow, MGD MGD Flow
Capacity***
Red Birch 4.680 1.872 0.002 0.138 0.140
1.732
Gold Hill 4.752 1.901 0.007 0.138 0.145
1.756
Hogan's Creek 5.040 2.016 0.010 0.138 0.148
1.868
* 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 peaking 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): Town of Mayodan
Downstream Permit Number: WQCS00078
Page 1 of 6
FTSE 10-18

III. Certification Statement:
I Ronald Tate, Dir. of Engr. & PU 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 performed 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 I1 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
Director of Engineering & Public utilities
Title of Signing Official
Date
Page 2 of 6
FTSE 10-18

WASTEWATER CAPACITY IMPROVEMENTS
ROCKINGHAM COUNTY, NC
NCDEQ SEWER EXTENSION PERMIT NARRATIVE
This proposed project includes the replacement and upgrade of three wastewater pump stations and
forcemain in the Rockingham County US220 Sewer System (Permit No. WQCS00364). Rockingham
County is currently seeing a large amount of growth within the US220 corridor, and as such, this
proposed project is intended to upgrade capacity of this collection system to handle the additional
wastewater flows associated with this growth. The existing collection system runs along US220 to the
southwestern part of the County. Flow is pumped through series -linked pump stations north, to the
Town of Madison's collection system where it is eventually pumped to the Town of Mayodan
Wastewater Treatment Plant for treatment. This proposed project will reroute the Hogan's Creek
forcemain to bypass the Madison collection system, and pump directly into the headworks at the
Mayodan Wastewater Treatment Plant.
Rockingham County recently received an approved flow reduction that applies to all permitted but not
yet tributary residential connections, and all future residential connections of 75 gallons per day per
bedroom (minimum flow of 150 gallons per day per dwelling). The County currently has approximately
10,000 GPD of flow through the US220 collection system and 138,200 gpd of approved flow that is not
yet discharging to the system. The following table shows the projected developments for the US220
corridor. These are divided into three types: developments that have been permitted; developments
that are currently in conceptual stage but not yet permitted; and the projected future projects that are
expected in the next several years. The flow allocation for the permitted residential projects have been
revised to reflect the flow reduction that the County has been approved for. Please note that the County
is not currently requesting any flow allocation for these developments. The developers for these lots will
be expected to permit each development individually and submit a flow request to Rockingham County
and the Town of Mayodan.

Table 1: Existing and Projected Flows for Rockingham County US220 Wastewater Collection System
Project
Status
No. Of Units
Daily Design Flow
Average Daily
Flow (GPD)
Current Flow:
10,000
South Rockingham Corporate Park
Permit Approved
18,000
Levington
Permit Approved
80 3-BR, 79 4-BR
75 gal/BR
41,700
Colleybrooke
Permit Approved
179 4-BR
75 gal/BR
53,700
Neal Farm
Permit Approved
69 4-BR
75 gal/BR
20,700
210k Spec Building
Permit Submitted
41 loading bays
100 gal/loading bay
4,100
Bennett Farms East
Conceptual Stage
1,000 4-BR
75 gal/BR
300,000
Bennett Farms West
Conceptual Stage
700 4-BR
75 gal/BR
210,000
Newnam Road North
Conceptual Stage
180 4-BR
75 gal/BR
54,000
Simpson Road
Conceptual Stage
204 4-BR
75 gal/BR
61,200
Misc. Property - Huntsville Area
Potential Future Project
750 4-BR
75 gal/BR
225,000
Friddle Road Property
Potential Future Project
200 4-BR
75 gal/BR
60,000
Reserved for Economic
Development
Potential Future Project
-
-
150,000
Reserved for Commercial
Development
Potential Future Project
-
-
120,000
TOTAL ANTICIPATED FLOW:
1,328,400
The proposed project will include the upgrade / replacement of three of the County's wastewater pump
stations and forcemains that convey wastewater through the US220 collection system. The following
gives a detailed description of each pump station to be upgraded.
Red Birch Pump Station: The Red Birch Pump Station is located at 2025 US220 in the southwestern part
of Rockingham County (36.303056°,-79.940278°). This pump station has a current capacity of 300 gpm;
wastewater is pumped through an existing 6-inch forcemain that discharges to a gravity sewer outfall
that flows to the Gold Hill Pump Station. This proposed project will include a complete replacement of
the existing Red Birch Pump Station on a site adjacent to the existing station. This will include the
construction of a new triplex pump station with a new 20'x12' rectangular wet well, a new emergency
standby generator, flow meter, bypass pump connection, new 15-inch gravity sewer to direct flow to the
new wet well, and electrical and SCADA upgrades. This will also include the construction of
approximately 6,824 I.f. of 20-inch forcemain, beside the existing forcemain, that will bypass the existing
gravity sewer outfall and discharge at a new manhole at the Gold Hill Pump Station. The proposed
pumps will have a design condition of 3,250 gpm at 115.0' TDH.
Variable Frequency Drives (VFDs) will be installed at this pump station to allow the County to control the
speed and pumping rate of the pumps to meet demand. It is expected that these pumps will initially be
operated at between 2,000 and 2,500 gpm to account for the flow estimated for the new developments
listed in Table 1 above. The pumps have been sized for a larger capacity than what is initially expected. It
is expected that development will continue to occur in this US220 corridor beyond what is currently

being planned for. The installation of larger pumps and VFDs now will allow the Town the additional
capacity and ability to speed these pumps up as development continues to allow them to serve any
additional developments in this corridor. The County and the Town of Mayodan currently have a draft
copy of a contract to allow for all of the County's wastewater to be pumped directly to the Mayodan
Wastewater Treatment Plant. All new developments will need to be approved by Mayodan during the
permit stage before additional capacity will be allocated. The County will operate these pumps at a
speed / flow rate necessary to keep up with demand as these new developments are permitted and
brought online.
Gold Hill Pump Station: The Gold Hill Pump Station is located at 124 Old 220 Loop in the southwestern
part of Rockingham County (36.321389°,-79.944444°). This pump station has a current capacity of 500
gpm; wastewater is pumped through an existing 8-inch forcemain that discharges to a gravity sewer
outfall that flows to the Hogan's Creek Pump Station. This proposed project will include a complete
replacement of the existing Gold Hill Pump Station on a site adjacent to the existing station. This will
include the construction of a new triplex pump station with a new 20'x12' rectangular wet well, a new
emergency standby generator, flow meter, bypass pump connection, new 15-inch gravity sewer to
direct flow to the new wet well, and electrical and SCADA upgrades. This will also include the
construction of approximately 15,289 Lf. of 20-inch forcemain, beside the existing forcemain, that will
bypass the existing gravity sewer outfall and discharge at a new manhole at the Hogan's Creek Pump
Station. The proposed pumps will have a design condition of 3,300 gpm at 96.0' TDH. As with the Red
Birch Pump Station, VFDs will be installed at this pump station to allow the County to control the flow
rate leaving this pump station.
Hogan's Creek Pump Station: The Hogan's Creek Pump Station is located at 4246 US220 in the western
part of Rockingham County (36.3625°,-79.945278°). This pump station has a current capacity of 800
gpm; wastewater is pumped through an existing 8-inch forcemain that discharges to the Town of
Madison collection system, where it is ultimately pumped to the Town of Mayodan for treatment. This
proposed project will include a complete replacement of the existing Hogan's Creek Pump Station on a
site adjacent to the existing station. This will include the construction of a new triplex pump station with
a new 20'x12' rectangular wet well, a new emergency standby generator, flow meter, bypass pump
connection, new 15-inch gravity sewer to direct flow to the new wet well, and electrical and SCADA
upgrades. This will also include the construction of approximately 15,368 Lf. of 20-inch forcemain; this
new forcemain will bypass the Town of Madison collection system and discharge directly into the
headworks at the Town of Mayodan Wastewater Treatment Plant. The proposed pumps will have a
design condition of 3,500 gpm at 172.0' TDH. As with the Red Birch and Gold Hill Pump Stations, VFDs
will be installed at this pump station to allow the County to control the flow rate leaving this pump
station.
The existing pump stations will be left in service during construction of the proposed project. The
existing pump stations will remain in service until permitted flow reaches their existing capacity, at
which point the new pump stations will be brought online. At this point, the existing pump stations will
be taken offline and demolished.
Summary: The County currently discharges all of their wastewater on the US220 collection system to
the Town of Madison. This proposed project will completely bypass the Town of Madison and will
discharge directly into the Town of Mayodan Wastewater Treatment Plant. Rockingham County and the

Town of Mayodan have been in discussions for several months now to develop a contract for flow
allocation. A draft contract has been developed and the County and Town are currently working with
their attorneys to finalize the details of the contract. This final draft is expected to be completed in early
2023, at which the Town and County will take it before their boards for final approval and signatures.
Attachments: Flow Reduction Approval Letter from NCDEQ dated June 22, 2022
Pump Station Design Calculations
High Priority Line Summary
Project Layout Map
USGS Map

FLOW REDUCTION APPROVAL LETTER FROM
NC DEQ DATED JUNE 221f 2022

DocuSign Envelope ID: 713DEAF1-93D5-48B9-8CC0-6F1638FF102D
ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
RICHARD E. ROGERS, JR.
Director
NORTH CAROLINA
Environmental Quality
June 22, 2022
Mr. Ronnie Tate, Director
Department of Engineering and Public Utilities
Rockingham County
371 NC Hwy 65
Reidsville, NC 27320
Subject: Residential Flow Reduction Approval
Rockingham County Collection System (WQCS00364)
Rockingham County
Dear Mr. Tate:
On April 13, 2022, the Division of Water Resources (Division) received a request for an adjusted
daily sewage flow rate (flow reduction) that would apply to all permitted but not yet tributary
residential connections and all future residential connections within the Rockingham County
service area. Additional information was requested by the Division and was received on April
13, 2022 and June 1, 2022.
In accordance with 15A NCAC 02T .0114(f)(2), the Division has evaluated the request, and
based on the data submitted, the Division hereby approves for use by Rockingham County an
adjusted daily sewage design flow rate with the following conditions:
• The flow reduction is applicable to residential single-family dwellings only.
• The minimum flow for 1- and 2- bedroom dwellings shall be 150 gallons per day.
• Each additional bedroom above two bedrooms shall increase the volume by 75 gallons
per day per bedroom.
• This flow reduction shall not apply to sewer extension applications and/or permits for any
other public or private organizations whose wastewater flows are or might become
tributary to the Rockingham County collection system (WQCS00364).
Future sewer extension applications should be made using the flow reduction amount stated
above. All other aspects of the permitting process remain unchanged, and all applications must
be in compliance with the statutes, rules, regulations and minimum design criteria as certified by
the owner and engineer.
North Carolina Department of Environmental Quality I Division of Water Resources
512 North Salisbury Street 1 1611 Mail Service Center I Raleigh, North Carolina 27699-1611
NORTH CARCLINA
919.707.9000

DocuSign Envelope ID: 713DEAF1-93D5-48B9-8CC0-6F1638FF102D
Regardless of the adjusted design daily wastewater flow rate, at no time shall the wastewater
flows exceed the effluent limits defined in the permit for the treatment facility or exceed the
capacity of the sewers downstream of any new sewer extension or service connection(s).
In accordance with 15A NCAC 02T .0114(f), the Division periodically requires reassessment of
wastewater flow data associated with the collection system or the receiving wastewater treatment
plant as applicable to confirm the suitability of the approved flow reduction value. Rockingham
County shall submit documented, representative data in accordance with 15A NCAC 02T
.0114(f)(1)(A-H) prior to the expiration date of collection systempermit no. WOCS000364 on
October 31, 2032. Failure to submit the required data by this date will result in this flow
reduction approval letter becoming null and void. Upon review of the data, the Division shall
either regpprove, modify or not grant reapproval for the previously approved flow reduction
value.
The granting of this flow reduction does not prohibit the Division from reopening, revoking,
reissuing and/or modifying the flow reduction as allowed by the laws, rules, and regulations
contained in 15A NCAC 02T, NCGS 143-215.1, or as needed to address changes in State and/or
Federal regulations with respect to wastewater collection systems, protection of surface waters,
and/or wastewater treatment.
If you have any questions, please contact Charlie Miller, P.E. at [phone] or by email at
Charlie.Miller(a ncdenr.gov.
Sincerely,
DocuSigned by:
�bIN�,AS �bW�.t,ln.
57287ES6E81A40D...
for Richard E. Rogers, Jr.
Director, Division of Water Resources
by Douglas Dowden
Industrial Permitting Unit, Division of Water Resources, DEQ
CC: Bill Lester, Jr., P.E., LKC Engineering, PLLC (bill(a�jkcen ing eering com)
Kathleen Patterson, Town of Mayodan (kpatterson&mayodannc.org)
Winston-Salem Regional Office, Water Quality Regional Operations
Municipal Permitting Unit (electronic copy)
REQ5 North Carolina Department ofEnvironmental Quality I Division ofWater Resources
512 North Salisbury Street 1 1611 Mail Service Center I Raleigh, North Carolina 27699-1611
NORTH CAROLINA 919.707.9000
onparhnem of EmironmanW 9uallly

PUMP STATION DESIGN CALCULATIONS

HOGAN'S CREEK PUMP STATION DESIGN
CALCULATIONS

HOGAN'S CREEK DUPLEX SUBMERSIBLE
PUMP STATION DESIGN
ROCKINGHAM COUNTY
Project: Rockingham County Sewer Capacity Upgrade - Hogan's Creek PS Date: December-22
Pump Station Design:
A. Wastewater Flows
1. Average Daily Wastewater Flows to PS
Total Pump Station Design Flow
= 2,016,000 GPD
Peaking Factor for PS Flows = 2.50
Peak Domestic Flow = 2,016,000 gpd x 2.50 (Peak)
5,040,000 gpd / 1440 min./day
= 5,040,000 GPD
= 3,500 GPM
A
`�AR'��-I Z.
Design Flow = Q Peak = 3,500 gpm
'Q '
2. Target Pumping Rate
Use 3,500 gpm for End Service Target Pumping Rate
SEAL
-
00975
B. Pump Station / Force Main Design Criterion
1. Piping
i
i
a. Station Piping
�.
12 "DIP
H-W Friction Coefficients: C= 120
(Begin Service)
C= 110
(End of Service)
16 "DIP
H-W Friction Coefficients: C= 120
(Begin Service)
C= 110
(End of Service)
b. Force Main Piping
20 " PVC
H-W Friction Coefficients: C= 140
(Begin Service)
C= 130
(End of Service)
20 " DIP
H-W Friction Coefficients: C= 120
(Begin Service)
C= 110
(End of Service)
c. Total Force Main Length
20 "D.I. 1,825 If
20 " PVC 13,575 If
15,400 If
d. Force Main Detention Volume 251,311 Gallons
e. Velocity and Headloss @ Actual Pumping Rate
3,500 gpm
20" PVC Force Main
Velocity in Force Main at Target Pumping Rate
3.58 fps (End Service)
Headloss in FM per 1,000 ft. (C=140)
1.88 ft. (Begin Service
PVC)
Headloss in FM per 1,000 ft. (C=120)
2.50 ft. (End Service PVC)

2. Static Head:
Force Main Discharge Elev. 740.00 ft.
Pump Off Elev. 641.25 ft.
Total Static Lift 98.75 ft.
3. Schedule of Piping:
b. Pump Station Piping (Discharge, all DIP)
12" Pump Station Discharge Piping (DIP)
Fitting / Valve Description
#
Equivalent Length per
Fitting / Valve
Total Equivalent
Length
(ft.)
90 Degree Bends
2
30.00
60.00
Reducer
2
12.00
24.00
Straight Pipe
-
-
30.00
Total Equivalent Length
114.00
16" Pump Station Discharge Piping (DIP)
Fitting / Valve Description
#
Equivalent Length per
Fitting / Valve
Total Equivalent
Length
(ft.)
Check Valve
1
1
1
1
2
-
125.00
10.00
75.00
38.00
16.00
-
125.00
10.00
75.00
38.00
32.00
10.00
Gate Valve
Branch Flow of Tee
90 Degree Bends
Reducer
Straight Pipe
Total Equivalent Length
290.00
b. Force Main Piping:
20" PVC Piping
Fitting / Valve Description
#
Equivalent Length per
Fitting / Valve
ea.)
Total Equivalent
Length
(ft.)
Straight Pipe
13,575
Total Equivalent Length
13,575
20" D.I. Piping and Equivalent
Length of Fittings
Equivalent Length per
Total Equivalent
Fitting / Valve Description
#
Fitting / Valve
Length
(ft. / ea.)
(ft.)
90 Degree Bend
6
47.00
282.00
45 Degree Bend
6
25.00
150.00
22.5 Degree Bend
12
20.00
240.00
11.25 Degree Bend
14
20.00
280.00
Gate Valve
7
13.00
91.00
Straight Pipe
-
-
1,825
Total Equivalent Length
2,868

4. Projected System Curves: Hazen -Williams Formula
ONE PUMP RUNNING
y
Friction Headloss
y^
(J
m
=
y
w
y
O
C_
O V
C_ U
N
2
N C N
u
O C N
jp
O L
r
2 y
= y
LL
U
V)
O. Q y
U y
(n 0)
O.
a)
in
E w
3
o w
LL
E -0
y
o -0
LL y
v
>
H w
F-
IL
a .
pm
0
98.75
0.00
0.00
0.00
0.00
0.00
98.75
98.75
500
98.75
0.15
0.89
0.18
1.03
0.00
99.80
99.96
1000
98.75
0.55
3.22
0.65
3.72
0.02
102.54
103.13
1500
98.75
1.16
6.83
1.37
7.87
0.04
106.78
108.02
2000
98.75
1.98
11.63
2.33
13.40
0.06
112.42
114.55
2500
98.75
2.99
17.57
3.52
20.25
0.10
119.41
122.62
2800
98.75
3.69
21.66
4.34
24.98
0.13
124.23
128.19
3000
98.75
4.19
24.61
4.93
28.38
0.15
127.70
132.20
3500
98.75
5.58
32.74
6.55
37.74
0.20
137.26
143.24
4000
98.75
7.14
41.91
8.39
48.32
0.26
148.06
155.72
4500
98.75
8.88
52.11
10.43
60.09
0.33
160.07
169.59
TWO PUMPS IN PARALLEL
m
Friction Headloss
y^
a
m
=
d
2
d L
o
c
o
c
3
a
m e
0
= w
= m
V
c°'
._i
cO
U
d
d
U
O
LL
O. n y
E" w
4 y
`o ` a
O.
E°
a o
m
O 01
0)
O C
y
N
7
LL
7 y
LL y
>
a
a
pm
(ft.)
ft.
(ft.)
0
98.75
0.00
0.00
0.00
0.00
0.00
98.75
98.75
500
98.75
0.04
0.89
0.05
1.03
0.00
99.69
99.84
1000
98.75
0.15
3.22
0.18
3.72
0.02
102.14
102.66
1500
98.75
0.32
6.83
0.38
7.87
0.04
105.94
107.04
2000
98.75
0.55
11.63
0.65
13.40
0.06
110.99
112.86
2500
98.75
0.83
17.57
0.98
20.25
0.10
117.25
120.08
2800
98.75
1.02
21.66
1.20
24.98
0.13
121.56
125.06
3000
98.75
1.16
24.61
1.37
28.38
0.15
124.67
128.64
3500
98.75
1.55
32.74
1.82
37.74
0.20
133.23
138.51
4000
98.75
1.98
41.91
2.33
48.32
0.26
142.90
149.66
4500
98.75
2.46
52.11
2.89
60.09
0.33
153.65
162.06
5000
98.75
2.99
63.33
3.52
73.02
0.40
165.47
175.69
5500
98.75
3.57
75.54
4.19
87.10
0.49
178.35
190.53
6000
98.75
4.19
88.73
4.93
102.31
0.58
192.26
206.57
Note: Combined flow split evenly between 2 identical pumps in parallel.

C. Pump Selection
1. Duplex Non -Clog Submersible Sewage Pumps
a. Selected Pump
KRT K 200-402/1554XNG-S
b. Pump Discharge
8
inches
c. Motor Horsepower
208.0
HP
d. Motor Speed
1,782
RPM
e. Electrical Service
460
volt
f. Impeller Diameter
15.438
inches
a Solids
3.56
inches
h. Target Q v. Hd.:
3500
gpm @ 162.00 ft. TDH
(End Service Conditions)
Pump Curve
(Q) Flow
(gpm)m
2(0) Flow
Total Hd.
ft.
0
0
260
250
500
255
500
1000
250
750
1500
245
1000
2000
238
1250
2500
230
1500
3000
225
1750
3500
215
2000
4000
210
2250
4500
202
2500
5000
195
2750
5500
190
3000
6000
180
3250
6500
170
3500
7000
162
3750
7500
153
4000
8000
145
4250
8500
130
4500
9000
125
4750
9500
115
5000
10000
105
5250
10500
95
5500
11000
85
2. Estimated Pumping
Rate (one pump running)
Pump Capacity:
3,950
gpm @
148
ft. TDH
(Begin Service)
3,800
gpm @
152
ft. TDH
(End of Service)
3. Estimated Pumping
Rate (two pumps running)
Pump Capacity:
5,750
gpm/ea. @
195
ft. TDH
(Begin Service)
5,500
gpm/ea. @
200
ft. TDH
(End of Service)
PUMP & SYSTEM CURVES
260
250
240
230
220
210
200
190
180
LL 170
160
= 150
140
130
120 -
110
100 SIN
90
80
70
60
O ��O yOO A NIZ, 00 N13 K^00 `000 `vle `000 `VA 00 '3le '3s '3^00 R000 0 00 000 R^00 000 4 00 4
000 hA00 6P
Flow (GPM)
mC.- 9,.„a o

D. Wet Well Dimensions. Elevations. and Cycle Times
Begin Service
End of Service
1. Inside Dimensions, Area
200.00 sf
200.00 sf
2. Pump Station Rim Elevation
659.00 ft. MSL
659.00 ft. MSL
3. Invert of Influent Line
647.56 ft. MSL
647.56 ft. MSL
4. High Level Alarm
647.25 ft. MSL
647.25 ft. MSL
5. Lag Pump On
647.00 ft. MSL
647.00 ft. MSL
6. Lead Pump On
646.75 ft. MSL
646.75 ft. MSL
7. Pump Off
641.25 ft. MSL
641.25 ft. MSL
8. Bottom Wet Well
635.00 ft. MSL
635.00 ft. MSL
9. Detention Volume
8,228.00 gal.
8,228.00 gal.
10 Storage (Pump On to top of
2,214 gal.
2,214 gal.
Influent Pipe)
11. Force Main High Point
740.00 ft. MSL
740.00 ft. MSL
12. Force Main Discharge Elev.
740.00 ft. MSL
740.00 ft. MSL
13. Cycle Time:
Pump On Time = 3.23 min.
Pump Off Time = 5.88 min.
Pumping Cycle = 9.10 min.
6.59 Cycles per Hour
15. Volume Pumped Each Cycle 12,745 gal.
Note: Cycle times based upon Calculated Pumping Rates.
E. Wet Well BuoVancV Calculation
1. Wet Well Volume
Wet Well Dimensions
10.00 Width
20.00 Length
1.500 thickness
24.00 depth
Slab Dimensions (ft)
22.00 Diameter
1.000 thickness
2. Ground Water Elevation
0.67 feet below rim
3. Total Wet Well Weight (Empty)
875,075 Ibs
4. Weight of Soil on Anti -flotation Collar
1,583 Soil Volume (ft)
42.6 Assumed unit weight of submerged backfill (Ib/ft)
67,451 Total Weight (lb)
5. Buoyancy Calculation
7709.5 Volume
62.4 Ibs/ft3
481,071 Total Buoyancy
942,526 Total Wet Well & Soil Weight
1.96 Safety Factor
3.43 min.
5.88 min.
9.31 min.
6.45 Cycles per Hour
13,028 gal.

GOLD HILL PUMP STATION DESIGN
CALCULATIONS

GOLD HILL DUPLEX SUBMERSIBLE
PUMP STATION DESIGN
ROCKINGHAM COUNTY
Project: Rockingham County Sewer Capacity Upgrade - Gold Hill PS Date: December-22
Pump Station Design:
A. Wastewater Flows
1. Average Daily Wastewater Flows to PS
Total Pump Station Design Flow = 1,900,800 GPD
Peaking Factor for PS Flows = 2.50
Peak Domestic Flow = 1,900,800 gpd x 2.50 (Peak) = 4,752,000 GPD
4,752,000 gpd / 1440 min./day = 3,300 GPM
Design Flow = Q Peak = 3,300 gpm 01% `CAO 0��, 125
2. Target Pumping Rate
Use 3,300 gpm for End Service Target Pumping Rate ? ;'Q•
SEAL
B. Pump Station / Force Main Design Criterion = OM75
1. Piping
A.- Station Piping '•� �`
12 "DIP
H-W Friction Coefficients: C= 120 (Begin Service)
C= 110 (End of Service)
16 "DIP
H-W Friction Coefficients: C= 120 (Begin Service)
C= 110 (End of Service)
b. Force Main Piping
20 " PVC
H-W Friction Coefficients: C= 140 (Begin Service)
C= 130 (End of Service)
20 " DIP
H-W Friction Coefficients: C= 120 (Begin Service)
C= 110 (End of Service)
c. Total Force Main Length
20 " D.I. 400 If
20 " PVC 14,900 If
15,300 If
d. Force Main Detention Volume 249,679 Gallons
e. Velocity and Headloss @ Actual Pumping Rate 3,300 gpm
20" PVC Force Main
Velocity in Force Main at Target Pumping Rate 3.37 fps (End Service)
Headloss in FM per 1,000 ft. (C=140) 1.69 ft. (Begin Service PVC)
Headloss in FM per 1,000 ft. (C=120) 2.25 ft. (End Service PVC)

2. Static Head:
Force Main Discharge Elev. 845.86 ft.
Pump Off Elev. 789.00 ft.
Total Static Lift 56.86 ft.
3. Schedule of Piping:
b. Pump Station Piping (Discharge, all DIP)
12" Pump Station Discharge Piping (DIP)
Fitting / Valve Description
#
Equivalent Length per
Fitting / Valve
Total Equivalent
Length
(ft.)
90 Degree Bends
2
30.00
60.00
Reducer
2
12.00
-
24.00
30.00
Straight Pipe
-
Total Equivalent Length
114.00
16" Pump Station Discharge Piping (DIP)
Fitting / Valve Description
#
Equivalent Length per
Fitting / Valve
Total Equivalent
Length
(ft.)
Check Valve
1
1
1
1
2
-
125.00
125.00
10.00
75.00
38.00
32.00
10.00
Gate Valve
10.00
Branch Flow of Tee
75.00
90 Degree Bends
38.00
16.00
-
Reducer
Straight Pipe
Total Equivalent Length
290.00
b. Force Main Piping:
20" PVC Piping
Fitting / Valve Description
#
Equivalent Length per
Fitting / Valve
(ft. / ea.)
Total Equivalent
Length
(ft.)
Straight Pipe
14,900
Total Equivalent Length
14,900
20" D.I. Piping and Equivalent
Length of Fittings
Equivalent Length per
Total Equivalent
Fitting / Valve Description
#
Fitting / Valve
Length
(ft. / ea.)
(ft.)
90 Degree Bend
2
47.00
94.00
45 Degree Bend
6
25.00
150.00
Gate Valve
1
13.00
13.00
Straight Pipe
400
Total Equivalent Length
657

4. Projected System Curves: Hazen -Williams Formula
ONE PUMP RUNNING
y
Friction Headloss
y^
(J
m
=
y
d
ccN
O
C_
O V
C_ U
2
N C N
Fm 2
O C N
(_1
jp
O L
r
2 y
= y
O
LL
U
-0
O. sz y
a,
U a y
P 0)
O. W
a)a)
U y
O
cc
w
E w
3
o w
LL
E-0
y
o-0
LL y
v
>
H w
V
IL
a
pm
0
56.86
0.00
0.00
0.00
0.00
0.00
56.86
56.86
500
56.86
0.15
0.81
0.18
0.93
0.00
57.83
57.97
1000
56.86
0.55
2.93
0.65
3.36
0.02
60.35
60.88
1500
56.86
1.16
6.19
1.37
7.11
0.04
64.25
65.38
2000
56.86
1.98
10.54
2.33
12.11
0.06
69.45
71.36
2500
56.86
2.99
15.93
3.52
18.30
0.10
75.89
78.78
2600
56.86
3.22
17.13
3.78
19.68
0.11
77.32
80.43
3000
56.86
4.19
22.33
4.93
25.64
0.15
83.53
87.57
3300
56.86
5.00
26.63
5.88
30.59
0.18
88.67
93.50
3500
56.86
5.58
29.69
6.55
34.10
0.20
92.33
97.71
4000
56.86
7.14
38.01
8.39
43.66
0.26
102.27
109.16
TWO PUMPS IN PARALLEL
m
Friction Headloss
y^
a
m
=
d
2
d L
o
c
o
c
3
d
m e
0
= w
= m
O
2
V
ci
fn ._
cO
._
U
d
d
U
O
LL
O. n y
E" w
4 y
`o ` a
O.
E°
a o
m
O 01
0)
O C
y
N
7
LL
7 y
LL y
>
a
a
pm
ft.
ft.
(ft.)
0
56.86
0.00
0.00
0.00
0.00
0.00
56.86
56.86
500
56.86
0.04
0.81
0.05
0.93
0.00
57.72
57.85
1000
56.86
0.15
2.93
0.18
3.36
0.02
59.95
60.41
1500
56.86
0.32
6.19
0.38
7.11
0.04
63.41
64.39
2000
56.86
0.55
10.54
0.65
12.11
0.06
68.02
69.68
2500
56.86
0.83
15.93
0.98
18.30
0.10
73.73
76.24
2600
56.86
0.89
17.13
1.05
19.68
0.11
75.00
77.70
3000
56.86
1.16
22.33
1.37
25.64
0.15
80.50
84.01
3300
56.86
1.39
26.63
1.63
30.59
0.18
85.05
89.25
4000
56.86
1.98
38.01
2.33
43.66
0.26
97.11
103.10
4500
56.86
2.46
47.27
2.89
54.29
0.33
106.92
114.37
5000
56.86
2.99
57.44
3.52
65.97
0.40
117.70
126.75
5500
56.86
3.57
68.52
4.19
78.69
0.49
129.44
140.24
6000
56.86
4.19
80.49
4.93
92.44
0.58
142.12
154.80
Note: Combined flow split evenly between 2 identical pumps in parallel.

C. Pump Selection
1. Duplex Non -Clog Submersible Sewage Pumps
a. Selected Pump
KRT K 200-403/804XNG-S
b. Pump Discharge
8
inches
c. Motor Horsepower
107.0
HP
d. Motor Speed
1,775
RPM
e. Electrical Service
460
volt
f. Impeller Diameter
13.188
inches
a Solids
3.56
inches
h. Target Q v. Hd.:
3300
gpm @ 96.00 ft. TDH
(End Service Conditions)
2. Estimated Pumping Rate (one pump running)
Pump Capacity: 3,500 gpm @ 94 ft. TDH
3,400 gpm @ 96 ft. TDH
3. Estimated Pumping Rate (two pumps running)
Pump Curve
(Q) Flow
(gpm)m
2(0) Flow
Total Hd.
ft.
0
0
175
250
500
170
500
1000
165
750
1500
160
1000
2000
155
1250
2500
150
1500
3000
145
1750
3500
140
2000
4000
133
2250
4500
126
2500
5000
120
2750
5500
110
3000
6000
105
3250
6500
100
3500
7000
95
3750
7500
80
4000
8000
73
(Begin Service)
(End of Service)
Pump Capacity: 5,000 gpm/ea. @ 120 ft. TDH (Begin Service)
4,750 gpm/ea. @ 122 ft. TDH (End of Service)
-I a u
170
160
150
140
130
120
110
100
90
80
70
60
50
40
PUMP & SYSTEM CURVES
O �O oO 4O oO hO oO yO op oO hO oO hO oO yO oO oO oO hO oO yO oO
`L 5 1 ^O ^`L no NA r1O � ; 0 ti^ 50 5`L yh 51 tO �L ph R� �O y'L bq
Flow (GPM)
IP,m R. s C..-�i.('P a .a) C.M.Ed„a P 9

D. Wet Well Dimensions. Elevations. and Cycle Times
Begin Service
End of Service
1. Inside Dimensions, Area
240.00 sf
240.00 sf
2. Pump Station Rim Elevation
815.00 ft. MSL
815.00 ft. MSL
3. Invert of Influent Line
798.83 ft. MSL
798.83 ft. MSL
4. High Level Alarm
798.50 ft. MSL
798.50 ft. MSL
5. Lag Pump On
798.25 ft. MSL
798.25 ft. MSL
6. Lead Pump On
798.00 ft. MSL
798.00 ft. MSL
7. Pump Off
794.50 ft. MSL
794.50 ft. MSL
8. Bottom Wet Well
789.00 ft. MSL
789.00 ft. MSL
9. Detention Volume
6,283.20 gal.
6,283.20 gal.
10 Storage (Pump On to top of
2,693 gal.
2,693 gal.
Influent Pipe)
11. Force Main High Point
845.86 ft. MSL
845.86 ft. MSL
12. Force Main Discharge Elev.
845.86 ft. MSL
845.86 ft. MSL
13. Cycle Time:
Pump On Time = 2.88 min.
Pump Off Time = 4.76 min.
Pumping Cycle = 7.64 min.
7.85 Cycles per Hour
15. Volume Pumped Each Cycle 10,088 gal.
Note: Cycle times based upon Calculated Pumping Rates.
E. Wet Well BuoVancV Calculation
1. Wet Well Volume
Wet Well Dimensions
12.00 Width
20.00 Length
1.500 thickness
26.00 depth
Slab Dimensions (ft)
22.00 Diameter
1.000 thickness
2. Ground Water Elevation
0.67 feet below rim
3. Total Wet Well Weight (Empty)
813,123 Ibs
4. Weight of Soil on Anti -flotation Collar
1,715 Soil Volume (ft)
42.6 Assumed unit weight of submerged backfill (Ib/ft)
73,072 Total Weight (lb)
5. Buoyancy Calculation
8337.8 Volume
62.4 Ibs/ft3
520,278 Total Buoyancy
886,195 Total Wet Well & Soil Weight
1.70 Safety Factor
3.02 min.
4.76 min.
7.78 min.
7.71 Cycles per Hour
10,271 gal.

RED BIRCH PUMP STATION DESIGN
CALCULATIONS

RED BIRCH DUPLEX SUBMERSIBLE
PUMP STATION DESIGN
ROCKINGHAM COUNTY
Project: Rockingham County Sewer Capacity Upgrade - Red Birch PS Date: December-22
Pump Station Design:
A. Wastewater Flows
1. Average Daily Wastewater Flows to PS
Total Pump Station Design Flow
= 1,872,000 GPD
Peaking Factor for PS Flows = 2.50
Peak Domestic Flow = 1,872,000 gpd x 2.50 (Peak)
= 4,680,000 GPD
4,680,000 gpd / 1440 min./day
= 3,250 GPM
Design Flow = Q Peak = 3,250 gpm
`%0'�, t ,
�► of ,a;y11
2. Target Pumping Rate
.QQ'
Use 3,250 gpm for End Service Target Pumping Rate
_ SEAL
•. 049975
B. Pump Station / Force Main Design Criterion
1. Piping
a. Station Piping
12 "DIP
H-W Friction Coefficients: C= 120
(Begin Service)
C= 110
(End of Service)
16 "DIP
H-W Friction Coefficients: C= 120
(Begin Service)
C= 110
(End of Service)
b. Force Main Piping
20 " PVC
H-W Friction Coefficients: C= 140
(Begin Service)
C= 130
(End of Service)
20 " DIP
H-W Friction Coefficients: C= 120
(Begin Service)
C= 110
(End of Service)
c. Total Force Main Length
20 " D.I. 250 If
20 " PVC 6,575 If
6,825 If
d. Force Main Detention Volume 111,376 Gallons
e. Velocity and Headloss @ Actual Pumping Rate
3,250 gpm
20" PVC Force Main
Velocity in Force Main at Target Pumping Rate
3.32 fps (End Service)
Headloss in FM per 1,000 ft. (C=140)
1.64 ft. (Begin Service PVC)
Headloss in FM per 1,000 ft. (C=120)
2.18 ft. (End Service PVC)

2. Static Head:
Force Main Discharge Elev. 877.00 ft.
Pump Off Elev. 788.30 ft.
Total Static Lift 88.70 ft.
3. Schedule of Piping:
b. Pump Station Piping (Discharge, all DIP)
12" Pump Station Discharge Piping (DIP)
Fitting / Valve Description
#
Equivalent Length per
Fitting / Valve
Total Equivalent
Length
(ft.)
90 Degree Bends
2
30.00
60.00
Reducer
2
12.00
24.00
Straight Pipe
-
-
30.00
Total Equivalent Length
114.00
16" Pump Station Discharge Piping (DIP)
Fitting / Valve Description
#
Equivalent Length per
Fitting / Valve
Total Equivalent
Length
(ft.)
Check Valve
1
1
1
1
2
-
125.00
10.00
75.00
38.00
16.00
-
125.00
10.00
75.00
38.00
32.00
10.00
Gate Valve
Branch Flow of Tee
90 Degree Bends
Reducer
Straight Pipe
Total Equivalent Length
290.00
b. Force Main Piping:
20" PVC Piping
Fitting / Valve Description
#
Equivalent Length per
Fitting / Valve
ea.)
Total Equivalent
Length
(ft.)
Straight Pipe
6,575
Total Equivalent Length
6,575
20" D.I. Piping and Equivalent
Length of Fittings
Equivalent Length per
Total Equivalent
Fitting / Valve Description
#
Fitting / Valve
Length
(ft. / ea.)
(ft.)
90 Degree Bend
2
47.00
94.00
45 Degree Bend
7
25.00
175.00
22.5 Degree Bend
6
20.00
120.00
11.25 Degree Bend
2
20.00
40.00
Gate Valve
1
13.00
13.00
Straight Pipe
-
-
250
Total Equivalent Length
692

4. Projected System Curves: Hazen -Williams Formula
ONE PUMP RUNNING
y
Friction Headloss
y^
(J
m
=
y
w
y
O
C_
O V
C_ U
N
2
N C N
u
O C N
jp
O L
r
2 y
= y
LL
U
V)
O. Q y
U y
(n 0)
O.
a)
in
E w
3
o w
LL
E -0
y
o -0
LL y
v
>
H w
F-
IL
a .
pm
0
88.70
0.00
0.00
0.00
0.00
0.00
88.70
88.70
500
88.70
0.15
0.39
0.18
0.44
0.00
89.24
89.33
1000
88.70
0.55
1.39
0.65
1.60
0.02
90.66
90.96
1500
88.70
1.16
2.94
1.37
3.39
0.04
92.84
93.49
2000
88.70
1.98
5.01
2.33
5.76
0.06
95.76
96.86
2500
88.70
2.99
7.57
3.52
8.71
0.10
99.37
101.03
2750
88.70
3.57
9.03
4.19
10.39
0.12
101.42
103.41
3000
88.70
4.19
10.61
4.93
12.20
0.15
103.65
105.98
3250
88.70
4.86
12.30
5.71
14.15
0.17
106.04
108.73
3500
88.70
5.58
14.11
6.55
16.23
0.20
108.59
111.68
4000
88.70
7.14
18.06
8.39
20.78
0.26
114.16
118.13
TWO PUMPS IN PARALLEL
3
LL
m
a
a
V
N
Friction Headloss
m
=
O
m
>
y^
d
= w
O 01
0)y
2
d L
= m
O C
o
m e c°'
._i
O. n y
E" w
7
IL
c
cO
U 4 y
`o ` a
LL
o
0
d
O.
E°
7 y
a
c
d
U
a o
LL y
pm
(ft.)
ft.
(ft.)
0
88.70
0.00
0.00
0.00
0.00
0.00
88.70
88.70
500
88.70
0.04
0.39
0.05
0.44
0.00
89.13
89.20
1000
88.70
0.15
1.39
0.18
1.60
0.02
90.26
90.49
1500
88.70
0.32
2.94
0.38
3.39
0.04
92.00
92.50
2000
88.70
0.55
5.01
0.65
5.76
0.06
94.32
95.17
2500
88.70
0.83
7.57
0.98
8.71
0.10
97.20
98.49
2750
88.70
0.99
9.03
1.16
10.39
0.12
98.84
100.38
3000
88.70
1.16
10.61
1.37
12.20
0.15
100.62
102.42
3250
88.70
1.35
12.30
1.58
14.15
0.17
102.52
104.61
4000
88.70
1.98
18.06
2.33
20.78
0.26
109.00
112.07
4500
88.70
2.46
22.46
2.89
25.84
0.33
113.95
117.76
5000
88.70
2.99
27.30
3.52
31.40
0.40
119.39
124.02
5500
88.70
3.57
32.56
4.19
37.45
0.49
125.32
130.84
6000
88.70
4.19
38.24
4.93
43.99
0.58
131.72
138.20
6500
88.70
4.86
44.35
5.71
51.02
0.68
138.60
146.11
Note: Combined flow split evenly between 2 identical pumps in parallel.

C. Pump Selection
1. Duplex Non -Clog Submersible Sewage Pumps
a. Selected Pump
KSB KRT K 200-403/954XNG-S
b. Pump Discharge
8
inches
c. Motor Horsepower
127.0
HP
d. Motor Speed
1,770
RPM
e. Electrical Service
460
volt
f. Impeller Diameter
13.750
inches
a Solids
3.56
inches
h. Target Q v. Hd.:
3250
gpm @ 115.00 ft. TDH
(End Service Conditions)
2. Estimated Pumping Rate (one pump running)
Pump Capacity: 3,500 gpm @ 106 ft. TDH
3,350 gpm @ 110 ft. TDH
3. Estimated Pumping Rate (two pumps running)
Pump Curve
(Q) Flow
(gpm)m
2(0) Flow
Total Hd.
ft.
0
0
195
250
500
190
500
1000
185
750
1500
180
1000
2000
175
1250
2500
170
1500
3000
165
1750
3500
160
2000
4000
150
2250
4500
145
2500
5000
137
2750
5500
130
3000
6000
125
3250
6500
115
3500
7000
106
3750
7500
100
4000
8000
90
(Begin Service)
(End of Service)
Pump Capacity: 5,750 gpm/ea. @ 128 ft. TDH (Begin Service)
5,500 gpm/ea. @ 130 ft. TDH (End of Service)
/uu
190
180
170
160
150
140
130
120
110
100
90
80
70
60
PUMP & SYSTEM CURVES
O rho h�o rho ODO rho hog ^1;P Oo0 �1;P h00 ^h0 Oo0 �h0 h0o '3 ^ho Ooo rho h0o ^ho ODO rho h0o ^4P 0S0
,3
R R R R h h h h h
Flow (GPM)
p,.(,P a�

D. Wet Well Dimensions. Elevations. and Cycle Times
Begin Service
End of Service
1. Inside Dimensions, Area
240.00 sf
240.00 sf
2. Pump Station Rim Elevation
806.00 ft. MSL
806.00 ft. MSL
3. Invert of Influent Line
792.57 ft. MSL
792.57 ft. MSL
4. High Level Alarm
792.25 ft. MSL
792.25 ft. MSL
5. Lag Pump On
792.00 ft. MSL
792.00 ft. MSL
6. Lead Pump On
791.75 ft. MSL
791.75 ft. MSL
7. Pump Off
788.30 ft. MSL
788.30 ft. MSL
8. Bottom Wet Well
782.00 ft. MSL
782.00 ft. MSL
9. Detention Volume
6,193.44 gal.
6,193.44 gal.
10 Storage (Pump On to top of
2,675 gal.
2,675 gal.
Influent Pipe)
11. Force Main High Point
877.00 ft. MSL
877.00 ft. MSL
12. Force Main Discharge Elev.
877.00 ft. MSL
877.00 ft. MSL
13. Cycle Time:
Pump On Time = 2.82 min.
Pump Off Time = 4.76 min.
Pumping Cycle = 7.58 min.
7.92 Cycles per Hour
15. Volume Pumped Each Cycle 9,853 gal.
Note: Cycle times based upon Calculated Pumping Rates.
E. Wet Well BuoVancV Calculation
1. Wet Well Volume
Wet Well Dimensions
20.00 Width
12.00 Length
1.500 thickness
24.00 depth
Slab Dimensions (ft)
14.00 Diameter
1.000 thickness
2. Ground Water Elevation
0.67 feet below rim
3. Total Wet Well Weight (Empty)
-677,375 Ibs
4. Weight of Soil on Anti -flotation Collar
980 Soil Volume (ft)
42.6 Assumed unit weight of submerged backfill (Ib/ft)
41,756 Total Weight (lb)
5. Buoyancy Calculation
2792.5 Volume
62.4 Ibs/ft3
174,252 Total Buoyancy
-635,619 Total Wet Well & Soil Weight
-3.65 Safety Factor
3.02 min.
4.76 min.
7.79 min.
7.71 Cycles per Hour
10,121 gal.

Rockingham County
Wastewater Capacity Improvements
Fast Track Application — Item IX.6 High Priority Lines
The project submitted within this application has three directional bore crossings that pass under major
streams with proposed HDPE pipe. The following outlines each of these crossings:
Line FM-1 (Sta 0+81 to Sta. 8+70): This crossing consists of approximately 200 Lf. of 20-inch restrained
joint ductile iron pipe and approximately 589 Lf. of 24" HDPE pipe for the directional bore under
Hogan's Creek.
Line FM-1 (Sta 108+10 to Sta. 115+33): This crossing consists of approximately 200 Lf. of 20-inch
restrained joint ductile iron pipe and approximately 523 Lf. of 24" HDPE pipe for the directional bore
under the Dan River.
Line FM-1 (Sta 141+43 to Sta. 146+18): This crossing consists of approximately 200 Lf. of 20-inch
restrained joint ductile iron pipe and approximately 275 Lf. of 24" HDPE pipe for the directional bore
under a tributary stream from the Dan River.

e,,. •�w . --�1 IWASTEWATER CAPACITY UPGRADES
�m -0m r/ am ROCKINGHAM COUNTY, NC
-
PROJECT LAYOUT MAP
�.,. ��►so :�1 of Mayodan
C � r
Hogan's Creek Lift Station
Upgraded to 3,500 GPM
FIRM - 2,016,000 GPD
AVG - 5,040,000 GPD
Approximately 15,368 Lf.
20" Force Main
0
m
Furch
CD
CD
m
T`
c
Gold Hill Lift Station
Upgraded to 3,300 GPM
FIRM - 4,752,000 GPD
AVG - 1,900,800 GPD
Pa ne ai
°
G�
Approximately 15,289 Lf. Wanda
20" Force Main
Red Birch Lift Station
Upgraded to 3,250 GPM
FIRM - 4,680,000 GPD
AVG - 1, 872, 000 GPD
Approximately 6,824 Lf.
20" Force Main
i,
T J
❑u
Legend
Ps
Proposed Pump Stations
Proposed 20-inch Forcemain
Mayodan WWTP
Streams
County Boundary
Parcels
0
1,250 2,500 5,000
Feet