WQ0023678_Whites Mill Sewage Pummping Station Upgrades Application_20230724

RECEIVED
4 "023
NCDEQ/DWR/NPDES
REFERENCE NO.
WHITES MILL SEWAGE
PUMPING STATION
UPGRADES
Pump Station and Siphon Permit Application
JULY 18, 2023
p Dewberry
SUBMITTED BY
Dewberry Engineers Inc.
9300 Harris Corners Pkwy
Charlotte, NC 28269
704-625-5077
Ste. 220
ORIGINAL
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`,_' QPOFEssioti9��2,'
SEAL
041334
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TABLE OF CONTENTS
COVER LETTER
FORM SSEA 04-16 - SEWER SYSTEM EXTENSION APPLICATION
PROJECT DESCRIPTION
FIGURE 1 - WHITES MILL SEWAGE PUMPING STATION AND GRAVITY SEWER
IMPROVMENTS
FIGURE 2 - USGS MAP
APPENDIX I - PRELIMINARY ENGINEERING REPORT
APPENDIX II - WHITES MILL SEWAGE PUMPING STATION UPGRADES PUMP STATION
CALCULATIONS
APPENDIX III -WHITES MILL SEWAGE PUMPING STATION UPGRADES SIPHON
CALCULATIONS
APPENDIX IV - FLOOD INSURANCE RATE MAP

�•_�� Dewberry
July 18, 2023
NCDEQ/DWR
Water Quality Permitting
PERCS Unit
1617 Mail Service Center
Raleigh, NC 27699-1636
Dewberry Engineers Inc. 704.509.9918
9300 Harris Corners Parkway, Suite 220 704.509.9937 fax
Charlotte, NC 28269-3797 1 www.dewberry.com
RE: Whites Mill Sewage Pumping Station Upgrades
Dear Mr. Sir of Madam,
Enclosed are one original and one copy of FORM SSEA 04-16, "Sewer Extension Application" for your
review and approval. Also enclosed are:
• Two sets of plans
• Two copies of the project narrative
• Two copies of the calculation report
• Two copies of the PER
• Two copies of the Specifications
• A check for $480 (application fee)
Please contact me if you have any questions.
Sincerely,
Stephen G. Buchanan, PE
Senior Project Manager
CC: Nawfal Shujaa — City of High Point
Derrick Boone — City of High Point

State of North Carolina
Department of Environmental Quality
DW-R Division of Water Resources
15A NCAC 02T .0300 — SEWER SYSTEM EXTENSION APPLICATION
Division of Water Resources INSTRUCTIONS FOR FORM: SSEA 04-16 & SUPPORTING DOCUMENTATION
Plans, specifications and supporting documents shall be prepared in accordance with, 15A NCAC 02T .0100, 15A NCAC 02T
.0300, Division Policies and good engineering practices. Failure to submit all required items will necessitate additional
processing and review time, and may result in return of the application.
For more information, visit the Water Quality Permitting Section's collection systems website
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.
A. One Original and One Copy of Application and Supporting Documents
® Required unless otherwise noted
B. Cover Letter (Required for All Application Packages):
® List all items included in the application package, as well as a brief description of the requested permitting action.
➢ If necessary for clarity, include attachments to the application form.
C. Application Fee (All 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.
➢ Payable to North Carolina Department of Environmental Quality (NCDEQ).
D. Sewer System Extension (Form: SSEA 04-16) Application (Required for All Application Packages):
® Submit the completed and appropriately executed application.
➢ If necessary for clarity or due to space restrictions, attachments to the application may be made.
❑ If the Applicant Type in Item I.2 is a corporation or company, provide documentation it is registered for business with
the North Carolina Secre!M of State.
❑ If the Applicant Type in Item I.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 II.1 shall be consistent with the project name on the plans, specifications, flow acceptance
letters, agreements, etc.
® The Professional Engineer's Certification on Page 6 of the application shall be signed, sealed and dated by a North
Carolina licensed Professional Engineer.
® The Applicant's Certification on Page 6 of the application shall be signed in accordance with 15A NCAC 02T .0106(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).
E. Flow Tracking/Acceptance Form (Form: FTSE 04-16) (If Applicable):
® Submit the completed and appropriately executed Flow Tracking/Acceptance for Sewer Extension Permit Form from the
owners of the downstream sewers and treatment facility.
➢ The flow acceptance indicated in form FTSE 04-16 must not expire prior to permit issuance and must be dated less than
one year prior to the application date.
➢ Submittal of this application and form FTSE 04-16 indicates that owner has adequate capacity and will not violate G.
143-215.67(a).
➢ Intergovernmental agreements or other contracts will not be accepted in lieu of a project -specific FTSE 04-16.
INSTRUCTIONS FOR FORM: SSEA 04-16 & SUPPORTING DOCUMENTATION Page 1 of 4

F. Engineering Plans (Required for All Application Packages):
El Per 15A NCAC 02T .0305(b)(1), submit two sets of detailed plan sets that have been signed, sealed and dated by a North
Carolina licensed Professional Engineer, and shall include at a minimum:
➢ Table of contents with each sheet numbered.
➢ A general location map with at least two geographic references and a vicinity map.
➢ Plan and profile views of the sewer extension as well as the proximity of the sewer extension to other utilities and natural
features
➢ Detail drawings of all items pertinent to the sewer extension and pump stations.
➢ The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial), springs, lakes, ponds, and other surface drainage features within 100 feet of the project.
➢ Minimum separations required per 15A NCAC 02T.0305(f), and where separations cannot be maintained, alternative
criteria per 15A NCAC 02T.0305(g).
➢ Minimum cover for sewer extensions required per 15A NCAC 02T.0305(f) must also be shown clearly on the plans.
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final plans. However, the plans may be labeled
with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
G. Specifications (Required for All Application Packages):
® Per 15A NCAC 02T .0305(b)(3), submit specifications that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer, and shall include at a minimum:
➢ Table of contents with each section/page numbered.
➢ Detailed specifications for all items pertinent to the sewer extension and pump stations
➢ Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
➢ Materials (i.e., force main, gravity, concrete, method of construction, etc.)
➢ Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc.)
➢ Means for ensuring quality and integrity of the finished product in accordance with the Minimum Design Criteria,
including leakage and pressure testing for the sewer extension.
® Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW
ONLY, NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the
specifications may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
® Specifications for standard equipment may only be omitted for municipalities with approved standard specifications, but
the use of the standard specifications must be noted on each sheet of the plans.
H. Engineering Calculations (All Application Packages):
® Per 15A NCAC 02T .0305(b)(2) and 15A NCAC 02T .0305(i)(1), submit engineering calculations that have been signed,
sealed and dated by a North Carolina licensed Professional En ig neer, and shall include at a minimum:
➢ Friction/Total Dynamic Head calculations and system curve analysis (with one pump running, two pumps running, etc.)
➢ Pump selection information including pump curves, manufacturer's information, and recommended installation
guidelines.
➢ Pump station cycle times and pump run times.
➢ Minimum velocities in the sewer extension in accordance with the Minimum Design Criteria
➢ Flotation calculations for all units constructed partially or entirely below grade (i.e. pump stations)
Note that upon completion of the review process and prior to permit issuance, a request for the final plans and
specifications will be requested on digital media (CD, DVD, Jump Drive, etc.) for our records. You will be notified
when this information is requested, as the review may necessitate changes.
INSTRUCTIONS FOR FORM: SSEA 04-16 & SUPPORTING DOCUMENTATION Page 2 of 4

I. Downstream Sewer Evaluations (All Application Packages)
® Per 15A NCAC 02T .0305(b)(2) and 15A NCAC 02T .0304(h)(1), submit engineering calculations that have been signed,
sealed and dated by a North Carolina licensed Professional En ig neer, for receiving collection systems:
® For connection to a gravity sewer, submit:
An evaluation of the gravity sewer based on peak flow from the proposed project and peak flows already tributary to the
existing gravity sewer. Provide calculations and detail how existing peak flows were determined.
® For connection to a pump station, submit:
An evaluation of the existing pump station to pump peak flow from the proposed project and peak flows already tributary
to the existing pump station. Provide calculations and detail how existing peak flows were determined.
® For connection to a force main/low pressures sewer, submit:
An evaluation of the existing system based on peak flows from the proposed project and peak flows already tributary to
the existing system. In addition, evaluate the ability of each pump station tributary to the existing system to pump against
additional head created by greater flows through the system. Evaluation may include alternative designs such as telemetry
to coordinate pumping between pump stations (provided sufficient storage is available). Also include an evaluation of
the discharge point of the existing force main/pressure sewer.
J. 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
El Include a street level map showing general project area
K Existing Permit (All Modification Packages):
❑ Submit the most recently issued existing permit.
❑ Provide a list 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.).
L. Power Reliability Plan (If Applicable)
❑ 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 portable power generation unit or portable, 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)
M. Final Environmental Document (If Applicable):
❑ Per 15A NCAC 02T .0105(c)(4), submit one copy of the environmental assessment and three copies of the final
environmental document (i.e., Finding of No Significant Impact or Record of Decision).
❑ Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the subject sewer.
N. 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 hold 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 Staff 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.
INSTRUCTIONS FOR FORM: SSEA 04-16 & SUPPORTING DOCUMENTATION Page 3 of 4

O. Operational Agreements (Applications from HOA/POA and Developers for lots to be sold):
❑ Home/Property Owners' Associations
❑ Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreement (FORM: HOA 04-16).
❑ 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 Operational Agreement (FORM: DEV 04-16).
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NCDEQ/DWR
WATER QUALITY PERMITTING
PERCS UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1636
TELEPHONE NUMBER: [phone]
By Courier/Special Delivery:
512 N. SALISBURY ST. SUITE 925
RALEIGH. NORTH CAROLINA 27604
INSTRUCTIONS FOR FORM: SSEA 04-16 & SUPPORTING DOCUMENTATION Page 4 of 4

DWR
State of North Carolina
Department of Environmental Quality
Division of Water Resources
Division of Water Resources
15A NCAC 02T .0300 — SEWER SYSTEM EXTENSION APPLICATION
SSEA 04-16 & SUPPORTING DOCUMENTATION
Application Number:
I. APPLICANT INFORMATION:
(to be completed by DWR)
1. Applicant's name: City of High Point
2. Applicant type: ❑ Individual ❑ Corporation ❑ General Partnership
❑ Federal ❑ State ® Municipal
3. Signature authority's name: Derrick Boone per 15A NCAC 02T .0106(b)
Title: Public Services Assistant Director
4. Applicant's mailing address: 211 South Hamilton Street, Suite 206
City: High Point State: NC Zip: 27261-
5. Applicant's contact information:
Phone number: [phone] Email Address: derrick.boonenhi¢hpointnc. og_v
II. PROJECT INFORMATION:
❑ Privately -Owned Public Utility
❑ County
1. Project name: Whites Mill Sewage Pumping Station Upgrade
2. Application/Project status: ❑ Proposed (New Permit) ® Existing Permit/Project
3. If a modification, provide the existing permit number: WQ0023678 and issued date: April 12, 2004
4. If new construction but part of a master plan, provide the existing permit number: WQ00
5. County where project is located: Guilford County
6. Approximate Coordinates (Decimal Degrees): Latitude: 36.03153 o Longitude: -79.99456o
III. CONSULTANT INFORMATION:
1. Professional Engineer: Stephen Buchanan, PE License Number: 041334
Firm: Dewberry Engineers Inc.
Mailing address: 9300 Harris Corners Parkway, Suite 220
City: Charlotte State: NC Zip: 28269-3797
Phone number: [phone] Email Address: sbuchanan(a)dewberry.com
IV. WASTEWATER TREATMENT FACILITY (WWTF) INFORMATION:
1. Facility Name: Eastside WWTP Permit Number: NCO024210
Owner Name: City of High Point
V. RECEIVING DOWNSTREAM SEWER INFORMATION:
1. Permit Number(s): W00014149
System Wide Collection System Permit Number(s): WQCS00010
Owner Name(s): City of High Point
FORM: SSEA 04-16 Page 1 of 6

VI. GENERAL REQUIREMENTS
1. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
[:]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 submitted?
❑ Yes ❑No ®N/A
3. If the Applicant is a Home/Property Owners' Association, has an Operational Agreement (FORM: HOA) been submitted?
❑ Yes ❑No ®N/A
4. Origin of wastewater: (check all that apply):
® Residential 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. Is/was an Environmental Assessment required under 15A NCAC O1 C? ❑ Yes ® No
If yes, submit the appropriate final environmental document (FONSI, ROD, etc.)
6. Nature of wastewater: 100 % Domestic/Commercial % Other waste — specify: _
% Industrial (See 15A NCAC 02T .0103(20))
7. Wastewater generated by project: 0 GPD (per 15A NCAC 02T .0114)
Has a flow reduction been approved under 15A NCAC 02T .0114(f)? ❑ Yes ® No
If yes, provide a copy of flow reduction approval letter
8. Summarize wastewater generated by project:
Establishment Type
Daily Design Flow ,,b
No. of Units
Flow
Residential Properties
120 gal/day/bedroom
1,042
375,840 GPD
School
15 gal/student
3,680
54,720 GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Total
430,560 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 .0I 14(c), design flow rates for establishments not identified below shall be determined using available
flow data, water using fixtures, occupancy or operation patterns, and other measured data.
FORM: SSEA 04-16 Page 2 of 6

VIL GRAVITY SEWER DESIGN CRITERIA - 15A NCAC 02T .0305:
1. Summarize Gravity Sewer to be permitted:
Size (inches)
Length (feet)
Material
8
26
DIP
12
1,566
HDPE
12
178
DIP
16
576
DIP
VHI. PUMP STATION DESIGN CRITERIA — 02T .0305 & MDC (Pump Stations/Force Mains):
COMPLETE FOR EACH PUMP STATION INCLUDED IN THIS PROJECT
1. Pump station number or name: Whites Mill Pump Station
2. Approximate Coordinates (Decimal Degrees): Latitude: 36.031676' Longitude:-79.994630'
3. What is the nearest 100-year flood elevation to the facility? 806.00 feet mean sea level. Source: FIRM Man
Is any of the proposed project located within the 100-year flood plain? ❑ Yes ® No
4. If Yes, are the following items provided per 15A NCAC 02T .0305(e):
Water -tight seals on all station hatches and manholes; and
Control panels vents extend two feet above the 100-year flood plain elevation?
® Yes ❑ No ❑ N/A
If No, what measures are being taken to protect them against flooding?
5. Finish grade elevation of the pump station: 812.50
6. Design flow of the pump station: 0.576 millions gallons per day (firm capacity)
7. Operational point(s) of the pump(s): 1,016 gallons per minute at 126 feet total dynamic head (TDH)
8. Number of pumps provided: 2
9. Number of pump cycles at average daily flow: 2 cycles per hour
10. Power reliability in accordance with 15A NCAC 02T .0305(h)(1):
® Standby power source or pump with 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
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)(1)(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 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.
FORM: SSEA 04-16 Page 3 of 6

VHI. PUMP STATION DESIGN CRITERIA (continued)
11. Summarize the pump station design elements:
Design Element
Plan Sheet
Reference
Specification
Reference
Power Reliability Source and Associated Elements
C-201
26 36 23
Screened Wet Well Vent
C-205
Check Valves, Gate Valves, etc.
C-205
3331 11
Control Panel
E-401
40 67 16
Restricted Access Elements (Fence, Wet Well Lock, etc)
C-201
02 82 10
Audible and Visual Alarms
E-401
Telemetry/SCADA
E-401
40 63 43
Level Controls
C-205
40 72 12
Weatherproof Sign with Required Information
C-201
Air Relief Valves
C-401
12. Summarize the force main to be permitted:
Size (inches)
Length (feet)
Material
High
Elevation (feet)
Discharge
Elevation (feet)
Pump -Off
Elevation (feet)
8
152
DIP
852.25
806.37
787.72
10
780
DIP
852.25
806.37
787.72
10
4,526
PVC
852.25
806.37
787.72
13. Air release valve station locations per 15A NCAC 02T .03050):
Air Release Valve #
Station
Plan Sheet Reference
1
17+21
C-305
2
23+68
C-307
3
29+23
C-308
4
38+80
C-310
5 and 6
50+48 and 60+69
C-313 and C-315
FORM: SSEA 04-16 Page 4 of 6

IX. SETBACKS & SEPARATIONS - (02B .0200 & 15A NCAC 02T .0305(f)):
1. Does the project comply with all separations found in 15A NCAC 02T .0305(1) & (g) ® Yes ❑ No
➢ 15A NCAC 02T.0305(f) contains minimum senarations that shall be Drovided for sewer systems:
Setback Parameter*
Separation Required
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
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
100 feet
**Waters classified WS (except WS-I or WS-V), B, SA, ORW, HQW, or SB from normal
hieh 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 feet
Any building foundation
5 feet
Any basement
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 swimminq pools
10 feet
Final earth grade vertical
36 inches
➢ 15A NCAC 02T.0305(g) contains alternatives where separations in 02T.0305(fl cannot be achieved.
➢ **Stream classifications can be identified using the Division's NC Surface Water Classifications webnage
➢ If noncompliance with 02T.0305( or ,g), see Section X of this application
2. Does the project comply with separation requirements for wetlands? (50 feet of separation) ❑ Yes [-]No ® N/A
➢ See the 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 2B.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 021.0105(cl(6) (additional permits/certifications)? ® Yes ElNo
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
➢ 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: SSEA 04-16 Page 5 of 6

IN. CERTIFICATIONS:
1. Does the submitted system comply with 15A NCAC 02T, the Minimum Design Criteria for the Permitting of Pump Stations
and Force Mains (latest version), and the Gravity Sewer Minimum Design Criteria (latest version) as applicable?
® Yes ❑ No
If No, complete and submit the Variance/Alternative Design Request application (VADC 10-14) and supporting documents for
review. Approval of the request is required prior to submittal of the Fast Track Application and supporting documents.
2. Professional Engineer's Certification:
I, Stephen G. Buchanan, PE _attest that this application for
(Professional Engineer's name from Application Item III.1.)
Whites Mill Sewage Pumping Station Upgrade
(Facility name from Application Item II.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 this application package and its instructions, as
well as all applicable regulations and statutes. 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 143-2I5.6B, 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 $25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date: ��.``''"111C
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3. Applicant's Certification per ISA NCAC 02T .0106(b): /
-7/1$l�3
I, Derrick Boone, Public Services Assistant Director attest that this application for
(Signature Authority's name & title from Application Item I.3.)
Whites Mill Sewage Pumping Station Upgrade
(Facility name from Application Item II.1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. 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 $1 O,O Ras well as civil penalties up to $25,000 per violation.
Date: 7/18/23
FORM: SSEA 04-16 Page 6 of 6

Project Description
Dewberry Engineers, Inc. has designed upgrades for the Whites Mill Sewage Pumping Station and
downstream gravity sewer improvements to accommodate additional pumping capacity for the City of
High Point. These improvements include replacing Whites Mill Pump Station with a new wetwell, pumps,
valve vault, meter vault, standby generator, and force main. The downstream gravity sewer has been
upsized to accommodate the additional pumping capacity as well as designing a new siphon across Oak
Hollow Lake. Project area map is shown in Figure 1 and USGS map shown in Figure 2.
An evaluation was performed in 2018 suggesting that the pump station was at capacity when comparing
the average daily flow to the station's firm capacity. Additionally, during wet weather events, the station's
wetwell water levels were high for extended periods of time. Due to concerns regarding the station
capacity and based on discussions with field personnel and site visit conducted on May 19, 2021 with City
of High Point staff, the City intends to upgrade the existing Whites Mill Pump Station and requested a
PER that evaluates the capacity, upgrade alternatives and identifies possible downstream capacity
limitations and alternatives to increase downstream capacity. Dewberry prepared a PER for the City of
High Point and is included in Appendix I.
The drainage basin that flows to Whites Mill Pump station is built out so there is no additional
development which will connect to the pump station. The downstream gravity sewer is 12-inch diameter
pipe that connects to an existing siphon which has a single 6-inch and single 8-inch line that carries the
flow across Oak Hollow Lake to the Lake Forest Pump Station. The existing 6-inch and 8-inch siphon
lines were installed in the 1970's and are laying on top of the lake bed. In the PER, a recommendation
was made to add a third 8-inch siphon line. However, due to horizontal directional drill limitations a
recommendation was made to abandon the existing siphon and install two new dual 12-inch HDPE lines
using horizontal directional drilling. The new siphon lines will have more than sufficient capacity to handle
flow from the upgrades at Whites Mill Sewage Pumping Station. Under peak flow and new pipe
conditions the siphon can accommodate up to 2,025 gpm flow which exceeds what Whites Mill PS can
pump. Analyzing future conditions to simulate degraded pipe and debris in the siphon lines show that the
siphon can still accommodate 1,400 gpm capacity. To simulate these conditions a Hazen Williams C
value of 90 was used. Siphon calculations are included in Appendix II.
The upgrades proposed for Whites Mill Pump Station is going from 600 gpm capacity to 1,000 gpm which
is an increase of 400 gpm. Based on this increase, Dewberry has used 0.576 MGD in Section VIII of the
Pump Station Design Criteria in the Sewer System Extension Application (FORM SSEA 04-16). Pump
station calculations are included in Appendix III. The downstream receiving pump station, Lake Forest
Pump Station, has sufficient capacity to accommodate the increase in flows from Whites Mill PS. For
additional information about Lake Forest Pump Station please refer to the PER in Appendix I.
The majority of the proposed force main will be installed in the pavement along Oak Hollow Dr. and La
Salle Dr. The force main will connect to a new gravity sewer manhole and 16-inch DIP sewer main to the
new siphon lines. The siphon influent box was designed to expel as much air as possible from incoming
flows and capture as many rocks, brick, sand, and gravel as possible prior to entering the siphon lines. A
bypass pump connection has been added to the siphon box that will allow maintenance personnel to
bypass pump into the secondary channel so that the main siphon line can be cleaned and pigged if
clogged. A plug valve was added between the upstream manhole and siphon influent box to allow
maintenance personnel to easily bypass pump the main influent siphon channel.
101 Dewberry

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9300 Harris Corners Parkway
Suite 220 PROJECT PROJ. NO. DRAWING NO, 2
Charlotte, NC 28269-2618 WHITES MILL PUMPING STATION 50155072
704.509.9918 UPGRADE
NC License No. F-0929

APPENDIX I
WHITES MILL SEWAGE PUMPING STATION
UPGRADES
PRELIMINARY ENGINEERING REPORT

Dewberry
PREPARED FOR
-ity of High Poin
211 S Hamilton
High Point, NG 27/-u i
336 883 3194
PREPARED BY
Dewberry
1610 Wycliff Road, Suite 410
Raleigh, NC 27607
Phone:[phone]
NCBEIS- F-0929

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
TABLE OF CONTENTS
Listof Figures................................................................................................................................................................ ul
Listof Tables.................................................................................................................................................................
iii
Listof Attachments........................................................................................................................................................ ul
Introduction....................................................................................................................................................................1
Purposeand Goals....................................................................................................................................................1
Background................................................................................................................................................................1
SewerCapacity Analysis................................................................................................................................................3
General......................................................................................................................................................................3
Methodologyfor Estimating Flows.........................................................................................................................3
CapacityEvaluation...................................................................................................................................................4
Whites Mill Sewage PS Sewer Capacity...............................................................................................................4
Receiving Sewer Capacity Analysis......................................................................................................................6
Lake Forest Sewage Pumping Station Sewer Capacity ........................................................................................8
AlternativesAnalysis....................................................................................................................................................10
Whites Mill Sewage Pumping Station Upgrades Alternatives Analysis....................................................................10
Alternative No. 1 — Construct a New Pumping Station........................................................................................10
Alternative No. 2 — Convert Existing Wet Well to a Submersible Pumping Station..............................................11
Alternative No. 3 — Install Larger Suction -lift Pumps...........................................................................................12
Downstream Receiving Sewers Upgrade Alternative Analysis................................................................................16
Alternative A — Upsizing Gravity Sewer...............................................................................................................16
Alternative B — New Force Main Along Lake.......................................................................................................16
Alternative C — New Force Main Parallel to Existing Gravity Sewer....................................................................17
LaSalle Drive Siphon..............................................................................................................................................21
OpenChannel Grinder Assembly........................................................................................................................21
SiphonPiping......................................................................................................................................................21
AccessRoad.......................................................................................................................................................21
Recommendations.......................................................................................................................................................23
PreliminaryProject Design......................................................................................................................................23
Whites Mill Sewage Pumping Station..................................................................................................................23
Downstream Receiving Sewers...........................................................................................................................23
LaSalle Drive Siphon..........................................................................................................................................23
LakeForest Pumping Station..............................................................................................................................23
ConstructionSchedule.............................................................................................................................................25
RequiredPermits.....................................................................................................................................................25
Opinion of Probable Construction Cost....................................................................................................................25
Dewberry ;;

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
LIST OF FIGURES
FIGURE1: Project Aerial Map.......................................................................................................................................2
FIGURE 2: Whites Mill PS Alt 1 — Construct a New Pumping Station..........................................................................13
FIGURE 3: Whites Mill PS Alt 2 — Convert Existing Wet Well to a Submersible Pumping Station...............................14
FIGURE 4: Whites Mill PS Alt 3 — Install Larger Suction -Lift Pumps............................................................................15
FIGURE 5: Downstream Receiving Sewers Alt A — Upsizing Gravity Sewer...............................................................18
FIGURE 6: Downstream Receiving Sewers Alt B — New Force Main Along Lake.......................................................19
FIGURE 7: Downstream Receiving Sewers Alt C — New FM Parallel to Existing Gravity Sewer.................................20
FIGURE8: La Salle Drive Siphon Site Plan.................................................................................................................22
FIGURE 9: Recommended Improvements Plan..........................................................................................................24
LIST OF TABLES
Table 1 - Whites Mill PS Metering data..........................................................................................................................4
Table 2 - Whites Mill PS Flow Rates for Design.............................................................................................................4
Table 3 - Gravity Sewer Upstream of Whites MITI PS.....................................................................................................5
Table 4 - Whites Mill PS Projected Firm Station Capacity ..............................................................................................6
Table5 - Flows Per Connection.....................................................................................................................................6
Table 6 - La Salle Drive Siphon Peak Hourly Flow estimate..........................................................................................7
Table 7 - La Salle Drive Siphon Capacity .......................................................................................................................7
Table 8 - Lake Forest PS Metering Data........................................................................................................................8
Table 9 - Lake Forest PS Flow Rates for Design...........................................................................................................9
Table 10 - Lake Forest PS Projected Firm Station Capacity ..........................................................................................9
Table 11 - Whites Mill PS Upgrade Alternative No. 1 Advantages/Disadvantages......................................................11
Table 12 - Whites Mill PS Upgrade Alternative No. 2 Advantages/Disadvantages......................................................12
Table 13 - Receiving Sewers Alternative A Advantages/Disadvantages......................................................................16
Table 14 - Receiving Sewers Alternative B Advantages/Disadvantages......................................................................17
Table 15 — Receiving Sewers Alternative C Advantages/Disadvantages.....................................................................17
Table 16 — Recommended Improvements — Opinion of Probable Construction Cost.................................................25
LIST OF ATTACHMENTS
Appendix A Gravity Sewer Capacity Calculations.......................................................................................................27
Appendix B Siphon Capacity Calculations..................................................................................................................32
Appendix C Opinion Of Probable Construction Cost -
Alternative 1............................................................................35
Appendix D Opinion Of Probable Construction Cost -
Alternative 2............................................................................38
Appendix E Opinion Of Probable Construction Cost -
Alternative A............................................................................41
Appendix F Opinion Of Probable Construction Cost -
Alternative B...........................................................................43
Appendix G Opinion Of Probable Construction Cost -
Alternative C..........................................................................45
Appendix H Opinion Of Probable Construction Cost -
La Salle Drive Siphon............................................................47
ItDewberry LIST OF FIGURES iii

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
INTRODUCTION
Dewberry Engineers Inc (Dewberry) has prepared this Preliminary Engineering Report (PER) for the City of High
Point as part of the On -Call Agreement, dated April 2018. The Whites Mill Sewage Pumping Station (PS) is located
near Oak Hollow Lake behind Tesa Court in High Point (See FIGURE i). The station is accessible via an access road
from Tecumseh Street. An evaluation was performed in 2018 suggesting that the station is at capacity when
comparing the average daily flow to the station's firm capacity. Additionally, during wet weather events, the station's
wet well water levels are extremely high for extended periods of time. Due to concerns regarding station capacity
and based on discussions with and a field visit conducted on May 19, 2021 with High Point staff, the City intends to
upgrade the existing Whites Mill PS and requested a PER that evaluates the capacity, upgrade alternatives and
identifies possible downstream capacity limitations and alternatives to increase downstream capacity.
Purpose and Goals
This PER evaluates the Whites Mill PS capacity needs to eliminate wet well surcharging and subsequent upgrade
options to increase capacity. The PER further evaluates downstream impacts of increased station capacity to the
downstream gravity sewers, the La Salle Drive Siphon and the Lake Forest Sewage Pumping Station.
Background
The Whites Mill PS station is a wet -pit, dry -pit suction -lift pumping station that was upgraded circa 2006. The variable
speed, suction -lift pumps are installed below grade and requires confined space entry to access. The station
includes a brick electrical building which houses power distribution, trailer -mounted generator, automatic transfer
switch, control panel, drives, telemetry (cellular based) and other appurtenances. The pump model is Gorman -Rupp
T4A3-B and was originally sized for 300 gpm at 80 feet of pressure; however, the belts and sheaves have since been
modified to achieve a higher pump speed and capacity of approximately 600 gpm at 85 feet.
When the station was upgraded in 2006, a new 8-inch force main was also installed and the discharge location was
redirected to the 12-inch gravity sewer along Oak Hollow Drive. A bypass pump connection and a flow meter were
also installed on the newer force main. The City reports that the bypass pump connection, which is located within a
manhole, is inaccessible. The magnetic flow meter is operational and continuously monitors effluent wastewater flow.
An evaluation was conducted in 2018, which was a high-level condition assessment to establish station condition,
current output, and potential issues. The report suggested that the station is at capacity when comparing average
daily flow to the pump station's firm capacity. Furthermore, recent wet weather flow data and site visits performed
during such events suggest the pumps are undersized because the wet well water level approaches the top of wet
well even though both pumps are operating in parallel.
Wastewater from the Whites Mill force main is discharged to a gravity sewer on Oak Hollow Drive. This sewer is 12-
inch diameter and was constructed circa 1973. This gravity sewer then discharges into the La Salle Drive Siphon.
The La Salle Drive Siphon, which conveys wastewater across Oak Hollow Lake, discharges into the Lake Forest PS.
In 2018, the La Salle Drive Siphon was evaluated for capacity and improvements to reduce potential clogging. The
study recommended grinder installation and did not recommend any capacity improvements.
The City completed a Sanitary Sewer System Master Plan in 2019. This plan evaluated system capacity based upon
existing wastewater flows and projected future wastewater flows within 18-inch diameter sewers and larger and
associated pumping stations. The Master Plan did not, however, consider either the Whites Mill PS service area or
the Lake Forest PS service area as these smaller service areas did not meet the minimum sewer main size criteria.
Therefore, a hydraulic model is not available for either the Whites Mill PS or the Lake Forest PS service areas and no
recent gravity sewer flow meter data is available.
Dewberry INTRODUCTION 1

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FIG-1

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
SEWER CAPACITY ANALYSIS
General
The sewer capacity analysis identifies sewers/stations within the study limits that have limited capacity to convey
peak hourly flows. The North Carolina Department of Environmental Quality (NCDEQ) Minimum Design Criteria
(MDC) for Permitting of Gravity Sewers specifies that sewer capacities shall be designed for estimated ultimate
tributary population. Additionally, it states that the capability of the downstream sewers to accept future flow made
tributary to the collection system shall be evaluated. Accordingly, this analysis included evaluating the capacity at
Whites Mill Sewage PS, the pipe capacity within the gravity sewer between the Whites Mill Force Main discharge
manhole and the La Salle Drive Siphon and the capacity at the Lake Forest Sewage PS.
Methodology for Estimating Flows
Average daily and peak hourly wastewater flow was estimated by two methods.
Flow Meter Data Method. The first method involved review of existing flow data as recorded at each station. The
pumping stations collect flow data from an effluent magnetic flow meter on the station's force main. Therefore, it
monitors wastewater pumped by the station and may not accurately represent the influent flow. As such, this
approach is reasonable for collecting average daily flow data and peak hourly wet weather flow, unless the station's
capacity is exceeded. If the station's capacity is exceeded, the peak hourly flow rate recorded by the effluent flow
meter could be less than actual influent 'free flow' conditions.
2T/MDC Method. The second method involved a review of parcel data, water consumption data, flow criteria from
the NC 2T Rules (15A NCAC 02T .0114) and NCDEQ minimum design criteria. The 2T criteria and water
consumption data were used to establish average daily flow. The following 2T criteria were used:
• Residential homes were assumed to have 3 bedrooms based upon review of online sales information
around Oak Hollow Lake and generate 120 gallons per day per bedroom (gpd/BDR).
Schools were assumed to generate 15 gpd/student based upon online information about the schools having
cafeterias and gyms.
The peak hourly flows were estimated using the peaking factor formula provided in NCDEQ's MDC for the Permitting
of Pump Stations and Force Mains as shown below. Based upon census information for High Point, population
density was assumed to be 2.6 people per home.
PF = peaking factor
Qphf _ 18 + NF Qphf = peak hourly flow (gallons per day)
PF l d design daily (gallons per a
Qddf $ + V r" Qddf = g .y flow (gllp day)
P = service population (thousands)
Using these two methods, the collection system capacity was evaluated as follows:
1. Pumping station capacity was assessed by comparing the projected peak hourly flow to the station's current
firm capacity. The firm capacity was obtained from drawdown data provided by the City.
2. Gravity sewer capacity was assessed by comparing the calculated full -pipe capacity using the Manning
equation and data from existing record drawings to the projected peak hourly flow. Appendix A includes a
summary of these calculations by sewer section.
3. Siphon capacity was assessed by comparing the calculated capacity using the Hazen -Williams method to
Dewberry SEWER CAPACITY ANALYSIS 3

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
assess frictional losses and from the effective available pressure head between the outlet elevation and inlet
elevation of the siphon as shown on record drawings to the projected peak hourly flow. Appendix B
includes detailed calculations for the siphon system.
Capacity Evaluation
Whites Mill Sewage PS Sewer Capacity
'FAK HOIJP! Y FLOW FSTIMATF USING FI OW MFTFR DATA MFTHOD
The City provided hourly flow data for July 2021 and the daily flow data from August 24, 2018 through August 23,
2021. The minimum, average and peak flows gathered from this data are shown in the table below.
Peak Hourly Flow 534 gpm 07/19/2021, 11:31:12 AM
Average Daily Flow 172 gpm 8/24/2018 - 8/23/2021
Peak Daily Flow 463 gpm 02/06/2020
Furthermore, during the July 19, 2021 event, the station sustained a pumped flow rate of about 450-500 gpm
between about 8:30 AM and 10:30 AM. During this time the wet well was also flooded to 12 to 14 feet deep
indicating that the influent peak hourly flow is greater than the station's capacity/metered data and the system stored
the excess wastewater during this time. Additionally, the peak hourly flow occurred during July when the schools
were on summer break. Therefore, if an additional 96 gpm (3,680 students x 15 gpd/student x 2.5 peak factor /
1,440) is added to reflect flow when the schools are in session, the resulting estimated peak hourly flow during that
event is 630 gpm.
PEAK HOURLY FLOW ESTIMATE USING 2T/MDC METHOD
The Whites Mill Sewage PS service area consists primarily of residential properties as well as three schools. The
City reports that the pumping station's service area is essentially built -out and review of the GIS data indicates the
same. There are approximately 1,042 residential properties and 3,860 students at the Southwest Guilford
Elementary, Middle and High Schools according to NC Department of Public Instruction. The 2T Rules' minimum
sewage flow rates for design were used to calculate the average daily flow rates for each type of land use within the
service area. Peaking factors from NCDEQ MDCs were used to estimate peak hourly flow. The table below
summarizes these calculations.
Residential Properties 1,042 120 gpd / BDR 261 gpm 3.48 906 gpm
Student Population 3,680 15 gal / student 38 gpm 2.5 96 gpm
Total Tributary Flow - - 299 gpm 3.35 1,002 gpm
ff Dewberry SEWER CAPACITY ANALYSIS 4

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
GRAVITY SEWER CAPACITY IMMEDIATELY UPSTREAM OF WHITES MILL SEWAGE PS
While the Flow Meter Data Method suggests peak hourly flow in excess of 630 gpm and use of the 2T/MDC Method
estimates 1,002 gpm of peak hourly flow, a comparison of these flows to the existing influent sewer capacity at the
station was made to ascertain the system's ability to convey these higher flows. Furthermore, since flow meter data
was not available for the influent sewers, the peak hourly flows through these pipes were estimated using the
2T/MDC Method.
Two gravity flow sewers discharge to the station, one from the east and one from the west. These two sewers
converge to a single pipe about 30-feet upstream of the station's wet well. The service area from the east consists of
approximately 213 residential properties and flows to the station via an 8-inch gravity sewer that is parallel to the
station's access road. The service area from the west consists of approximately 829 residential properties and 3,860
students at the Southwest Guilford Elementary, Middle and High Schools and flows to the station via a 12-inch gravity
sewer. The following table summarizes estimated influent sewer capacity and the projected peak hourly flow through
the sewers based upon Appendix A — Gravity Sewer Capacity Calculations.
8-Inch Influent Sewer Capacity from East 704 gpm 185 gpm
12-inch Influent Sewer Capacity from West 427 gpm* 817 gpm
Combined Influent Capacity 1,069+ gpm** 1,002 gpm
The 8-inch gravity sewer pipes immediately upstream of the station and flowing from the east are flowing 16% to 30%
full based upon the Flow Meter Data Method and 24% to 5% full based upon the 2T/MDC Method. These gravity
sewer pipes appear to have adequate capacity.
The 12-inch gravity sewer pipes immediately upstream of the station and flowing from the west are flowing 76% to
82% full based upon the Flow Meter Data Method and 108% to 128% full based upon the 2T/MDC Method. Based
on this information, the influent sewers from the west may have some limited capacity.
The east and west pipes converge into an 8-inch gravity sewer that discharges into the wet well. This sewer is
undersized.
IDewberry SEWER CAPACITY ANALYSIS s

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
PROJECTED FIRM STATION CAPACITY
The below table summarizes the results of the capacity analysis.
Permitted Capacity per the City
City Drawdown Testing
Flow Meter Data Method
2T/MDC Method
Combined Full -Pipe Capacity of Influent Sewers
Based upon review of this table, the following observations are made:
310 gpm
410 gpm
534 gpm (630 gpm with schools)
1. The station's permitted capacity is less than the station's capacity.
1,002 gpm
1,069 gpm
2. The Flow Meter Data Method and 2T/MDC Method both indicate the station should have a firm capacity
greater than current 410 gpm.
3. Using 2T/MDC Method, the station's firm capacity should be at least 1,002 gpm, which results in a total
dynamic head condition of 125 feet via the existing 8-inch force main.
Receiving Sewer Capacity Analysis
The Whites Mill PS discharges wastewater through a force main to a gravity sewer that then flows to the La Salle
Drive Siphon. The capacity of this gravity sewer and siphon were analyzed to identify limited capacity.
GRAVITY SEWER PIPE CAPACITY (WHITES MILL PS TO LA SALLE DRIVE SIPHON)
The Whites Mill PS pumps wastewater through 2,500 linear feet of 8-inch force main and discharges into a 12-inch
gravity sewer a few hundred feet south of the Whites Mill Road and Oak Hollows Road intersection.
As indicated in Appendix A, there are approximately 309 residential connections to the gravity sewer between the
Whites Mill PS and the La Salle Drive Siphon. There is no metering data available immediately upstream of the
siphon and therefore, in order to estimate the flow from these additional connections through the gravity sewer to the
siphon, the Flow Meter Data Method and 2T/MDC Method were both used to make separate peak hourly flow
estimates per residential connection. This resulted in 0.51 gpm per connection using Flow Meter Data Method and
0.87 gpm per connection using the 2T/MDC Method (reference Appendix A).
Flow Meter Data Method 1,042 534 gpm 0.51 gpm
2T/MDC Method 1 0.87 gpm 0.87 gpm
10 Dewberry SEWER CAPACITY ANALYSIS 6

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Using as -built drawing data and the Manning equation, the full -pipe capacity of each sewer section was estimated.
This data can be found in Appendix A. Generally, the full -pipe capacity of the existing sewer ranges from
approximately 700 gpm to 1,300 gpm.
The 12-inch gravity sewer pipes upstream of the siphon are flowing 42% to 95% full based the Flow Meter Data
Method and 80% to 181 % full based on the 2T/MDC Method. These gravity sewer pipes appear to have adequate
capacity based on Flow Meter Data Method and are exceeding full -pipe capacity by up to 81 % based on the 2T/MDC
Method. In general, the remaining capacity is reduced the further it travels downstream towards the siphon. The
most downstream 4,250 linear feet of gravity sewer has the least capacity, especially after the point where flow from
approximately 114 additional residences discharges into the gravity sewer. The full -pipe capacity within this sewer
section is exceeded by an average of 51 % with a maximum of 81 % based on peak hourly flows using the 2T/MDC
Method.
Based upon these findings, the gravity sewer is undersized. Therefore, the receiving sewers should be either
upsized to accommodate the increased hydraulic loading or other alternatives considered that avoid upsizing the
sewers while still allowing the downstream siphon and Lake Forest PS to receive the flow.
I A GAI_I.F nR!%/F SIPHC)N SFWER CARArITY
The La Salle Drive Siphon is an inverted siphon that conveys sewer flows across Oak Hollow Lake to the Lake Forest
PS. The siphon inlet and outlet chambers are located approximately 630 feet apart. There are two siphon pipes
between the inlet and outlet chambers, a 6-inch and 8-inch ball and socket joint cast iron pipe laid across the
Iakebed. The siphon chambers were, however, designed for three pipes across the lake. According to the 2018
study, the 6-inch siphon tends to clog with debris.
To determine siphon capacity, the peak hourly flow must be estimated at the siphon and then compared against the
available capacity for the siphon. As indicated in Appendix A, the peak hourly flow at the siphon is estimated to be
approximately 789 gpm using the Flow Meter Data Method and 1,271 gpm using the 2T/MDC Method. See the table
below:
Whites Mill PS 629 gpm 1,002 gpm
Additional Connections
Estimated Flow at La Salle Drive Siphon
160 gpm 268 gpm
789 gpm 1,271 gpm
Using the invert elevations and pipe diameter for each siphon pipe, the capacity was determined by setting the
effective head to zero and solving for the flow variable. These calculations can be found in Appendix B. There is
about 12.5 ft of head available for the siphon piping and this corresponds to a flow of about 370 gpm for the 6-inch
siphon and about 790 gpm for the 8-inch siphon and a total of about 1,160 gpm combined.
6-inch Siphon Capacity
8-inch Siphon Capacity
Total Capacity of La Salle Drive Siphon
ff Dewberry
370 gpm
790 gpm
1,160 gpm
SEWER CAPACITY ANALYSIS 7

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Based upon review of this data, the following observations are made:
1. There is adequate capacity within the siphon when both siphon pipes are free of any clogs and the peak
hourly flow is 789 gpm based on metering data.
2. The siphon's capacity of 1,160 gpm is slightly below the peak hourly flow based upon the 2T/MDC Method
resulting in a capacity of 1,270 gpm.
3. If the 6-inch siphon is clogged, there is insufficient capacity for the peak hourly flow regardless of which flow
estimate method is used.
Based upon these findings and discussions with the City, addition of a third siphon pipe is recommended.
Lake Forest Sewage Pumping Station Sewer Capacity
The Lake Forest Sewage PS capacity was analyzed to identify limited capacity. This included evaluating the peak
hourly flow and firm station capacity. The peak hourly flow was determined using the provided metering data and
from the 2T/MDC rules.
This station is very similar in design to the Whites Mill PS. Both are dry -pit, wet -pit type stations using dry -prime,
suction -lift pumps. The pumps are also variable speed, which means that the pump's capacity is adjusted to match
influent flow.
PEAK HOURLY FLOW ESTIMATE BASED UPON FLOW METER DATA METHOD
The City provided metering data. Hourly flow data was provided for July 2021 and the daily flow data was provided
from August 24, 2018 through August 23, 2021. The minimum, average and peak flows gathered from this data are
shown in the table below.
Average Hourly Flow 200 gpm 8/24/2018-8/23/2021
(Influent/Effluent) 247 gpm
Peak Hourly Flow 664 gpm 07/19/2021, 09:30:14 AM
(Influent(Effluent) 1,547 gpm 07/02/2021, 03:18:43 PM
Average Daily Flow 233 gpm 8/24/2018-8/23/2021
Peak Daily Flow 832 gpm 05/21/2020
Based upon review of this data, the following observations are made:
The station has extended periods of time without continuous pumping. (i.e.: it remains idle for some time
between pump runs)
Each pump is rated for a higher flow rate than the project peak hourly influent flow rate.
As indicated in the table, an extreme wet weather event occurred in July 2021. Subsequent review of the wet
well levels during this time indicate that they ranged from 4 to 9 feet with an average level of 5.9 feet during the
month of July 2021. Therefore, this data suggests that the variable speeds pumps maintained pumping
ff Dewberry SEWER CAPACITY ANALYSIS 8

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
capacity that met influent flow conditions because no surcharging had occurred
PEAK HOURLY FLOW
The Lake Forest Sewage PS service area includes the Whites Mill PS basin plus additional residential and
commercial properties between the two stations. The La Salle Drive Siphon, which discharges wastewater to the
station from the west, serves the Whites Mill PS basin and a portion of the Lake Forest basin. There is also a 12-inch
gravity sewer to the east that conveys flow from additional residential and commercial properties. The 2T Rules for
minimum sewage flow rates for design were used to calculate the daily flow rates for each type of land use within the
service area. The peak hourly flow was determined as identified in Appendix A and summarized in the table below.
Residential Properties
Student Population
Commercial Properties
Total Tributary Flow
2,208 120 gpd / BDR 552 gpm 3.48 1,921 gpm
3,680 15 gal / student 38 gpm 2.5 96 gpm
30 82 gpm 2.5 205 gpm
PROJECTED FIRM STATION CAPACITY
The below table summarizes the results of the capacity analysis.
672 gpm - 2,222 gpm
Permitted Capacity
1,250 gpm
City Drawdown Testing
2,170 gpm
Metered Peak Hourly Wet Weather Effluent Flow
1,547 gpm
2T/MDC Method
2,222 gpm
Combined Full -Pipe Capacity of Influent Sewers
3,203 gpm
Based upon review of this data, the following observations are made:
The station's permitted capacity is less than the drawdown capacity.
That station's firm capacity is nearly identical to the projected capacity using the 2T/MDC Method suggesting
that a hydraulic upgrade of this station is not necessary.
The combined influent sewer capacity (East 1,134 gpm + West 2,070 gpm) is greater than the pumping
station capacity, which indicates that the existing sewers have sufficient capacity to convey the estimated
peak hourly influent flows.
It Dewberry SEWER CAPACITY ANALYSIS 9

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
ALTERNATIVES ANALYSIS
The alternatives analysis included evaluating different upgrade options for the Whites Mill PS, downstream receiving
sewers and the La Salle Drive Siphon.
Whites Mill Sewage Pumping Station Upgrades Alternatives Analysis
As discussed in greater detail in the Capacity Analysis Section, the pumps have insufficient capacity to meet the peak
hourly flow to the station. Therefore, three potential alternatives were evaluated to increase the station's firm capacity.
They are:
Alternative No. 1 — Construct a New Pumping Station
Alternative No. 2 — Convert Existing Wet Well to a Submersible Pumping Station
Alternative No. 3 — Install Larger Suction -lift Pumps
The three alternatives are described in greater detail below.
Alternative No. 1 — Construct a New Pumping Station
This alternative involves construction of a new wet well with submersible pumps, on the same parcel of land, and
within close proximity of the existing station thereby allowing abandonment of the existing wet well and dry -pit. Refer
to FIGURE z for site plan.
This alternative includes the following improvements:
Influent manholes and sewer to redirect flow to the new wet well
Wet well with 75 HP duplex submersible pumps with a capacity of 1,000 gpm at 125 feet total dynamic head
Valve vault with check valves and isolation valves
Emergency bypass connection to the force main
A short section of force main that connects to the existing 8-inch force main
1-ton jib crane to facilitate pump removal
Pump control panel, variable frequency drives (VFDs) and automatic transfer switch within the existing
electrical building
Outdoor, sound attenuated 200 kW diesel generator with a fuel tank sized for 48 hours of operation at 100%
load located away from the property line given the proximity of neighboring homes
480-volt, 300-amp electrical service and transformer
A service disconnect in an enclosed breaker located on the exterior building wall
A step-down transformer for 120-volt panelboard
Driveway extension to the proposed wet well
LED lighting and grounding ring installed
Air conditioning system to maintain a conditioned space for the variable frequency drives.
The new electrical installation will be compliant with the NEC and proper hazardous classifications under NFPA 820,
with electrical design to alleviate conduit seal off fittings on the pump submersible cable.
As indicated in Appendix C, the opinion of probable construction cost for this alternative is $1,900,000.
Dewberry ALTERNATIVES ANALYSIS 10

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Some advantages and disadvantages for this alternative are as shown in Table 11 below.
• Avoids long-term bypass pumping to 0 Longer construction duration
facilitate construction • Requires expansion of site
• Allows the existing station to remain in • Submersible pumps must be removed to
service until the new station is ready to be be visually inspected
placed into service
• Provides all new facilities instead of relying
on durability of rehabilitated structures
• Eliminates need for confined space entry to
service and maintain pumps
Alternative No. 2 — Convert Existing Wet Well to a Submersible Pumping Station
This alternative involves upgrading the existing station with the use of submersible pumps within the existing 8-foot
diameter wet well structure. Refer to FIGURE 3 for site plan.
This alternative includes the following improvements:
Demolish existing concrete fillets in the wet well to fit submersible pump bases
Install 75 HP submersible pumps with a capacity of 1,000 gpm at 125 feet total dynamic head
Reconstruct wet well top such that a suitably sized hatch can be provided to access the pumps
The existing suction pipe exiting through the side wall and into the pump chamber would be removed and the
hole patched and made watertight.
New cores would be required for each pump discharge leading to a new valve vault before connecting to the
existing 8-inch force main.
The interior surface of the wet well would be inspected and restored using an epoxy coating.
The existing dry -pit pump chamber would no longer be needed and can be abandoned -in -place by filling with
aggregate.
1-ton jib crane to facilitate pump removal
A new pump control panel, variable frequency drives (VFDs) and automatic transfer switch within the existing
electrical building
Outdoor, sound attenuated 200 kW diesel generator with a fuel tank sized for 48 hours of operation at 100%
load located away from the property line given the proximity of neighboring homes
480-volt, 300-amp electrical service and transformer
A service disconnect in an enclosed breaker located on the exterior building wall
A step-down transformer for 120-volt panelboard
Replace the influent sewer
As indicated in Appendix D, the opinion of probable construction cost for this alternative is $1,900,000.
ff Dewberry
ALTERNATIVES ANALYSIS 11
a

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Some advantages and disadvantages for this alternative are as shown in Table 12 below.
• No expansion of site required 0 Requires long-term bypass pumping to facilitate construction
• Shorter construction duration Submersible pumps must be removed to be visually
inspected
• Maximizes use of existing assets
• Relies on structural integrity of the existing wet well
Alternative No. 3 — Install Larger Suction -lift Pumps
This alternative involves installing larger self -priming, suction lift pumps within the existing dry -pit. Refer to FIGURE 4
for site plan. To achieve a capacity of 1,000 gpm at 125 feet, 75 HP high -head pumps (e.g.: Gorman -Rupp V-Series)
are necessary. These pumps are two -stage pumps with 76-inch height and a footprint of approximately 96-inches by
48-inches.
The existing dry -pit chamber is 120-inches in diameter and 96-inches tall. Given the height and footprint of the V-
Series pumps, they would not fit within the dry -pit chamber. Due to the physical limitations of fitting the larger, higher
capacity pumps within the existing dry -pit pump chamber and the need for confined space entry to observe the pumps
on a regular basis, Alternative 3 has been removed from further consideration. No opinion of probable cost has been
prepared for this alternative.
It Dewberry ALTERNATIVES ANALYSIS 12

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
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PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
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PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
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EMERGENCY BYPASS MH.
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PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Downstream Receiving Sewers Upgrade Alternative Analysis
Three alternatives were evaluated. They are:
Alternative A — Upsizing Gravity Sewer
Alternative B - New Force Main Along Lake
Alternative C - New Force Main Parallel to Existing Gravity Sewer
The following describes each alternative in greater detail.
Alternative A — Upsizing Gravity Sewer
This alternative involves upsizing the gravity sewer downstream of the Whites Mill PS from a 12-inch to 15-inch pipe to
increase the capacity. Refer to FIGURE s for plan. The existing route's surface cover varies with about 2,300 feet of
the 6,500 feet being within paved roadways and the remainder being cross country. It is assumed that the upsized
gravity sewer will be installed parallel to the existing sewer and then the existing sewer will be abandoned in -place after
the new gravity sewer is placed in service. The sewer piping would be installed via open -cut excavation.
As indicated in Appendix E, the opinion of probable construction cost for this alternative is $3,000,000.
The advantages and disadvantages for this alternative are as shown in Table 13 below.
• Increases sewer capacity 0 Higher construction cost
• New sewers are less susceptible to a Disruptive
infiltration/inflow
• Longer construction duration
• Potential adjacent utility damage
• Dewatering
Alternative B — New Force Main Along Lake
This alternative involves installing a new force main that follows along the lake extending from the Whites Mill PS until
reaching the La Salle Drive Siphon. Refer to FIGURE 6 for plan.
The new force main would be a 10-inch diameter, approximately 7,700 linear feet in length, with new combination air
relief / vacuum relief valves installed at the high points. With this route, the Whites Mill PS operating point would be
approximately 1,000 gpm at 120 feet of total dynamic head. This route will be primarily under non -paved surfaces
with approximate depth of cover of 3 feet. Horizontal directional drills (HDD) would provide a cost savings at a few
locations by reducing the total length of pipe installed. The remainder would be installed via open -cut excavation.
As indicated in Appendix F, the opinion of probable construction cost for this alternative is $2,100,000.
19 Dewberry ALTERNATIVES ANALYSIS 16

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
The advantages and disadvantages for this alternative are as shown in Table 14 below.
• The majority of pipe would be located on city -
owned property reducing the need for easements
• Avoids disruption to public roadways through
residential areas
• Avoids costly upsizing of gravity sewers
• Eliminates cost of paving restoration
• Reduces potential utility conflicts
• More extensive environmental permitting
• May need access easements to the force
main at certain locations
• Some force main sections may be
subaqueous (i.e.: HDD crossings)
• Air release valves in the backyards of the
homes around the lake may increase
potential odor complaints
Alternative C — New Force Main Parallel to Existing Gravity Sewer
This alternative involves installing a new force main that connects to the existing force main but then parallels the
route of existing gravity sewer within the roadway to the La Salle Drive Siphon. Refer to FIGURE 7 for plan.
The force main extension would be 10-inch diameter to reduce system pressure/pump horsepower while still
exceeding the 2 feet per second minimum velocity requirement. Additional combination air relief / vacuum relief
valves would be installed at the high points along the roadway. This route would be primarily under paved surfaces
with approximate depth of cover of 3 feet. The sewer piping would be installed via open -cut excavation.
As indicated in Appendix G, the opinion of probable construction cost for this alternative is $1,500,000.
The advantages and disadvantages for this alternative are as shown in Table 15 below.
• Avoids upsizing gravity sewers through
residential areas
• Less disruptive when compared to gravity
sewer installation
• Less pavement restoration from smaller
trench excavation
• Shorter construction duration
ff Dewberry
• Higher construction cost
• Potential adjacent utility damage
• Additional air release valves are necessary
and they'd be located in the road
increasing potential odor complaints
ALTERNATIVES ANALYSIS 17

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Dewber
Dewberry Engineers Inc.
2610WVCUFF ROAD
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Dewberry
Dewtx-rry Engineers Inf-
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Dewberry
Dewberry Engineers Inc.
2610 WYCI.IFF ROAD
SUITE 410
FIG-7

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
La Salle Drive Siphon
Improvements to the La Salle Drive Siphon were previously investigated in 2018 and the analysis recommended
installation of an open -channel grinder in a manhole upstream of the siphon inlet chamber, Given the increased
capacity needs, the below summarizes the proposed updated improvements.
This alternative includes the following improvements:
Open -channel grinder suitable for flows up 1,800 gpm within 5-foot precast concrete chamber
Upsize and adjust invert elevations for approximately 320 feet of gravity sewer immediately upstream of the
siphon inlet chamber to increase capacity to the siphon and compensate for headlosses from the grinder
1-ton jib crane to facilitate grinder removal
Third 8-inch siphon pipe across the lake using either ball and socket joint ductile iron or HDPE with anchor
weights
Clean existing 6-inch siphon pipe by sewer jetting and/or high -flow water flushing. If the siphon can also be
dewatered, CCTV inspection is proposed to observe interior wall condition. If it cannot be dewatered, sonar
inspection could be performed to confirm debris removal.
15-foot wide gravel access road to the La Salle Drive Siphon inlet chamber from La Salle Drive.
240/120V, single-phase, 100-amp electrical service from La Salle Drive to power grinder and provide
telemetry
Service entrance rated panelboard
Electrical equipment rack
Easements are anticipated for construction of the gravel driveway. As indicated in Appendix H, the opinion of
probable construction cost for this alternative is $800,000.
Open Channel Grinder Assembly
The open -channel grinder will assist with shredding solids, debris and grease to reduce the likelihood of clogging within
the siphon. The Muffin Monster Model 30005-032 as manufactured by JWC Environmental is an open -channel grinder
that is suitable for flows up to 1,800 gpm. The grinder is equipped with a 32" cutter stack using 11-tooth cam cutters. It
is paired with a 5 HP immersible motor and 304 stainless steel lifting bail, frame, guide rails and associated components.
HYDRAULICS
The expected headloss though the grinder is about 13 inches. The grinder is proposed to be installed between MH #2
and MH #3 and this section of gravity sewer is also within the limits required to be upsized from a 12-inch to a 15-inch
diameter pipe. During peak hourly flow, the existing 12-inch sewer is flowing full and exceeding its capacity and the
upsized 15-inch gravity sewer would flow about 55% full. The slope between MH #2 and MH #3 is about 0.62% and
the inverts can be adjusted to overcome the added headloss from the new grinder.
Siphon Piping
A third siphon pipe would provide additional capacity for the siphon. The existing 6-inch and 8-inch siphon pipes
were installed along the lakebed with ball and socket joints. Ball and socket joint pipe is recommended for the third
siphon pipe. The pipe would be epoxy lined to extend its service life.
Access Road
Currently, the site is only accessible by foot or small all -terrain vehicle. Installation of a 15-foot wide gravel access
road from La Salle Drive to the siphon influent box would allow vehicle access to the new grinder and existing siphon
influent box to perform regular maintenance. The lot at 3902 La Salle Drive is an empty lot and an access road
across this lot to the City -owned lake parcel is proposed.
IDewberry ALTERNATIVES ANALYSIS 21

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
15' WIDE GRAVEL ACCESS ROAD
(ALTERNATIVE LOCATION)
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L!.!•Oq'

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
RECOMMENDATIONS
Preliminary Project Design
Based on the alternative analysis and discussions with City staff, the recommended improvements are as described
below. Refer to FIGURE 9 for the recommended improvements plan.
Whites Mill Sewage Pumping Station
Alternative No. 1 — Construct a New Pumping Station is recommended for the following reasons:
Results in a new station at the same cost as upgrading the existing station
Risk of long-term bypass pumping failures during construction is eliminated
Avoids risk of modifying existing concrete wet well
The PS would use submersible pumps within a newly installed 10-foot diameter wet well. The firm station capacity
would be 1,000 gpm.
Downstream Receiving Sewers
Alternative C — New Force Main Parallel to Existing Gravity Sewer is recommended for the following reasons:
Avoids costly replacement of the existing sanitary sewer
Lower construction cost
The force main extension would be 10-inches in diameter with consideration of odor control valves on air release
valves.
La Salle Drive Siphon
The following La Salle Drive Siphon improvements are recommended:
Install a new grinder upstream of the siphon inlet chamber
Add a third siphon pipe across Oak Hollow Lake
Construct a new access road from La Salle Drive to the siphon inlet chamber
Clean and inspect the 6-inch siphon pipe, which has a history of clogging.
Lake Forest Pumping Station
While no hydraulic improvements appear necessary, this station should be re -permitted for the projected higher
influent flow/firm station capacity to accommodate increased flows from Whites Mill PS.
9 Dewberry RECOMMENDATIONS 23

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Dewberry
Dewberry Engineers Inc.
2610 YOULIFF ROAD
FIG-9

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Construction Schedule
A schedule has been prepared that identifies major milestones and an estimated project completion date for
upgrades to the Whites Mill PS, downstream receiving sewers, and La Salle Drive Siphon improvements.
The project phase durations are:
Design Phase — January 2022 to June 2022
Permitting Phase — June 2022 to September 2022
Easement Acquisition Phase — May 2022 to October 2022
Bid and Award Phase — October 2022 to December 2022
Construction Phase — January 2023 to March 2024.
Required Permits
A list of anticipated permitting requirements for upgrading the Whites Mill PS, downstream receiving sewers and the
La Salle Drive Siphon are as follows:
NCDEQ Fast -Track Sewer Permit
NCDEQ Division of Energy, Mineral and Land Resources Erosion and Sedimentation Control Plan Approval
North Carolina Division of Water Resources (DWR), 401 Water Quality Certifications (WQC)
Opinion of Probable Construction Cost
The total opinion of probable construction cost (OPCC) is $4,400,000, including a 30% contingency. The OPCC is
based on the recommendations and figures developed for this PER. See Table 16 below for overall OPCC for each
of the project areas.
Whites Mill PS Upgrade $ 2,100,000 $1,700,000 $ 2,500,000
Force Main Extension $1,500,000 $1,200,000 $1,800,000
La Salle Drive Siphon Improvements $ 800,000 $ 600,000 $ 1,000,000
Total Construction Cost $ 4,400,000 $3,500,000 $ 5,300,000
*The Association for the Advancement Cost Engineering (AACE) low and high values represent a 20%t accuracy.
0 Dewberry RECOMMENDATIONS 25

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Appendices
It Dewberry RECOMMENDATIONS 26

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Appendix A
Gravity Sewer Capacity Calculations
'•. Dewberry RECOMMENDATIONS 27

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX A
GRAVITY SEWER CAPACITY CALCULATIONS
Sewer Slope & Caoacity Calculations usine 2T Rules for Flow Rate
6
=
STA
Rim
In
Out
MH drop
Depth
Length
Slope
Pipe Dia
Full Pipe Flow
Aggregate of Flow
Remaining Capacity
O.
a o
LL LL
to
C 0
E "
y G
O.
N
p 0
LL
O C 3 C
a: U
N
O
)
N C
C
COU
w
it w
3
to
N
v 0
a, E a
C
C
U U
Street
Notes
EAST TO WHITES MILL
1.43 9.15
-131.58 1.70%
8.00 in
8.00 in 709 gpm 1.02 mgd
185 gpm
0 0 Tecumseh @Access Rd
HP18524, updated with survey data __.
HP17305, updated with survey data
7
10+02.75
816.30
808.58E�8
7.15
185 gpm
0.27 mgd
213
6
8+71.17
811.73
804.914.88
0.03
6.85
185 gpm
0.27 mgd
524 gpm
0.75 mgd
26%
74%
0 gpm
0
0
0
Access Rd
5
7+25.42
808.86
801.95
801.61
0.34
7.25
-145.75
2.01%
8.00 in
771 gpm
1.11 mgd
185 gpm
0.27 mgd
586 gpm
0.84 mgd
24%
76%
0 gpm
0
0
0
Access Rd
HP23577, updated with survey data
4
5+57.42
812.36
800.73
800.71
0.02
11.65
-168.00
0.52%
8.00 in
394 gpm
0.57 mgd
185 gpm
0.27 mgd
208 gpm
0.30 mgd
47%
53%
0 gpm
0
0
0
Access Rd
HP22312, updated with survey data
3
2+99.17
808.58
799.58
799.54
0.04
9.04
-258.25
0.44%
8.00 in
360 gpm
0.52 mgd
185 gpm
0.27 mgd
174 gpm 0.25 mgd
284 gpm 0.41 mgd
52%
48%
0 gpm
0
0
0
Access Rd
HP25745, updated with survey data
2
1+26.00
806.14
798.25
798.34
-0.09
7.80
-173.17
0.74%
8.00 in
469 gpm
0.68 mgd
185 gpm
0.27 mgd
39%
61%
0 gpm
0
0
0
Access Rd
HP19181, updated with survey data
1
+27.00
809.85
797.87
797.07
0.80
12.78
-99.00
0.47%
8.00 in
375 gpm
0.54 mgd
185 gpm
0.27 mgd
189 gpm
0.27 mgd 49%
51%
0 gpm
0
0
0
Access Rd
HP10528, updated with survey data
1 817 gpm
WEST TO WHITES MILL
18
52+96.83
818.00
804.08
13.92
1 12.00 in
817 gpm
1.18 mgd
8291
3680
0
3 schools +829 residental connections (1042-213=829)
17
50+48.83
810.00
803.53
803.53
0.00
6.47
-248.00
0.22%
12.00 in
755 gpm
1.09 mgd
817 gpm
1.18 mgd
-62 gpm
-0.09 mgd
108%
-8%
0 gpm
0
0
0
16
48+89.92
808.75
803.18
803.18
0.00
5.57
-158.91
0.22%
12.00 in
752 gpm
1.08 mgd
817 gpm
1.18 mgd
-65 gpm
-0.09 mgd
109%
-9%
0 gpm
0
0
0
15
47+01.00
814.00
802.761
802.76
0.00
11.24
-188.92
0.22%
12.00 in
756 gpm
1.09 mgd
817 gpm
1.18 mgd
-61 gpm
-0.09 mgd
108%
-8%
0 gpm
0
0
0
14
44+72.43
806.50
802.261
802.26
0.00
4.24
-228.57
0.22%
12.00 in
750 gpm
1.08 mgd
817 gpm
1.18 mgd
-67 gpm
-0.10 mgd
109%
-9%
0 gpm
0
0
0
13
42+72.80
807.90
801.82
801.82
0.00
6.08
-199.63
0.22%
12.00 in
753 gpm
1.08 mgd
817 gpm
1.18 mgd
-64 gpm
-0.09 mgd
109%
-9%
0 gpm
0
0
0
12
41+41.99
812.80
801.53
801.53
0.00
11.27
-130.81
0.22%
12.00 in
755 gpm
1.09 mgd
817 gpm
1.18 mgd
-62 gpm
-0.09 mgd
108%
-8%
0 gpm
01
0
0
11
39+47.13
809.10
801.10
801.10
0.00
8.00
-194.86
0.22%
12.00 in
753 gpm
1.08 mgd
817 gpm
1.18 mgd
-64 gpm
-0.09 mgd
108%
-8%
0 gpm
0
0
0
10
37+15.50
808.50
800.59
800.59
0.00
7.91
-231.63
0.22%
12.00 in
752 gpm
1.08 mgd
817 gpm
1.18 mgd
-65 gpm
-0.09 mgd
109%
-9%
0 gpm
0
0
0
9
35+02.58
808.80
800.12
800.12
0.00
8.68
-212.92
0.22%
12.00 in
753 gpm
1.08 mgd
817 gpm
1.18 mgd
-64 gpm
-0.09 mgd
108%
-8%
0 gpm
0
0
0
8
32+82.18
808.10
799.64
799.64
0.00
8.46
-220.40
0.22%
12.00 in
748 gpm
1.08 mgd
817 gpm
1.18 mgd
-69 gpm
-0.10 mgd
109%
-9%
0 gpm
0
0
0
7
31+14.33
808.60
799.27
799.27
0.00
9.33
-167.85
0.22%
12.00 in
753 gpm
1.08 mgd
817 gpm
1.18 mgd
-64 gpm
-0.09 mgd
109%
-9%
0 gpm
0
0
0
6
28+14.65
809.20
798.61
798.61
0.00
10.59
-299.68
0.22%
12.00 in
752 gpm
1.08 mgd
817 gpm
1.18 mgd
-65 gpm
-0.09 mgd 109% -9%
-0.09 mgd, 108% -8%
-0.09 mgd 109% -9%
-0.23 mgd I -25%
0 gpm
01
0
0
5
26+70.34
813.80
798.29
798.29
0.00
15.51
-144.31
0.22%
12.00 in
755 gpm
1.09 mgd
817 gpm
1.18 mgd
-62 gpm
0 gpm
0
0
0
4
24+15.57
816.30
797.73
797.73
0.00
18.57
-254.77
0.22%
12.00 in
752 gpm
1.08 mgd
817 gpm
1.18 mgd
-65 gpm
0 gpm
0
0
0
3
22+71.75
809.37
797.97
797.92
0.05
11.45
-143.82
-0.17%
12.00 in
655 gpm
0.94 mgd
817 gpm
1.18 mgd
-162 gpm
0 gpm
0
0
0
HP21335, updated with survey data
2
20+08.44
811.54
797.44
797.31
0.13
14.23
-263.31
0.18%
12.00 in
684 gpm
0.99 mgd
817 gpm
1.18 mgd
-133 gpm
-0.19 mgd 119%
-19%
0 gpm
0
0
0
HP23660, updated with survey data
1
18+19.44
808.62
797.01
797.07
-0.061
11.55
-189.00
0.16%
12.00 in
639 gpm
0.92 mgd
817 gpm
1.18 mgd
-178 gpm
-0.26 mgd 128%
-28%
0 gpm
0
0
0
HP30528, updated with survey data
LAST MH TO WHITES MILL Wet Well (COMBINES EAST & WEST FLOWS FROM ABOVE)
Flow is from East and West Calculated Above
1
+27.00
809.85
795.12
797.07
-1.95
12.78
1,002 gpm
1 1.44 mgd
1,002 gpm
1042
3680
0
Access Rd
HP10528, updated with survey data
0
+00.00
811.34
796.95
811.34
-27.00
0.44%
12.00 in
1,0699pml
1.54 mgd
1,002 gpm
1.44 mgd
66gpml
0.10 mgd
94%
6%
1 0 gpm
0
01
0
Access Rd
WW: updated with survey data; Per x11-8 Invin=790; Bot=783;
Dewberry APPENDICES 28

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX A
GRAVITY SEWER CAPACITY CALCULATIONS
Sewer Slope & Capacity Calculatinns usine 2T Rules for Flow Rate
O
Rim
In
Out
MH drop
Depth
6.481
Length
Slope
3.96%
0.20%
Pipe Dia
Full Pipe Flow
Aggregate of Flow
Remaining Capacity
a
o
94%
OG
E 3
S O
M a:STA
E
2' a
N � IA
E c M a
0 0 V O
`� a, ) a
o c y c
" uo IOJ
1,002 gpm 1042
15 gpmI 17
3 gpm 4
W
St _,
v
°o Y
LAU
3680
0
0
� N
c
O
E w
E c
61
0
0
0
Street
Notes
Connections set equal to Total Effluent from White's Mill PS above
EFFLUENT FROM WHITES MILL to LA SALLE DRIVE SIPHON
1,002 gpm
1.44 mgd
6%
30
6+86.001
844.40
837.92
8.00 in
12.00 in
1,082 gpm
725 gpm
819 gpm
1,017 gpm
1.46 mgd
Oak Hollow Or
oak Hollow Or
Gravity Asbuilts show 8", 2006 FM records show as 12"; Need to confirm 12"
29
5+24.001
837.00
831.50
830.28
1.22
6.72
-162.00
1.56 mgd" 1,021 gpm
1.04 mgd; 1,028 gpm
1.18 mgd' 1,044 gpm
1.47 mgd
62 gpm
0.09 mgd
28
3+87.001
836.20
830.00
830.00
0.00
6.20
-1-37.00
1.48 mgd
-304 gpm
-0.44 mgd
142%
-42%
8 gpm
9
0
O
Oak Hollow Or
27
+00.001
842.20
828.99
828.38
0.61
13.82
-387.00
0.26%
12.00 in
1.50 mgd
-225 gpm
-0.32 mgd
127%
-27%
16 gpm
18
0
0
Oak Hollow Or
Stationing Changes at SSMH: Sta 0+00 U/P = Sta 26+32.13 D/S
26A
25+75.13
838.00
828.24
827.991
0.25
10.01
-57.00
0.25%
12.00 inj
795 gpm
1.14 mgd
1,044 gpm
1.50 mgd
-250 gpm
-0.36 mgd
131%
-31%
1 0 gpm
0
0
0
X-Country
26B
24+64.63
831.20
827.25
827.25
0.00
3.95
-110.50
0.67%
12.00 in
1,312 gpm
1.89 mgd
1,044 gpm
1.50 mgd
268 gpm
0.39 mgd
80%
20%
0 gpm
0
01
0
x-Country
Slope is labeled 0.50% in profile but based on stationing & inverts it is not
26C
22+84.63
835.00
826.34
826.34
0.00
8.66
-180.00
0.51%
12.00 in
1,140 gpm
1.64 mgd
1,044 gpm
1.50 mgd
96 gpm
0.14 mgd
92%
8%
0 gpm
0
0
0
x-country
26
20+96.71
838.90
825.40
825,40
0.00
13.50
-187.92
0.50%
12.00 in
1,134 gpm
1.63 mgd
1,050 gpm
1.51 mgd
84 gpm
0.12 mgd
93%
7%
6 gpm
7
0
0
Dantzler Ct
• dantzler court to oak hollow IV 43-59 pg 11
25
18+09.69
829.20
823.84
823.84
0.00
5.36
-287.02
0.54%
12.00 in
1,182 gpm
1.70 mgd
1,054 gpm
1.52 mgd
128 gpm
0.18 mgd
89%
11%
3 gpm
4
0
0
Dantzler Ct @ Dantzler Rd
24
15+69.99
832.50
823.24
823.24
0.00
9.26
-239.70
0.25%
12.00 in
802 gpm
1.15 mgd
1,059 gpm
1.52 mgd
-257 gpm
-0.37 mgd
132%
-32%
5 gpm
6
0
0
Dantzler Rd
23
11+70.22
836.20
822.24
822.24
0.00
13.96
-399.77
0.25%
12.00 in
802 gpm
1.15 mgd
1,067 gpm
1.54 mgd
-265 gpm
-0.38 mgd
1 133%
-33%1
8 gpm
9
0
0
Dantzler Rd @ La Vera St
22
9+65.22
833.00
821.72
821.72
0.00
11.28
-205.00
0.25%
12.00 in
807 gpm
1.16 mgd
1,072 gpm
1.54 mgd
-264 gpm
-0.38 mgd
133%
-33%
5 gpm
6
01
0
La Vera St @ San Fernando Dr
21
8+51.03
840,00
821.44
821.44
0.001
18.56
-114.19
0.25%
12.00 in
794 gpm
1.14 mgd
1,073 gpm
1.54 mgd
-279 gpm
-0.40 mgd
135%
-35%
1 gpm
1
0
0
San Fernando Dr
IV-41
20
6+91.68
848.50
821.04
821.04
0.00
27.46
-159.35
0.25%
12.00 in
803 gpm
1.16 mgd
1,075 gpm
1.55 mgd
-272 gpm
-0.39 mgd
134%
-34%
3 gpm
3
0
0
San Fernando Or
IV-41
19
4+35.651
840.50
820.40
820.40
0.00
20.10
-256.03
0.25%
12.00 in
802 gpm
1.15 mgd
1,075 gpm
1.55 mgd
-274 gpm
-0.39 mgd
134%
-34%
0 gpm
0
0
0
x-country
IV-41
18
2+04.35
825.00
819.541
819.54
0.00
0.40
0.00
0.00
5.46
4.55
7.76
-231.30
0.37%
12.00 in
978 gpm
1.41 mgd
1,076 gpm
1.55 mgd
-99 gpm
-0.14 mgd
110%
-10%
1 gpm
1
0
0
x-country
Iv-41
17
+00.00
822.50
818.35
817.951
-204.35
0.58%
12.00 in
1,223 gpm
1.76 mgd
1,175 gpm
1.69 mgd
48 gpm
0.07 mgd
96%
4%
99 gpm
114
0
0
x-country
IV-37, IV-41,Stationing Changes at SSMH: Sta 0+00 U/P = Sta 9+38.42 D/S
16
5+36.07
824.50
816.74
816.741
-402.35
0.30%
12.00 in
879 gpm
1.27 mgd
111 .26 mgd'
1.26 mgd'
1,175 gpm
1.69 mgd
-296 gpm
-0.43 mgd
134%
-34%
0 gpm
01
0
0
x-country
Iv-37
15
1+97.97
828.00
815.73
815.731
12.27
-338.10
0.30%
12.00 in
876 gpm
1,175 gpm
1.69 mgd
-299 gpm
-0.43 mgd
134%
-34%
0 gpm
0
0
0
X-Country
IV-37
14
+00.00
828.60
815.14
815.14
0.00
13.46
-197.97
0.30%
12.00 in
875 gpm
1,209 gpm
1.74 mgd
-334 gpm
-0.48 mgd
138%
-38%
34 gpm
39
0
0
La Vista Or @ Ponce De Leon Dr
IV-37,IV-59; Stationing Changes at SSMH: Sta 0+00 U/P = Sta 9+38.00 D/S
13
6+85.001
828.70
814.52
814.52
0.00
14.18
-253.00
0.25%
12.00 inj
794 gpm
1.14 mgd
1,215 gpm
1.75 mgd
-422 gpm
-0.61 mgd
153%
-53%
6 gpm
7
0
0
Ponce De Leon Dr
IV-59
12
3+30.00
832.00
813.65
813.65
0.00
18.35
-355.00
0.25%
12.00 in
794 gpm
1.14 mgd
1,219 gpm
1.75 mgd
-425 gpm
-0.61 mgd
154%
-54%
3 gpm
4
0
0
Ponce De Leon Dr
IV-59
11
+00.00
832.83
812.84
812.84
0.00
19.99
-330.00
0.25%
12.00 in
794 gpm
1.14 mgd
1,235 gpm
1.78 mgd
-441 gpm
1 -0.64 mgd
156%
-56%
17 gpm
19
0
O
Ponce De Leon Dr @ Oak Hollow Or
Stationing Changes at SSMH: Sta 0+00 U/P = Sta 32+86.60 D/S
10
30+52.12
814.50
811.97
811.971
0.00
2.53
-234.48
0.37%
12.00 in
977 gpm
1.41 mgd
1,235 gpm
1.78 mgd
-259 gpm
-0.37 mgd
127%
-27%
0 gpm
0
0
0
x-country
IV-36
9
29+50.79
813.00
811.74
811.74
0.00
1.26
-101.33
0.23%
12.00 in
764 gpm
1.10 mgd
1,235 gpm
1.78 mgd
-472 gpm
-0.68 mgd
162%
-62%
0 gpm
0
0
0
x-country
IV-36
8
26+00.63
817.00
810.97
810.97
0.00
6.03
-350.16
0.22%
12.00 in
752 gpm
1.08 mgd
1,235 gpm
1.78 mgd
-484 gpm
-0.70 mgd
164%
-64%
0 gpm
0
0
0
x-country
IV-36
7
23+37.23
814.50
810.49
810.49
0.00
4.01
-263.40
0.18%
12.00 in
684 gpm
0.99 mgd
1,235 gpm
1.78 mgd
-551 gpm
-0.79 mgd
181%
-81%
0 gpm
0
0
0
x-Country
IV-36
6
21+29.28
813.50
810.03
810.03
0.00
3.47
-207.95
0.22%
12.00 in
754 gpm
1.09 mgd
1,235 gpm
1.78 mgd
-481 gpm
-0.69 mgd
164%
-64%
0 gpm
0
0
0
x-country
IV-36
5
18+42.73
813.50
809.24
809.24
0.00
4.26
-286.55
0.28%
12.00 in
842 gpm
1.21 mgd
1,235 gpm
1.78 mgd
-394 gpm
-0.57 mgd
147%
47%
0 gpm
01
0
0
x-country
4
14+84.68
814.50
808.34
807.00
1.34
7.50
-358.05
0.25%
12.00 in
804 gpm
1.16 mgd
1,252 gpm
1.80 mgd
-448 gpm
-0.65 mgd
156%
-56%
17 gpm
191
0
0
x-country
3
12+30.05
808.00
805.43
805.43
0.00
2.57
-254.63
0.62%
12.00 in
1,259 gpm
1.81 mgd
1,271 gpm
1.83 mgd
-12 gpm
-0.02 mgd
101%
-1%
19 gpm
22
0
0
x-country
2
10+00.00
807.00
804.00
804.00
0.00
3.00
-230.05
0.62%
12.00 inj
1,264 gpm
1.82 mgd
1,271 gpm
1.83 mgd
-7 gpm
-0.01 mgd
101%
-1%
0 gpm
0
0
0
x-country
1
9+10.00
807.30
801.24
801.00
0.24
6.30
-90.00
3.07%
12.00 in
2,807 gpm
4.04 mgd
1,271 gpm
1.83 mgd
1,536 gpm
2.21 mgd
45%
55%
0 gpm
0
0
0
x-Country
La Salle Siphon Influent Box
0
2+81.75
810.00
787.80
787.80
0.00
22.20
-628.25
1,271 gpm
1.83 mgd
0
0
0
La Salle Siphon Effluent Box
WEST TO LAKE FOREST (SIPHON FLOW)
2
2+81.75
810.00
787.80
787.80
0.00
22.20
281.75
1,271 gpm
1.83 mgd
1,271 gpm
1351
3680
0
Lake Forest Access Rd
Equals Total Connections from Siphon Calculated Above
1
2+69.75
810.00
788.00
788.00
0.00
22.00
-12.00
-1.67%
12.00 in
2,070 gpm
2.98 mgd
1,271 gpm
1.83 mgd
799 gpm
1.15 mgd
61%
39%
0
0
0
Lake Forest Access Rd
No invert out listed in record, assuming equals inv in from siphon 788.00
EAST TO LAKE FOREST (NON -SIPHON FLOW)
1.37 mgd
1.37 mgd 183 gpm 0.26 mgd
2
1+74.00
810.00
801.371
801.27
0.10
8.73
174.00
951 gpm
951 gpm
857
0
30
Lake Forest Access Rd
857 Residential Connections, 57 Commercial Properties
1
_+00.001
810.00
800.401
788.00
12.40
22.00
-174.00
0.50%
12.00 in
1,134 gpm
1.63 mgd
951 gpm
84%
16%
0
0
0
Lake Forest Access Rd
No invert out listed in record, assuming equals inv in from siphon 788.00
TO LAKE FOREST (COMBINED EST & WEST FLOWS)
22.00 25.00
810.80 25.00 1.20%
2,222 gpm
3.20 mgd
2,222 gpm
2208
3680
30
Lake Forest PS
Equals Connections from East and West Calculated Above
1 1 +25.001
810.001
788.001
788.001
0.001
36.00 r. 32,877 gpm
0 +00.00
810.80
787.70
787.70
47.33 mgd
2,222 gpm
3.20 mgd
30,655 gpm
44.13 mgd
7%
93%
0
0
0
Lake Forest PS
Lake Forest Wet Well, bot = 783, pump off 785, HWLA=787.7, top 810.8
Residential Peaking Factor F 3.48 Residential Flow Per Connection: ; 0E6.8333333:gpm/connection
86991181gpm/connection of peak hourly flow
Schools Peaking Factor 2.5 School Flow Per Student:gpm/connection of peak hourly flow
Commerical Flow Per Connection: of peak hourly flow
Manning n =
Dewberry APPENDICES 29

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX A
GRAVITY SEWER CAPACITY CALCULATIONS
Sewer Slope & Capacity Calculations using Metering Data for Flow Rate
o
=
STA
Rim
In
Out
MH drop
Depth
Length
Slope
Pipe Dia
Full Pipe Flow
Aggregate of Flow
Remaining Capacity
a
c
C
�� 3
o
E a
o a
C
E o
o .
; c
,° c
f0 C
o
c
cc c
C N
a
o
o
c v+
f0
C
o
E
E
o 0
Street
Notes
EAST TO WHITES MILL
807.15 1.43 9.15
8.00 in 109 gpm
8.00 in 709 gpm 1.02 mgd 109 gpm
6D0 gpm 0.86 mgd 15%
Tecumseh @Access Rd HP18524, updated with survey data
Access Rd HP17305, updated with survey data
Access Rd HP23577, updated with survey data
7
10+02.75
816.30
808.58
0.16 mgd
109 gpm
213
0
0
6
8+71.17
811.73
804.91
804.88
0.03
6.85
-131.58
1.7D%
0.16 mgd
85%
0 gpm
0
0
0
5
7+25.42
808.86
801.95
801.61
0.34
7.25
-145.75
2.01%
8.00 in
771 gpm 1
1.11 mgd
109 gpm
0.16 mgd
662 gpm
0.95 mgd
14%
86%
0 gpm
0
0
0
4
5+57.42
812.36
800.73
800.71
0.02
11.65
-168.00
0.52%
8.00 in
394gpml
0.57 mgd
109 gpm
0.16 mgd
284 gpm
0.41 mgd
28%
72%
0 gpm
0
0
0
Access Rd
HP22312, updated with survey data
3
2+99.17
808.58
799.58
799.54
0.04
9.134
-258.25
0.44%
8.00 in
360 gpm
0.52 mgd
109gpml
0.16 mgd
250 gpm
0.36 mgd
30%
70% 1
0 gpm
0
0
0
Access Rd
HP25745, updated with survey data
2
1+26.00
806.14
798.25
798.34
-0.09
7.80
-173.17
0.74%
8.00 in
469 gpm
0.68 mgd
109 gpm
0.16 mgd
360 gpm
0.52 mgd
23%
77%
0 gpm
0
0
0
Access Rd
HP19181, updated with survey data
1
+27.00
809.85
797.87
797.07
0.80
12.78
-99.00
0.47%
8.00 in
375 gpm
0.54 mgd
109 gpm
0.16 mgd
265 gpm
0.38 mgd
29%
71%
0 gpm
0
0
0
Access Rd
HP10528, updated with survey data
WEST TO WHITES MILL
18
52+96.83
818.00
804.08
13.92
12.00 in
521 gpm
0.75 mgd
521 gpm
829
3680
0
3 schools + 829 residental connections (1042-213=829)
17
50+48.83
810.00
803.53
803.53
0.00
6.47
-248.00
0.22%
12.00 in
0 gpm
0.00 mgd
521gpml
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
01
0
16
48+89.92
808.75
803.18
803.18
0.00
5.57
-158.91
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
0
0
15
47+01.00
814.00
802.76
802.76
0.00
11.24
-188.92
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
0
0
14
44+72.43
806.50
802.26
802.26
0.00
4.24
-228.57
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
0
0
13
42+72.80
807.90
801.82
801.82
0.00
6.08
-199.63
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
0
0
12
41+41.99
812.80
801.53
801.53
0.00
11.27
-130.81
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
01
0
0
11
39+47.13
809.10
801.10
801.10
0.00
8.00
-194.86
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
0
0
10
37+15.50
808.50
800.59
800.59
0.00
7.91
-231.63
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
0
0
9
35+02.58
808.80
800.12
800.12
0.00
8.68
-212.92
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
0
0
8
32+82.18
808.10
799.64
799.64
0.00
8.46
-220.40
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
0
0
7
31+14.33
808.60
799.27
799.27
0.00
9.33
-167.85
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
0
0
6
28+14.65
809.20
798.61
798.61
0.00
10.59
-299.68
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
0
0
5
26+70.34
813.80
798.29
798.29
0.00
15.51
-144.31
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
0
0
4
24+15.57
816.30
797.73
797.73
0.00
18.57
-254.77
0.22%
12.00 in
0 gpm
0.00 mgd
521 gpm
0.75 mgd
-521 gpm
-0.75 mgd
0 gpm
0
0
0
3
22+71.75
809.37
797.97
797.92
0.05
11.45
-143.82
-0.17%
12.00 in
655 gpm
0.94 mgd
521 gpm
0.75 mgd
133 gpm
0.19 mgd
80%
20%
0 gpm
0
0
0
HP21335, updated with survey data
2
20+08.44
811.54
797.44
797.31
0.13
14.23
-263.311
0.18%
12.00 in
684 gpm
0.99 mgd
521 gpm
0.75 mgd
163 gpm
0.23 mgd
76%
24%
0 gpm
0
0
0
HP23660, updated with survey data
1
18+19.44
808.62
797.01
797.07
-0.06
11.55
-189.00
0.16%
12.00 in
639 gpm
0.92 mgd
521 gpm
0.75 mgd
117 gpm
0.17 mgd
82%
18%
0 gpm
0
0
0
HP10528, updated with survey data
LAST MH TO WHITES MILL Wet Well (COMBINES EAST & WEST FLOWS FROM ABOVE)
Flow is from East and West Calculated Above
1
+27.00
809.85
795.12
797.07
-1.95
12.78
631 gpm
0.91 mgd
631 gpm
1042
3680
0
Access Rd
HP10528, updated with survey data
0
+00.00
811.34
796.95
796.95
811.34
-27.00
0.44%
12.00 in
1,069 gpm
1.54 mgd
631 gpm
0.91 mgd
438 gpm
0.63 mgd
59%
41%
0 gpm
0
0
0
Access Rd
WW: Updated with survey data; Per XII-8 Invin=790; Bot=783;
Dewberry APPENDICES 30

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX A
GRAVITY SEWER CAPACITY CALCULATIONS
Sewer Slope & Capacity Calculations using Metering Data for Flow Rate
=
C
STA
Rim
In
Out
MH drop
Depth
Length Slope
Pipe Dia
Full Pipe Flow
Aggregate of Flow
Remaining Capacity
441 gpm 0.63 mgd
79 gpm 0.11 mgd
164 gpm 0.24 mgd
O!
2
o
e
OD
C
3
O
E w
K
e?: 1
VI
E C
O . O
" w
C
O c
0
a:0
.
N C
O
rz
v v
'� E
y
cc U
0
O N
YL
= -o
oo :
N
v7
- N
f0 C
O
E a
E
U
Street
Notes
EFFLUENT FROM WHITES MILL to LA SALLE SIPHON
631 gpm
0.91 mgd
631 gpm
1042
3680
0
Connections set equal to Total Effluent from White's Mill PS above
30
6+86.001
844.40
837.92
-837.92
6.48'
8.00 in
12.00 in
12.00 in
1,082 gpm
725 gpm
819 gpm
640 gpm
0.92 mgd'
9 gpm
17
0
0
Oak Hollow Or
29
5+24.00
837.00
831.50
830.28
1.22
6.72
-162.00 3.96%
1.56 mgd
1.04 mgd
1.18 mgd
642 gpm
646 gpm
655 gpm
0.92 mgd
0.93 mgd
0.94 mgd
59%
89%
80%
82%
41% 2 gpm
11% 5 gpm
20% 9 gpm
18% 0 gpm
50% 1 0 gpm
4
0
0
Oak Hollow or
Gravity Asbuilts show 8", 2D06 FM records show as 12"; Need to confirm 12"
28
3+87.00
836.20
830.00
830.00
0.00
6.20
-137.00 0.2D%
9
0
0
Oak Hollow or
27
+00.00
842.20
828.99
828.38
0.61
13.82
-387.00 0.26%
18
0
0
oak Hollow or
Stationing Changes at SSMH: Sta 0+00 U/P = Sta 26+32.13 D/S
26A
25+75.13
838.00
828.24
827.99
0.25
10.01
-57.00
0.25%
12.00 in
795 gpm
1.14 mgd
655 gpm
0.94 mgd
139 gpm
0.20 mgd
0
0
0
x-Country
26B
24+64.63
831.20
827.25
827.25
0.00
3.95
-110.50
0.67%
12.00 in
1,312 gpm
1.89 mgd
655 gpm
0.94 mgd
656 gpm
0.94 mgd
50%
0
0
0
X-Country
Slope is labeled 0.50% in profile but based on stationing & inverts it is not
26C
22+84.63
835.00
826.34
826.34
0.00
8.66
-180.00
0.51%
12.00 in
1,140 gpm
1.64 mgd
655 gpm
0.94 mgd
484 gpm
0.70 mgd
58%
42%
0 gpm
0
0
0
X-country
26
20+96.71
838.90
825.40
825.40
0.D0
13.50
-187.92
0.50%
12.00 in
1,134 gpm
1.63 mgd
659 gpm
0.95 mgd
475 gpm
0.68 mgd
58%
42%
4 gpm
7
0
0
Dantzler Ct
' dantzler court to oak hollow IV 43-59 pg 11
25
18+09.69
829.20
823.84
823.84
0.00
5.36
-287.02
0.54%
12.00 in
1,182 gpml
1.70 mgd
661 gpm
0.95 mgd
521 gpm
0.75 mgd
56%
44%
2 gpm
4
0
0
Dantzler Ct @ Dantzler Rd
24
15+69.99
832.50
823.24
823.24
0.D0
9.26
-239.70
0.25%
12.00 in
802 gpm
1.15 mgd
664 gpm
0.96 mgd
138 gpm
0.20 mgd
83%
17%
3 gpm
6
01
0
Dantzler Rd
23
11+70.22
836.20
822.24
822.24
0.00
13.96
-399.77
0.25%
12.00 in
802 gpm
1.15 mgd
669 gpm
0.96 mgd
133 gpm
0.19 mgd
83%
17%
5 gpm
9
0
0
Dantzler Rd @ La Vera St
22
9+65.22
833.00
821.72
821.72
0.00
11.28
-205.00
0.25%
12.00 in
807 gpm
1.16 mgd
672 gpm
0.97 mgd
136 gpm
0.20 mgd
83%
17%
3 gpm
6
0
0
La Vera St @ San Fernando Dr
21
8+51.03
840.00
821.44
821.44
0.00
18.56
-114.19
0.25%
12.00 in
794 gpm
1.14 mgd
672 gpm
0.97 mgd
121 gpm
0.17 mgd
85%
15%
1 gpm
1
0
0
San Fernando Dr
IV-41
20
6+91.68
848.50
821.04
821.04
0.00
27.46
-159.35
0.25%
12.00 in
803 gpm
1.16 mgd
674 gpm
0.97 mgd
129 gpm
0.19 mgd
84%
16%
2 gpm
3
0
0
San Fernando or
IV-41
19
4+35.65
840.50
820.40
820.40
0.00
20.10
-256.03
0.25%
12.00 in
802 gpm
1.15 mgd
674 gpm
0.97 mgd
128 gpm
0.18 mgd
84%
16%
0 gpm
01
0
0
x-country
IV-41
18
2+04.35
825.00
819.54
819.54
0.00
5.46
-231.30
0.37%
12.00 in
978 gpm
1.41 mgd
674 gpm
0.97 mgd
303 gpm
0.44 mgd
69%
31%
1 gpm
1
0
0
x-country
IV-41
17
+00.00
822.50
818.35
817.95
0.40
4.55
-204.35
0.58%
12.00 in
1,223 gpm
1.76 mgd
733 gpm
1.06 mgd
490 gpm
0.71 mgd
60%
40%
59 gpm
114
0
0
X-country
IV-37, IV-41,Stationing Changes at SSMH: Sta 0+00 U/P = Sta 9+38.42 D/S
16
5+36.07
824.50
816.74
816.74
0.00
7.76
-402.35
0.3D%
12.00 in
879 gpm
1.27 mgd
733 gpm
1.06 mgd
146 gpm
0.21 mgd
83%
17%
0 gpm
0
0
0
x-country
IV-37
15
1+97.97
828.00
815.73
815.73
0.00
12.27
-338.10
0.30%
12.00 in
876 gpm
1.26 mgd
733 gpm
1.06 mgd
143 gpm
0.21 mgd
84%
16%
0 gpm
0
0
0
X-country
IV-37
14
+00.00
828.60
815.14
815.14
0.D0
13.46
-197.97
0.30%
12.00 in
875 gpm
1.26 mgd
753 gpm
1.08 mgd
122 gpm
0.18 mgd
86%
14%
20 gpm
39
0
0
La Vista or @ Ponce De Leon Dr
IV-37,IV-59; Stationing Changes at SSMH: Sta 0+00 U/P = Sta 9+38.00 D/S
13
6+85.00
828.70
814.52
814.52
0.D0
14.18
-253.00
0.25%
12.00 in
794 gpm
1.14 mgd
757 gpm
1.09 mgd
37 gpm
0.05 mgd
95%
5%
4 gpm
7
0
0
Ponce DeLeon or
IV-59
12
3+30.00
832.00
813.65
813.65
0.00
18.35
-355.00
0.25%
12.00 in
794 gpm
1.14 mgd
759 gpm
1.09 mgd
35 gpm
0.05 mgd
96%
4%
2 gpm
4
0
0
Ponce De Leon or
IV-59
11
+00.00
832.83
812.84
812.84
0.00
19.99
-330.00
0.25%
12.00 in
794 gpm
1.14 mgd
768 gpm
1.11 mgd
26 gpm
0.04 mgd
97%
3%
10 gpm
19
0
0
Ponce De Leon Or @ Oak Hollow Dr
Stationing Changes at SSMH: Sta 0+00 U/P = Sta 32+86.60 D/S
10
30+52.12
814.50
811.97
811.97
0.00
2.53
-234.48
0.37%
12.00 in
977 gpm
1.41 mgd
768 gpm
1.11 mgd
208 gpm
0.30 mgd
79%
21%
0 gpm
0
0
0
x-country
IV-36
9
29+50.79
813.00
811.74
811.74
0.D0
1.26
-101.33
0.23%
12.00 in
764 gpm
1.10 mgd
768 gpm
1.11 mgd
-5 gpm
-0.01 mgd
101%
-1%
0 gpm
0
0
0
X-country
IV-36
8
26+00.63
817.00
810.97
810.97
0.00
6.03
-350.16
0.22%
12.00 in
752 gpm
1.08 mgd
768 gpm
1.11 mgd
-17 gpm
-0.02 mgd
102%
-2%
0 gpm
0
0
0
X-country
IV-36
7
23+37.23
814.50
810.49
810.49
0.00
4.01
-263.40
0.18%
12.00 in
684 gpm
0.99 mgd
768 gpm
1.11 mgd
-84 gpm
-0.12 mgd
112%
-12%
0 gpm
0
0
0
X-country
IV-36
6
21+29.28
813.50
810.03
810.03
0.00
3.47
-207.95
0.22%
12.00 in
754 gpm
1.09 mgd
768 gpm
1.11 mgd
-14 gpm
-0.02 mgd
102%
-2%
0 gpm
0
0
0
x-country
IV-36
5
18+42.73
813.50
809.24
809.24
0.00
4.26
-286.55
0.28%
12.00 in
842 gpm
1.21 mgd
768 gpm
1.11 mgd
73 gpm
0.11 mgd
91%
9%
0 gpm
0
0
0
X-country
4
14+84.68
814.50
808.34
807.001
1.34
7.50
-358.05
0.25%
12.00 in
804 gpm
1.16 mgd
778 gpm
1.12 mgd
26 gpm
0.04 mgd
97%
3%
10 gpm
19
0
0
X-country
3
12+30.05
808.00
805.43
805.43
0.00
2.57
-254.63
0.62%
12.00 in
1,259 gpm
1.81 mgd
789 gpm
1.14 mgd
469 gpm
0.68 mgd
63%
37%
11 gpm
22
0
0
X-country
2
10+00.00
807.00
804.00
804.00
0.00
3.00
-230.05
0.62%
12.00 in
1,264 gpm
1.82 mgd
789 gpm
1.14 mgd
474 gpm
0.68 mgd
62%
38%
0 gpm
0
0
0
X-Country
1
9+10.00
807.30
801.24
801.00
0.24
6.30
-90.00
3.07%
12.00 in
2,807 gpm
4.04 mgd
789 gpm
1.14 mgd
2,018 gpm
2.90 mgd
28%
72%
0 gpm
0
01
0
x-country
La Salle Siphon Influent Box
0
2+81.75
810.00
787.80
787.80
0.00
22.20
-628.25
789 gpm
1.14 mgd
0 gpm
0
0
0
La Salle Siphon Effluent Box
WEST TO LAKE FOREST (SIPHON FLOW)
2
2+81.75
810.00
787.801
787.80
0.00
22.20
281.75
789 gpm
1.14 mgd
789 gpm
1351
3680
0
Lake Forest Access Rd
Equals Total Connections from Siphon Calculated Above
1
2+69.75
810.00
788.001
788.00
0.00
22.00
-12.00
-1.67%
12.00 in
2,070 gpm
2.98 mgd
789 gpm
1.14 mgd
1,280 gpm
1.84 mgd
38%
62%
0 gpm
0
0
O
Lake Forest Access Rd
No invert out listed in record, assuming equals inv in from siphon 788.00
EAST TO LAKE FOREST (NON -SIPHON FLOW)
2
1+74.00
810.00
801.37
801.27
0.10
8.73
174.00
645 gpm
0.93 mgd
645 gpm
857
0
30
Lake Forest Access Rd
857 Residential Connections, 57 Commercial Properties
1
+00.00
810.00
800.40
788.00
12.40
22.00
-174.00
0.50%
12.00 in
1,134 gpm
1.63 mgd
645 gpm
0.93 mgd
489 gpm
0.70 mgd
57%
43%
0 gpm
0
0
0
Lake Forest Access Rd
No invert out listed in record, assuming equals inv in from siphon 788.00
TO LAKE FOREST (COMBINED EST & WEST FLOWS)
1 1 +25.001
810.001
788.001
788.001
0.001
22.001
25.001
1,434 gpm
2.06 mgd
1,434 gpm
2208
3680
30
Lake Forest PS
Equals Connections from East and West Calculated Above
0 1 +00.001
810.801
787701
1 787.701
810.80
-25.001
1.20%
36.00 in
32,877 gpm
47.33mgdl
1,434 gpm
2.06 mgd
31,443 gpm
45.26 mgd
4%
96%
0 gpm
01
01
0
1 Lake Forest PS
Lake Forest Wet Well, bot = 783, pump off 785, HWLA=787.7, top 810.8
Residential Peaking Factor N/A Residential Flow Per Connection: 0.513436 gpm/connection of peak hourly flow
Schools Peaking Factorl 2.5 School Flow Per Student: 0.026042 gpm/connection of peak hourly flow
Commerical Flow Per Connection: 6.833333 gpm/connection of peak hourly flow
Manning n = 0.013
Dewberry APPENDICES 31

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Appendix B
Siphon Capacity Calculations
'•.� Dewberry RECOMMENDATIONS 32

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX B - SIPHON CAPACITY CALCULATIONS
Headloss/Capacity Calculation for Siphons/Pressure Sewer
Flow (gpd)
532,800
To determine max capacity between two elements,
Flow (gpm)
370
GOAL SEEK by setting cell E35 to B8 value
by
Flow (cfs)
0.8
changing B3 value
Discharge Exit Elevation
788.47
Upstream Entrance Elevation
801.0
Available Head (ft)
12.53
C Factor (for pipe)
Pipe Segment
Diameter (in)
Quantity
K factor (for fittings)
Head Loss (ft) Velocity (fps)
Pipe
6
628 feet
100
12.0
4.20
Rounded Entrance
6
1
0.25
0.1
4.20
11.25 Degree Bend
6
0
0.04
0.0
4.20
22.5 Degree Bend
6
0
0.05
0.0
4.20
45 Degree Bend
6
0
0.20
0.0
4.20
90 Degree Bend
6
0
0.30
0.0
4.20
90 Degree Long Radius Bend
6
0
0.20
0.0
4.20
90 Degree Reducing Elbow
6
0
0.05
0.0
4.20
Plug - Eccentric - full bore
6
0
0.50
0.0
4.20
Knife Gate Valve - Metal Seat
6
0
0.20
0.0
4.20
Gate Valve - Resileant Seat
6
0
0.30
0.0
4.20
Wye Scenario 1
6
0
0.75
0.0
4.20
Wye Scenario 2
6
0
0.50
0.0
4.20
Wye Scenario 3
6
0
3.00
0.0
4.20
Wye Scenario 4
6
0
0.30
0.0
4.20
Wye Scenario 5
6
0
0.50
0.0
4.20
Standard Tee - Straight thru
6
0
0.30
0.0
4.20
Standard Tee - Run to Side Outlet
6
0
0.75
0.0
4.20
Standard Tee - Side Outlet
6
0
0.50
0.0
4.20
Still Water Exit
6
1
1.00
0.3
4.20
Reducer
6
0
0.25
0.0
4.20
other
6
0 feet
100
0.0
4.20
628 feet
Total Head Loss Through Systeml 12.3
The following equation calculates and overall Manning 'n' value which includes the pipe and fittings
hf = 4.66 n2 Length Q2 / Diam 16/3 based upon Q in cfs, and diameter in feet
Resultant n value = 0.0124
Dewberry APPENDICES 33

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX B - SIPHON CAPACITY CALCULATIONS
Headloss/Capacity Calculation for Siphons/Pressure Sewer
Flow (gpd)
1,137,600
To determine max capacity between two elements,
Flow (gpm)
790
GOAL SEEK by setting cell E35 to B8 value
by
Flow (cfs)
1.8
changing B3 value
Discharge Exit Elevation
788.47
Upstream Entrance Elevation
801.0
Available Head (ft)
12.53
C Factor (for pipe)
Pipe Segment
Diameter (in)
Quantity
K factor (for fittings)
Head Loss (ft) Velocity (fps)
Pipe
8
628 feet
100
12.0
5.05
Rounded Entrance
8
1
0.25
0.1
5.05
11.25 Degree Bend
8
0
0.04
0.0
5.05
22.5 Degree Bend
8
0
0.05
0.0
5.05
45 Degree Bend
8
0
0.20
0.0
5.05
90 Degree Bend
8
0
0.30
0.0
5.05
90 Degree Long Radius Bend
8
0
0.20
0.0
5.05
90 Degree Reducing Elbow
8
0
0.05
0.0
5.05
Plug - Eccentric - full bore
8
0
0.50
0.0
5.05
Knife Gate Valve - Metal Seat
8
0
0.20
0.0
5.05
Gate Valve - Resileant Seat
8
0
0.30
0.0
5.05
Wye Scenario 1
8
0
0.75
0.0
5.05
Wye Scenario 2
8
0
0.50
0.0
5.05
Wye Scenario 3
8
0
3.00
0.0
5.05
Wye Scenario 4
8
0
0.30
0.0
5.05
Wye Scenario 5
8
0
0.50
0.0
5.05
Standard Tee - Straight thru
8
0
0.30
0.0
5.05
Standard Tee - Run to Side Outlet
8
0
0.75
0.0
5.05
Standard Tee - Side Outlet
8
0
0.50
0.0
5.05
Still Water Exit
8
1
1.00
0.4
5.05
Reducer
8
0
0.25
0.0
5.05
other
8
0 feet
100
0.0
5.05
628 feet
Total Head Loss Through System 1 12.5
The following equation calculates and overall Manning 'n' value which includes the pipe and fittings
hf = 4.66 n2 Length Q2 / Diaml6/3 based upon Q in cfs, and diameter in feet
Resultant n value = 0.0126
Dewberry APPENDICES 34

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Appendix C
Opinion Of Probable Construction Cost -
Alternative 1
Dewberry RECOMMENDATIONS 35

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX C - OPCC - ALTERNATIVE 1
CONSTRUCT A NEW PUMPING STATION
Quantity
No.
Basis
Description
Unit Cost
Total Cost
Units
ARCHITECTURAL
Replace Door
1
LS
$ 7,000
$ 7,000
$ 7,000
CIVIL
Ex Sewage PS Demolition
1
LS
$ 20,000
$ 20,000
8" DIP Force Main
100
LF
$ 200
$ 20,000
8" Plug Valve w/ Valve Box
1
EA
$ 4,500
$ 4,500
Fittings
550
LBS
$ 12
$ 6,600
8" Coupling
1
EA
$ 2,500
$ 2,500
15" PVC Gravity Sewer
150
LF
$ 175
$ 26,000
8" PVC Gravity Sewer
100
LF
$ 150
$ 15,000
SSMH, 5' ID, 12'-14' Depth
3
EA
$ 11,000
$ 33,000
Yard Hydrant
1
EA
$ 1,500
$ 1,500
2" PE Water Service
100
LF
$ 45
$ 4,500
Temporary Sewage Bypass Pumping
1
LS
$ 10,000
$ 10,000
Clearing and Grubbing
1
LS
$ 1,000
$ 1,000
Chain -Link Fence
400
LF
$ 80
$ 32,000
Bollard
6
EA
$ 800
$ 4,800
Unsuitable Material Excavation and Backfill with No. 57 Ston
20
CY
$ 75
$ 1,500
Rock Excavation (Mechanical)
75
CY
$ 400
$ 30,000
Gravel Driveway Restoration
960
SY
$ 30
$ 29,000
Combination Air Relief and Vacuum Relief Valve Assembly
1
EA
$ 15,000
$ 15,000
Emergency Bypass Pumping Connection
1
EA
$ 15,000
$ 15,000
10' Diameter Wet Well
1
EA
$ 70,000
$ 70,000
Valve Vault
1
EA
$ 20,000
$ 20,000
Wet Well - Epoxy Coating
800
SF
$ 60
$ 48,000
Tapping Sleeve and Valve Assembly
1
LS
$ 4,500
$ 4,500
8-inch Insert Valve
1
LS
$ 4,000
$ 4,000
Asphalt Paving
50
TON
$ 250
$ 13,000
ABC Roadway Subbase
80
TON
$ 40
$ 3,200
Silt Fence
900
LF
$ 5
$ 4,500
$ 439,000
MECHANICAL
Submersible Sewage Pumps (75 HP) with Rails & Base
1
EA
$ 164,000
$ 160,000
Valve Vault - Plug Valve
2
EA
$ 3,500
$ 7,000
Valve Vault - Check Valve
2
EA
$ 10,000
$ 20,000
Valve Vault - Piping (including Fittings)
15
LF
$ 150
$ 2,300
Wet Well Piping
60
LF
$ 250
$ 15,000
Replace HVAC System
1
EA
$ 30,000
$ 30,000
Sump Pump for FM Meter Vault
1
LS
$ 3,000
$ 3,000
1-ton Jib Crane
1
LS
$ 25,000
$ 25,000
2C
$ 2,000
Dewberry APPENDICES 36

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX C - OPCC - ALTERNATIVE 1
CONSTRUCT A NEW PUMPING STATION
Quantity
Description
No.
Units
Basis
Unit Cost
Total Cost
STRUCTURAL
Concrete Equipment Pad - New Generator
2
CY
$ 2,000
$ 4,000
Jib Crane Support
2
CY
$ 1,000
$ 2,000
$ 6,000
ELECTRICAL
Demolition
1
LS
$ 3,000
$ 3,000
Service Entrance (300A, N4X)
1
EA
$ 22,500
$ 23,000
ATS (480V, 300A, N12)
1
EA
$ 30,000
$ 30,000
New Generator (200kW)
1
EA
$ 225,000
$ 230,000
VFDs (480V, 75hp, N12)
2
EA
$ 42,188
$ 84,000
480V Panelboard
1
EA
$ 15,000
$ 15,000
Lighting Panelboard Transformer
1
EA
$ 5,250
$ 5,300
120V Panelboard
1
EA
$ 7,500
$ 7,500
Lighting
4
LS
$ 1,688
$ 6,800
Grounding
1
LS
$ 15,000
$ 15,000
Conduit & Wire & Duct Bank
1
LS
$ 100,000
$ 100,000
Misc. Electrical
1
LS
$ 65,000
$ 65,000
$ 685,000
I&C
Demolition
1
LS
$ 2,000
$ 2,000
Pump Control Panel
1
EA
$ 50,000
$ 50,000
Telemetry
1
EA
$ 30,000
$ 30,000
Instruments
1
EA
$ 10,000
$ 10,000
92,000
ALLOWANCES
3rd Party Testing
1
LS
$ 15,000
$ 15,000
$ 15,000
Subtotal
$ 1,406,000
Mobilization 5%
$ 70,000
General Conditions 10%
$ 141,000
Contingency 30%
$ 422,000
Total Opinion of Probable Construction Cost
$ 2,100,000
AACE Class 4 Capital Cost Range:
Low -20% $ 1,700,000
High 20% $ 2,500,000
Dewberry APPENDICES 37

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Appendix D
Opinion Of Probable Construction Cost -
Alternative 2
Dewberry RECOMMENDATIONS 38

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX D - OPCC - ALTERNATIVE 2
CONVERT EXISTING WET WELL TO A SUBMERSIBLE PUMPING STATION
Quantity
No.
Units
Basis
Description
Unit Cost
Total Cost
ARCHITECTURAL
Replace Door
1
LS
$ 7,000
$ 7,000
$ 7,000
CIVIL
Ex Sewage PS Demolition
1
LS
$ 15,000
$ 15,000
Ex Conc Fillet Demolition
1
LS
$ 7,000
$ 7,000
15" PVC Gravity Sewer
30
LF
$ 400
$ 12,000
8" DIP Force Main
80
LF
$ 200
$ 16,000
8" Plug Valve w/ Valve Box
1
EA
$ 4,500
$ 4,500
Fittings
550
LBS
$ 12
$ 6,600
8" Coupling
1
EA
$ 2,500
$ 2,500
Temporary Sewage Bypass Pumping
1
LS
$ 150,000
$ 150,000
Bollard
6
EA
$ 800
$ 4,800
Unsuitable Material Excavation and Backfill with No. 57 Stone
5
CY
$ 75
$ 380
Gravel Driveway Restoration
960
SY
$ 30
$ 29,000
Combination Air Relief and Vacuum Relief Valve Assembly
1
EA
$ 12,000
$ 12,000
Emergency Bypass Pumping Connection
1
EA
$ 15,000
$ 15,000
Valve Vault
1
EA
$ 20,000
$ 20,000
Wet Well - Epoxy Coating
800
SF
$ 60
$ 48,000
Tapping Sleeve and Valve Assembly
1
LS
$ 4,500
$ 4,500
8-inch Insert Valve
1
LS
$ 5,000
$ 5,000
Asphalt Paving
50
TON
$ 250
$ 13,000
ABC Roadway Subbase
80
TON
$ 40
$ 3,200
Silt Fence
900
LF
$ 5
$ 4,500
$ 373,000
MECHANICAL
Submersible Sewage Pumps (75 HP) with Rails & Base
1
EA
$ 164,000
$ 160,000
Valve Vault - Plug Valve
2
EA
$ 2,500
$ 5,000
Valve Vault - Check Valve
2
EA
$ 10,000
$ 20,000
Valve Vault - Piping (including Fittings)
15
LF
$ 150
$ 2,300
Wet Well Piping
60
LF
$ 150
$ 9,000
Replace HVAC System
1
EA
$ 30,000
$ 30,000
Sump Pump for FM Meter Vault
1
LS
$ 3,000
$ 3,000
1-ton Jib Crane
1
LS
$ 25,000
$ 25,000
$ 254,000
STRUCTURAL
Replace Wet Well Top and Add Hatch
1
LS
$ 12,000
$ 12,000
Concrete Equipment Pad - New Generator
2
CY
$ 1,000
$ 2,000
Jib Crane Support
2
CY
$ 700
$ 1,400
$ 16,000
Dewberry APPENDICES 39

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX D - OPCC - ALTERNATIVE 2
CONVERT EXISTING WET WELL TO A SUBMERSIBLE PUMPING STATION
Quantity
No.
Units
Basis
Description
Unit Cost
Total Cost
ELECTRICAL
Demolition
1
LS
$ 17,000
$ 17,000
Service Entrance (300A, N4X)
1
EA
$ 22,500
$ 23,000
ATS (48OV, 300A, N12)
1
EA
$ 30,000
$ 30,000
New Generator (200kW)
1
EA
$ 225,000
$ 230,000
VFDs (480V, 75hp, N12)
2
EA
$ 42,188
$ 84,000
480V Panelboard
1
EA
$ 15,000
$ 15,000
Lighting Panelboard Transformer
1
EA
$ 5,250
$ 5,300
120V Panelboard
1
EA
$ 7,500
$ 7,500
Lighting
4
LS
$ 1,688
$ 6,800
Grounding
1
LS
$ 15,000
$ 15,000
Conduit & Wire & Duct Bank
1
LS
$ 100,000
$ 100,000
Misc. Electrical
1
LS
$ 65,000
$ 65,000
$ 599,000
I&C
Demolition
1
LS
$ 2,000
$ 2,000
Pump Control Panel
1
EA
$ 50,000
$ 50,000
Telemetry
1
EA
$ 30,000
$ 30,000
Instruments
1
EA
$ 10,000
$ 10,000
$ 92,000
ALLOWANCES
3rd Party Testing
1
LS
$ 5,000
$ 5,000
$ 5,000
Subtotal
$ 1,346,000
Mobilization 5%
$ 67,000
General Conditions 10%
$ 135,000
Contingency 30%
$ 404,000
Total Opinion of Probable Construction Cost
$ 2,000,000
AACE Class 4 Capital Cost Range:
Low _20% $ 1,600,000
High 20% $ 2,400,000
Dewberry APPENDICES 40

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Appendix E
Opinion Of Probable Construction Cost -
Alternative A
Dewberry RECOMMENDATIONS 41

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX E - OPCC - ALTERNATIVE A
UPSIZE GRAVITY SEWER
Quantity
No.
Units
Basis
Description
Unit Cost
Total Cost
CIVIL
Ex Gravity Sewer Pipe Abandonment
150
CY
$ 300
$ 45,000
Ex Sanitary Sewer Manhole Abandonment
34
EA
$ 1,500
$ 51,000
Clearing and Grubbing
1
AC
$ 5,000
$ 5,000
Unsuitable Material Excavation and Backfill with No. 57 Stone
575
CY
$ 75
$ 43,000
Rock Excavation (Mechanical)
300
CY
$ 400
$ 120,000
Asphalt Paving - Trench Restoration
210
TON
$ 250
$ 53,000
ABC Roadway Subbase
420
TON
$ 40
$ 17,000
Discharge Manhole - Epoxy Coating
300
SF
$ 35
$ 11,000
15" PVC Gravity Sewer
5,815
LF
$ 175
$ 1,000,000
15" DI Gravity Sewer
1,435
LF
$ 200
$ 290,000
SSMH, 4' ID, 0'-6' Depth
9
EA
$ 5,000
$ 45,000
SSMH, 4' ID, 6.01-8' Depth
6
EA
$ 5,500
$ 33,000
SSMH, 4' ID, 8.01-10' Depth
2
EA
$ 6,000
$ 12,000
SSMH, 4' ID, 10.01-12' Depth
2
EA
$ 6,500
$ 13,000
SSMH, 4' ID, 12.01-14' Depth
5
EA
$ 7,000
$ 35,000
SSMH, 4' ID, 14.01-16' Depth
1
EA
$ 7,500
$ 7,500
SSMH, 4' ID, 16.01-18' Depth
0
EA
$ -
$ -
SSMH, 4' ID, 18.01-20' Depth
3
EA
$ 8,500
$ 26,000
SSMH, 4' ID, 20.01+' Depth
2
EA
$ 12,000
$ 24,000
Silt Fence
9,900
LF
$ 5
$ 50,000
Silt Fence Outlet
15
EA
$ 150
$ 2,300
Class 2 Rip Rap
100
SY
$ 75
$ 7,500
Rolled Erosion Matting
16,500
SY
$ 5
$ 83,000
Wattles
165
EA
$ 100
$ 17,000
Dewatering Silt Bag
2
EA
$ 2,000
$ 4,000
Construction Entrance
2
EA
$ 2,600
$ 5,200
Temp Stream Crossing
5
EA
$ 10,000
$ 50,000
$ 2,050,000
ALLOWANCES
3rd Party Testing
1
LS
$ 45,000
$ 45,000
$ 45,000
Subtotal
$ 2,095,000
Mobilization 5%
$ 105,000
General Conditions 5%
$ 105,000
Contingency 30%
$ 629,000
Total Opinion of Probable Construction Cos
$ 3,000,000
AACE Class 4 Capital Cost Range:
Low -20% $ 2,400,000
High 20% $ 3,600,000
Dewberry APPENDICES 42

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Appendix F
Opinion Of Probable Construction Cost -
Alternative B
Dewberry RECOMMENDATIONS 43

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX F - OPCC - ALTERNATIVE B
NEW FORCE MAIN ALONG LAKE
Quantity
No.
Units
Basis
Description
Unit Cost
Total Cost
CIVIL
10" PVC Force Main
5,075
LF
$ 90
$ 460,000
10" DI Force Main
500
LF
$ 110
$ 55,000
10" HDD Force Main
2,065
LF
$ 225
$ 460,000
Fittings
2,000
LBS
$ 5
$ 10,000
Clearing and Grubbing
20
AC
$ 5,000
$ 100,000
Unsuitable Material Excavation and Backfill with No. 57 Stone
250
CY
$ 75
$ 19,000
Rock Excavation (Mechanical)
125
CY
$ 400
$ 50,000
Asphalt Paving - Trench Restoration
5
TON
$ 250
$ 1,300
ABC Roadway Subbase
10
TON
$ 40
$ 400
Combination Air Relief and Vacuum Relief Valve Assembly
4
EA
$ 12,000
$ 48,000
Discharge Manhole - Epoxy Coating
225
SF
$ 35
$ 7,900
Silt Fence
11,160
LF
$ 5
$ 56,000
Silt Fence Outlet
15
EA
$ 150
$ 2,300
Class 2 Rip Rap
150
SY
$ 75
$ 11,000
Rolled Erosion Matting
12,390
SY
$ 5
$ 62,000
Wattles
190
EA
$ 100
$ 19,000
Dewatering Silt Bag
2
EA
$ 2,000
$ 4,000
Construction Entrance
5
EA
$ 2,600
$ 13,000
Temp Stream Crossing
4
EA
$ 10,000
$ 40,000
$ 1,419,000
ALLOWANCES
3rd Party Testing
1
LS
$ 15,000
$ 15,000
$ 15,000
Subtotal
$ 1,434,000
Mobilization 5%
$ 72,000
General Conditions 5%
$ 72,000
Contingency 30%
$ 430,000
Total Opinion of Probable Construction Cos
$ 2,100,000
AACE Class 4 Capital Cost Range:
Low -20% $ 1,700,000
High 20% $ 2,500,000
Dewberry APPENDICES 44

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Appendix G
Opinion Of Probable Construction Cost -
Alternative C
Dewberry RECOMMENDATIONS 45

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX G - OPCC - ALTERNATIVE C
NEW FM PARALLEL TO EXISTING GRAVITY SEWER
Quantity
No.
Units
Basis
Description
Unit Cost
Total Cost
CIVIL
10" PVC Force Main
5,000
LF
$ 120
$ 600,000
10" DI Force Main
500
LF
$ 150
$ 75,000
Fittings
4,000
LBS
$ 5
$ 20,000
Clearing and Grubbing
1
LS
$ 2,500
$ 2,500
Unsuitable Material Excavation and Backfill with No. 57 Stone
245
CY
$ 75
$ 18,000
Rock Excavation (Mechanical)
125
CY
$ 400
$ 50,000
Asphalt Paving - Trench Restoration
305
TON
$ 250
$ 76,000
ABC Roadway Subbase
610
TON
$ 40
$ 24,000
ABC Access Road
70
TON
$ 40
$ 2,800
Combination Air Relief and Vacuum Relief Valve Assembly
4
EA
$ 12,000
$ 48,000
Discharge Manhole - Epoxy Coating
225
SF
$ 35
$ 7,900
Silt Fence
2,150
LF
$ 5
$ 11,000
Silt Fence Outlet
5
EA
$ 150
$ 750
Class 2 Rip Rap
100
SY
$ 75
$ 7,500
Rolled Erosion Matting
3,583
SY
$ 5
$ 18,000
Wattles
36
EA
$ 100
$ 3,600
Dewatering Silt Bag
4
EA
$ 2,000
$ 8,000
Construction Entrance
1
EA
$ 2,600
$ 2,600
Traffic Control
1
LS
$ 30,000
$ 50,000
$ 1,026,000
ALLOWANCES
3rd Party Testing
1
EA
$ 45,000
$ 45,000
$ 45,000
Subtotal
$ 1,071,000
Mobilization 5%
$ 54,000
General Conditions 5%
$ 54,000
Contingency 30%
$ 321,000
Total Opinion of Probable Construction Cost
$ 1,500,000
AACE Class 4 Capital Cost Range:
Low -20% $ 1,200,000
High 20% $ 1,800,000
Dewberry APPENDICES 46

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
Appendix H
Opinion Of Probable Construction Cost -
La Salle Drive Siphon
Dewberry RECOMMENDATIONS 47

PRELIMINARY ENGINEERING REPORT
WHITES MILL SEWAGE PUMPING STATION UPGRADES
APPENDIX H - OPINION OF PROBABLE CONSTRUCTION COST
LA SALLE DRIVE SIPHON
tity
Description
No.
Basis
Unit Cost
Total Cost
Units
CIVIL
15-inch PVC Gravity Sewer
320
LF
$ 150
$ 48,000
SSMH, 4' ID, 0'-6' Depth
2
EA
$ 5,000
$ 10,000
SSMH, 5' ID, 0'-6' Depth
1
EA
$ 9,000
$ 9,000
8-inch DI Siphon Pipe (Ball and Socket Joint) Protecto 401
680
LF
$ 160
$ 110,000
8" M-Flex Coupling
7
EA
$ 3,732
$ 25,000
Clearing and Grubbing
1
AC
$ 7,670
$ 7,700
Driveway Curb Cut
1
EA
$ 3,000
$ 3,000
Gravel Access Road (6" ABC)
800
CY
$ 50
$ 40,000
Silt Fence
1,650
LF
$ 5
$ 8,300
Silt Fence Outlet
4
EA
$ 150
$ 600
Rolled Erosion Matting
2,670
SY
$ 5
$ 13,000
Dewatering Silt Bag
1
EA
$ 2,000
$ 2,000
Construction Entrance
1
EA
$ 2,600
$ 2,600
Precast Concrete Grinder Vault
1
EA
$ 12,000
$ 12,000
Fence
80
LF
$ 70
$ 5,600
Clean Siphon
680
LF
$ 10
$ 6,800
Solids Disposal
1
TON
$ 500
$ 500
Inspect Siphon
680
LF
$ 30
$ 20,000
$ 324,000
MECHANICAL
Muffin Monster (Model #30005-024)
1
EA
$ 94,900
$ 95,000
1-ton Jib Crane
1
EA
$ 16,300
$ 16,000
$ 111,000
STRUCTURAL
Electrical Equipment Pad
2
CY
$ 700
$ 11400
Jib Crane Support
2
CY
$ 700
$ 1,400
$ 3,000
ELECTRICAL
Service Entrance Panelboard
1
EA
$ 14,375
$ 14,000
Conduit & Wire & Duct Bank
1
LS
$ 17,250
$ 17,000
Canopy/Equipment Rack
1
EA
$ 9,200
$ 9,200
Misc. Electrical
1
LS
$ 5,750
$ 5,800
$ 46,000
I&C
SCADA & RTU
1
EA
$ 15,000
$ 15,000
15,000
EASEMENTS
20' Wide Access Easement - 3900 La Salle Dr
2,865
SF
$ 3
$ 8,600
30' Wide Temporary Construction Easement - 3900 La Salle Dr
4,185
SF
$ 2
$ 8,400
$ 17,000
Subtotal
$ 516,000
Mobilization 5%
$ 26,000
General Conditions 5%
$ 26,000
Contingency 30%
$ 155,000
Total Opinion of Probable Construction Cost
$ 800,000
AACE Class 4 Capital Cost Range:
Low -20% $ 600,000
High 20% $ 1,000,000
Dewberry APPENDICES 48

APPENDIX II
WHITES MILL SEWAGE PUMPING STATION
UPGRADES
PUMP STATION CALCULATIONS

•
,Ron �
►,•••,, ew err
Wastewater Lift Station Force Main
Design Calculations
Project Name: Whites Mill Sewage Pumping Station Upgrades
Location: High Point, NC
Designed By: Parrott Hood, El
Checked By: Stephen Buchanan, PE
Date: July 18, 2023
Project/GWO No.: 50155072

Wastewater Lift Station Force Main
Project Summary
Project Name:
Average Daily Flow (gpd):
Pump Operational Point No. 1 (flow@tdh)
Pump Manufacturer:
Model Number:
Impeller Diameter:
Horse Power:
Voltage:
Force Main Diameter (in):
Force Main Length (ft):
Whites Mill Sewage Pumping Station
Upgrades
430,560
1056gpm @ 124ft
Flygt
NP 3202 HT3-458
310 mm
70
460
10
7,630
2

Wastewater Flow Calculations
Establishment
Unit Value
(Gal/Day
/Unit)
Unit Type
# of Units
Discharge
GPD
Residential (To NEWWTF)
360
Residence
0
0
Residential (all other Treatment Facilities)
210
Residence
0
0
Barber Shops
50
Chair
0
0
Beauty Shops
125
Booth or Bowl
0
0
Business - General & Office
25
Employee per shift
0
Business - Factories Excluding Industrial Waste
25
Employee per shift
0
0
Business or Factories w/showers or food preparation
35
Employee per shift
0
0
Business - Warehouse
100
Loading bay
0
0
Business - Warehouse Self Storage (not including Caretaker Residence)
1
Unit
0
0
Churches without kitchens, day care, or camps
3
Seat
0
0
Churches with kitchens
5
Seat
0
0
Churches providing day care or camp
25
Person (child+employee)
0
0
Fire or Rescue without on -site staff
25
Person
0
0
Fire or Rescue with on -site staff
50
Person per shift
0
0
Food & Drink - Banquet Dining Hall
30
Seat
0
0
Food & Drink - Bars, Cocktail Lounges
20
Seat
0
0
Food & Drink - Caterers
50
100 sf floor space
0
0
Food & Drink - Restaurants, Full Service
40
Seat
0
0
Food & Drink - Restaurants, Single Service Articles
20
Seat
0
0
Food & Drink - Restaurants, Drive-in
50
car space
0
0
Food & Drink - Restaurants, Carry out only
50
100 sf floor space
0
0
Food & Drink - Institutions, Dining Halls
5
meal
0
0
Food & Drink - Deli
40
100 sf floor space
0
0
Food & Drink - Bakery
10
100 sf floor space
0
0
Food & Drink - Meat Dept., Butcher, Fish Market
75
100 sf floor space
0
0
Food & Drink - Specialty Food Stand or Kiosk
50
100 sf floor space
0
0
Hotels/Motels/B&B without in -room cooking facilities
120
Room
0
0
Hotels/Motels/B&B with in -room cooking facilities
175
Room
0
0
Hotels/Motels- Resort Hotels
200
Room
0
0
Hotels/Motels- Cottages, Cabins
200
Unit
0
0
Laundries (Self -Service)
500
Machine
0
0
Medical or Dental offices
250
Practitioner per shift
0
0
Medical - Veterinary offices without boarding
250
Practitioner per shift
o
0
Medical - Veterinary, Kennels, with boarding
20
Pen, Cage, Kennel, Stall
0
0
Medical - Medical Hospitals
300
Bed
0
0
Medical - Mental Hospitals
150
Bed
0
0
Medical - Convalescent, Nursing, Rest Homes without Laundry
60
Bed
0
0
Medical - Convalescent, Nursing, Rest Homes w/ Laundry
120
Bed
0
0
Medical - Residential Care Facilities
60
Person
0
0
Parks & Rec. - Campgrounds w/comfort station but without water & sewer hookup
75
Campsite
0
0
Parks & Rec. - Campgrounds with water & sewer hookup
100
Campsite
0
0
Parks & Rec. - Campground Dump Station facility
50
Space
0
0
Parks & Rec. - Construction, Hunting, or Work camps with flush toilets
60
Person
0
0

Wastewater Flow Calculations
Establishment
Unit Value
(Gal/Day
Unit Type
# of Units
Discharge
GPD
Parks & Rec. - Construction, Hunting, or Work camps with chemical or portable toilet
40
Person
0
0
Parks & Rec. - Parks with Restrooms
250
Plumbing Fixture
0
0
Parks & Rec. - Summer camps without food prep or laundry facilitates
30
Person
0
0
Parks & Rec. - Summer camps with food prep and laundry facilitates
60
Person
0
0
Parks & Rec. - Swimming Pools, Bath Houses, Spas
10
Person
0
0
Public Access Restrooms
325
Plumbing Fixture
0
0
Schools - Preschools & Daycares
25
Person (child+employee)
0
0
Schools with Cafeteria, Gym, & Showers
15
Student
0
0
Schools with Cafeteria
12
Student
0
0
Schools without Cafeteria, Gym, & Showers
10
Student
0
0
Schools, Boarding
60
erson (student+employee
0
0
Service Stations, Gas Stations
250
Plumbing Fixture
0
0
Car Wash Facilities (if recycling water, see Rule .0235 of 2T regulations)
1200
Bay
0
0
Sports Centers - Bowling
50
Lane
0
0
Sports Centers - Fitness, Exercise, Karate, Dance
50
100 sf floor space
0
0
Sports Centers - Tennis, Racquet ball
50
court
0
0
Sports Centers - Gymnasium
50
100 sf floor space
0
0
Sports Centers - Golf Course with only minimal food service
250
Plumbing Fixture
0
0
Sports Centers - Country Clubs
60
Member or Patron
0
0
Sports Centers - Mini Golf, Putt -Putt
250
Plumbing Fixture
0
0
Sports Centers - Go -Kart, Motorcross
250
Plumbing Fixture
0
0
Sports Centers - Batting Cages, Driving Ranges
250
Plumbing Fixture
0
0
Sports Centers - Marinas without Bathhouse
10
Slip
0
0
Sports Centers - Marinas with Bathhouse
30
Slip
0
0
Sports Centers - Video Game Arcades, Pool Halls
250
Plumbing Fixture
0
0
Stadiums, Auditoriums, Theatres, Community Centers
5
Seat
0
0
Stores, Shopping Centers, Malls & Flea Markets
Auto, Boat, RV dealerships/showrooms with restrooms
125
Plumbing Fixture
0
0
Convenience Stores, with Food Preparation
60
100 sf floor space
0
0
Convenience Stores, without Food Preparation
250
Plumbing Fixture
0
0
Flea Markets
30
Stall
0
0
Shopping Centers and Malls with Food Service
130
1000 sf
0
0
Stores and Shopping Centers without Food Service
100
1000 sf
0
0
Transportation Terminals - Air, Bus, Train, Ferry, Port & Dock
5
Passenger
0
0
Other-
0
Other-
0
Other-
0
Other - See attached supplemental PER
430,560
From 15A NCAC 02T .0114
Average Daily Flow (gallons per day) 430,560
Actual Measured Flow Data (Source) I Average Daily Flow (gallons per day) 450,000

Design Pumping Flow Rate
Peaking Factor Calculation
Service Area Population
4,722
Peak Factor = 18 + SIP
4+�P
Calculated Peak Factor =
3.3
Design Peak Factor =
3.3
Determine Minimum Pump Rate
Average Daily Flow
430,560
GPD
Peak Flow
1,407,042
GPD
Minimum Pumping Rate Required
977
GPM
Design Pumping Rate
1 1,000
GPM

Cycle Time & Wet Well Geometry
Target Cycles Per Hour
ADF = 299 gpm
Pumping Rate = 1,000 gpm
Time = 30.0 min.
Target Cycles Per Hour = 2.0
Check Cycles Per Hour: OK
Check Cycles Per Hour: OK
Determine Wet well Diameter
Required Volume =
Pick Wet Well Diameter =
Pick Wet Well Cycle =
Volume in Cycle =
6288
Gallons
Ft
Vert. Ft
Gallons
8.5
4.0
1 1698
Vertical Datum Used: JNAVD 88
Determine Wet Well Invert & Float Elevations
Wet well Dia. = 8.5 Ft
Top Elev = 812.50
Gnd Elev = 812.00
Lowest SS Invert In =1 795.99
larm = 793.72
ag On = 792.72
sad On = 791.72
umos Off = 787.72
Bottom Invert Elev* =1 786.72
*As required to meet manufacturer's req'd submergence
Meets Minimum 1' Below Lowest Pipe Invert? OK
s

Pumping Station Piping Design
Pump Station Piping Inside the Wetwell
Design Pump Rate (gpm) =
1,000
Pick Wet Well & Valve Vault Nominal Piping Size (in) =
8.00
Pump Station Piping Material =
DIP PC 350
Wet Well Pipe Diameter (in) =
8.55
Velocity (fps) =
5.59
Meets Minimum Velocity Requirement?
OK
Meets Maximum Velocity Requirement?
OK

Force Main & Piping Design
I Off -Site Force Main Data
Design Pump Rate (gpm) = 1,000
Select Force Main Size (in) = 10
Velocity (fps) = 4.1
Meets Minimum Velocity Requirement? OK
Meets Maximum Velocity Requirement? OK
Required Pump? Use Non -Clog Pum
Line Length (ft) = 7,630
Account for Minor Losses = 5%
Equiv Length (ft) = 8,012
Connection Point: ITo Existing Sewer Manhole
Pump Station Piping Data
Design Pump Rate (gpm) =
Pick Wet Well & Valve Vault Piping Size (in) = F
Velocity (fps) =
Meets Minimum Velocity Requirement?
Meets Maximum Velocity Requirement?
1,000
8
6.38
OK > 2 FPS
OK < 8 FPS
Item
Number of Fittings
L/D Ratio
Equivalent
Length
45 bend
90 bend
22.5 bend
Branch Tee Flow
Check valve
Plug Valve
16
0.00
3
30
60.00
9
0.00
1
60
40.00
1
135
90.00
1
17
11.33
0.00
0.00
0.00
Equivalent Fitting Length (ft) =
Wet Well & Valve Vault Piping Length (ft) =
Total Equivalent Pump Station Pipe Length (ft) =
Equivalent Off -Site Diameter Length (ft) =
201
37
238
706
Total Equivalent Force Main Length (ft) =
8,717
9

Force Main & Piping Design
Force Main Data and Velocity Check
Design Pump Rate (gpm) =
1,000
Select Force Main Size (in) =
10.00
Set Mimimum Velocity Desired (fps) =
3.00
Set Maximum Velocity Desired (fps) =
8.00
Velocity (fps) =
4.09
Meets Minimum Velocity Requiremen
OK
Meets Maximum Velocity RequiremeF
OK
Required Pump?
Use Non -Clog Pump
Sludge Multiplier (Mx)= 1
Force Main Length(s)
Section
Length (feet)
Pipe Diameter
inches
Maximum Elevation
ft
1
2,300
8.00
845.00
2
4,620
10.00
852.25
3
900
10.00
852.25
FM Low Point
787.72
Total
7,820
Minor Head Losses in Pipe Sections by Hazen Williams Formula
Section
1
2
3
Nominal Diameter
(inches)
8.00
10.00
10.00
Pipe Material
DIP PC 350
PVC C900 DR V
DIP PC 350
Pipe Diameter (in)
8.55
9.42
10.58
Discharge (gpm)
1,000
1,000
1,000
Velocity (ft/s)
5.59
4.60
3.65
Length (ft)
2300.00
4620.00
900.00
New Pipe or Old PipE
New Pipe
New Pipe
New Pipe
Hazen Williams
Friction Coefficient
125
140
125
Minor Losses (ft)
32.69
33.21
4.53
Minor Losses with
Sludge Multipler
32.69
33.21
4.53
New Pipe or Old PipE
Old Pipe
Old Pipe
Old Pipe
Hazen Williams
Friction Coefficient
100
120
100
Minor Losses (ft)
49.42
44.18
6.85
Minor Losses with SI
49.42
44.18
6.85

Force Main Equivalent Length by % Loss
Line Length (ft) =
7,820
Account for Minor Losses =
5%
Equiv Length (ft) =
8,211
Force Main Equivalent Length
by Minor Loss Calculations
Section
Length (ft)
Pipe Diameter
in
Minor Losses (in feet of
head
1
2,300
8.00
32.69
2
4,620
10.00
33.21
3
900
10.00
4.53
Fittings
1.45
Total FM
7,820
70.44
Total Equivalent Force Main Length (ft) = 7,890
Total Dynamic Head
High Point on Force Main =
852.25
Lowest Point on Force Main =
787.72
Total Static Head =
64.53
Head Loss Due to Friction =
71.89
Total Dynamic Head (TDH) =
136.42
Check Detention Time in Force Main at ADF
Length of Force Main =
7,820
Feet
Volume of Force Main (Section 1 Dia) =
23,322
Gallons
Cycles to Pump
10.40
Cycles
Minutes of Detention =
82.4
Minutes
Hours of Detenion in FM
1.37
Hours
Meets Maximum Detention Time?
OK
10

Pump Selection
Force Main Diameter (in) =
10
Equivalent Force Main Length (ft) =
7,890
Highest Point on Forcemain (ft) =
852.25
Staic Head (ft) =
64.53
Hazen -Williams C Factor =
1 125.00
Minimum Required Pump Rate (GPM) =
977
Design Pumping Rate (GPM) =
1000
Total Dynamic Head (ft) =
136.42
Pressure Head
"Only
Pressure
at Connection
Proposed
Head at
Static
"All On"
Pump
"Only
Pump
Velocity
GPM
Connection
Proposed
Head
TDH
Station
(fps)
Head
"All On„
(feet)
(feet)
(feet)
Pump Station
On" TDH
(feet)
On" (feet)
(feet)
0
64.53
N/A
65
0.0
183
400
64.53
N/A
74
1.6
158
800
64.53
N/A
99
3.3
137
1200
64.53
N/A
138
4.9
117
1600
64.53
N/A
190
6.5
99
2000
64.53
N/A
254
8.2
80
2400
64.53
N/A
330
9.8
58
Pump Manufacturer:
Flygt
Model Number:
NP 3202 HT3-458
Impeller Diameter:
1310 mm
Horsepower:
170
Voltage:
1460
ill

Pump and Force Main System Curve
350
300
250
- 200
U.
150
100
50
N
—*—Pump Head
s All On System TDH
—mom 1 Pump On
0 500 1000 1500 2000 2500 3000
Flow (GPM)
12

Station Operation Check
Proposed Operational Point:
1,056 GPM @ 1 124 TDH
Check Wet well Cycle Times
Wetwell
Wetwell
Wetwell
Wetwell
Diameter
Area
Cycle
Volume
(feet)
(gal / VF)
(ft)
(gal)
8.5
424
4.0
1697
Fill =
Wetwell Volume
=
5.7 minutes
ADF
Run =
Wetwell Volume
=
2.2 minutes
Pump Rate - ADF
Total = 7.9 minutes
Cycle Time = 7.6 Cycles / Hour
Meets Minimum Cycle Time? OK
Meets Maximum Cycle Time? OK
13

Buoyancy Calculations
Wetwell Outside Dimensions
9.50
Feet
Wetwell Inside Dimensions
8.50
Feet
Wetwell Top Slab Elevation
812.50
Feet
Wetwell Invert Elevation
786.72
Feet
Extended Base Slab Diameter
11.50
Feet
Extended Base Slab Thickness
1.00
Feet
Top Slab Thickness
0.50
Feet
Calculate Total Volume of Wet well Structure
Volume of Wetwell Riser Sections =
1826
cf
Volume of Wetwell Extended Base =
104
cf
Total Volume of Wetwell Structure =
1930
cf
L;aicuiate i otai volume or water uispiacea
H2O Displaced = (Volume of Wetwell Structure) * (62.4 Ibs/cf)
H2O Displaced 120447 Ibs
Calculate Weiqht of Wet well Components
Section
Total Ht
Weight
Top Slab Thickness ft.
0.50
5316
Riser - Total Vertical Ft.
25.78
54668
Base Slab Thickness (ft.)
1.00
15580
Total
27.28
175565
Total Weight of Concrete in Wetwell 75565 Ibs.
Calculate Submerged Weight of Soil Above Extended Base/Footing
Total Area of Extended Base
104
sf
Total Area of Wetwell Riser
71
sf
Area of Extended Base less Wet well
33
sf
Height of Soil Above Extended Base
25
ft
Volume of Soil Above Extended Base
834
cf
Weight of Soil Above Extended Base (estimated)
1 120
Ibs/cf
Total Weight of Soil Above Extended Base
1 100068
Ibs/cf
Flotation Protection Required
Weight of Concrete and Weight of Soil Above Extended Base: 175633 Ibs
Weight of Water Displaced By Wetwell: 120447 Ibs
Flotation Protection Required? NO
14

APPENDIX III
WHITES MILL SEWAGE PUMPING STATION
UPGRADES
SIPHON CALCULATIONS

Siphon Calculations
Friction Head Calculations
Hazen Williams hf = 0.002083' L' (100/C)11.85' ((gpmA1.85)/(dA4.8655)) HAZEN & WILLIAMS FORMULA
North Siphon Line
L = 790.4 feet
(length of line + all equivalent lengths)
L = 790.4 feet
(length of line + all equivalent lengths)
(New Pipe)
C = 130
(Hazen & Williams Friction Factor)
(Old Pipe) C = 90
(Hazen & Williams Friction Factor)
gpm = 1,271 gpm
(flow rate) 1.83 MGD
gpm = 1,271 gpm
(flow rate) 1.83 MGD
d = 10.656 in
(pipe diameter)
d = 10.656 in
(pipe diameter)
hf = 5.61 feet
2.43 psi
hf = 11.07 feet
4.79 psi
Pipe Velocity
Pipe Velocity
Q 1271 gpm
Q 1271 gpm
Diameter 10.656 in
Diameter 10.656 in
Area 0.62 ft'
Area 0.62 ft'
Q 2.83 ft/sec
Q 2.83 ft/sec
V 4.57 ft/sec
V 4.57 ft/sec
Siphon Minimum Velocity Check
OK
Siphon Minimum Velocity Check
OK
Upstream Invert Elevation
803.91
Upstream Invert Elevation
803.91
Downstream Invert Elevation
790.55
Downstream Invert Elevation
790.55
Static Head
13.36
Static Head
13.36
Is Static Head > Friction Head?
OK
Is Static Head > Friction Head?
OK
South Siphon Line
L = 790.4 feet
(length of line + all equivalent lengths)
L = 790.4 feet
(length of line + all equivalent lengths)
(New Pipe)
C = 130
(Hazen & Williams Friction Factor)
(Old Pipe) C = 90
(Hazen & Williams Friction Factor)
gpm = 1,271 gpm
(flow rate) 1.83 MGD
gpm = 1,271 gpm
(flow rate) 1.83 MGD
d = 10.656 in
(pipe diameter)
d = 10.656 in
(pipe diameter)
hf = 5.61 feet
2.43 psi
hf = 11.07 feet
4.79 psi
Pipe Velocity
Pipe Velocity
Q 1271 gpm
Q 1271 gpm
Diameter 10.656 in
Diameter 10.656 in
Area 0.62 ft'
Area 0.62 ft'
Q 2.83 ft'/sec
Q 2.83 ft'/sec
V 4.57 ft/sec
V 4.57 ft/sec
Siphon Minimum Velocity Check
OK
Siphon Minimum Velocity Check
OK
Upstream Invert Elevation
803.41
Upstream Invert Elevation
803.41
Downstream Invert Elevation
790.55
Downstream Invert Elevation
790.55
Static Head
12.86
Static Head
12.86
Is Static Head > Friction Head?
OK
Is Static Head > Friction Head?
OK

Siphon Calculations - Maximum Capacity
Friction Head Calculations
Hazen Williams hf = 0.002083 - L- (100/C)A1.85 ' ((gpmA1.85)/(dA4.8655)) HAZEN & WILLIAMS FORMULA
Norm aipnon Line
L =
790.4 feet
(length of line + all equivalent lengths)
(New Pipe) C =
130
(Hazen & Williams Friction Factor)
gpm =
2,025 gpm
(flow rate) 2.92 MGD
d =
10.656 in
(pipe diameter)
hf =
13.27 feet
5.75 psi
Pipe Velocity
Q
2025 gpm
Diameter
10.656 in
Area
0.62 ft2
Q
4.51 ft'/sec
V
7.29 ft/sec
Siphon Minimum
Velocity Check OK
L =
790.4 feet
(length of line + all equivalent lengths)
(Old Pipe) C =
90
(Hazen & Williams Friction Factor)
gpm =
1,400 gpm
(flow rate) 2.02 MGD
d =
10.656 in
(pipe diameter)
hf =
13.24 feet
5.73 psi
Pipe Velocity
Q
1400 gpm
Diameter
10.656 in
Area
0.62 ft'
Q
3.12 ft'/sec
V
5.04 ft/sec
Siphon Minimum Velocity Check
OK
Upstream Invert Elevation
803.91
Upstream Invert Elevation
803.91
Downstream Invert Elevation
790.55
Downstream Invert Elevation
790.55
Static Head
13.36
Static Head
13.36
Is Static Head > Friction Head?
OK
Is Static Head > Friction Head?
OK
aoum aipnon Line
L = 790.4 feet
(length of line + all equivalent lengths)
L = 790.4 feet
(length of line + all equivalent lengths)
(New Pipe) C = 130
(Hazen & Williams Friction Factor)
(Old Pipe) C = 90
(Hazen & Williams Friction Factor)
gpm = 1,975 gpm
(flow rate) 2.84 MGD
gpm = 1,375 gpm
(flow rate) 1.98 MGD
d = 10.656 in
(pipe diameter)
d = 10.656 in
(pipe diameter)
hf = 12.67 feet
5.49 psi
hf = 12.80 feet
5.54 psi
Pipe Velocity
Pipe Velocity
Q 1975 gpm
Q 1375 gpm
Diameter 10.656 in
Diameter 10.656 in
Area 0.62 ft2
Area 0.62 ft2
Q 4.40 ft/sec
Q 3.06 fN/sec
V 7.11 ft/sec
V 4.95 ft/sec
Siphon Minimum Velocity Check
OK
Siphon Minimum Velocity Check
OK
Upstream Invert Elevation
803.41
Upstream Invert Elevation
803.41
Downstream Invert Elevation
790.55
Downstream Invert Elevation
790.55
Static Head
12.86
Static Head
12.86
Is Static Head > Friction Head?
OK
Is Static Head > Friction Head?
OK

APPENDIX IV
WHITES MILL SEWAGE PUMPING STATION
UPGRADES
FLOOD INSURANCE RATE MAP

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM
ROC,unia AM 1 carm"
i--Z50,1fRV -
DATUM INFORMATION
The pro}ctlm mood n Vic wsM,al— d Mon man war the Nonh ca drat State
Plene IFIPSZONE 32W1 The hor]soMN datam was Me NonM Amehran Dann d
1983. GRS80 ellipsool DAaerrss n dMun Nlgad. w'opdion. or Uni—sal
Tranavalse Mwoatz mats wed n the Modscllon of FIRMS for Adjacent
nandicMns may M— n .ogre pos8lonN d8erancee , Cap faNees woes
haadgtronal Dwagalles Those dmrancsa do no affect she ill—acy d ones
FIRM All morel t- m His mop ae in U.S S—ey Feet. wive
1 U.S. Survey Foot • 12 937 Metals
Food Mevsbom m that map are Maancad M the North Amecian Verticalw Dan of 19M (NAVO 88) These flood en,maonrs me,, b, complied W sirudae
and Panel aleva— Mereno7tl to the calm raNica denim M —We oflaet
beN,Sen NAVD 88 antl the NNmal Geodao Vertical Dann of 1929 (NGVD 29)
Me been commod I. — NorM Caman, col-, This onall ores #,m appledl
io iM NGVD 29 flood NevNnm snit waa - Mv— M V du -- of Mp
sMewob swvno FIRM The offset, so each county Wen m this FIRM panel n
Itvwn , me vemral Men dh , table bab. Vsma a county hosgary W e
Iloodsp source wM nmewsed NGVD 29 Rood! elevasom — concAeq
ndvgMW offset tsar bten caksilesed antl applied ding the csew d Ma
saelise M.
FIRM. Sea SW 6.1 d she wmlpw"V Flood aaurarce
Stud, repot to obtain f,nher =a— on the pan _ of akvNho,
between NAVD W ant NGVD 29 To dNan c,, rM eNval,m, desa,pl,on, arch
locagn reor — TOM beach meld, shown on, this mop. P.— coMacl Me
Node Carolina, Geodetic Survey at the address Mown babe, You may also
cora,a the Information Service, Branch d sat National Geodatc Suave, N (3011
T1g.,W a ms ib--a DepJAMM,— y -Y
Norm Caolaa Geodetc Survey Coast' Avalage VenIW D— Offset Table
R VAaN C 27 SVeN i _
Rag) 7 -3 27Ti01
[phone]
iXOo-l==ratj y
All aceam, bated n one Flood Hazard Data Table babe wale eluded by aewad
rrMtptls useq fob savvy. 00rer Mod laud date shown on
sat map may
have been carved way aaher e=•oeaM _y,hs on .- detaiaq Rivalaa
ananY Mona hMonn m ImModnl9 wu NuOhad by Vase aWyses a
Mm ccrnad n me Flood =a—, Study report
FLOOD HAZARD DATA TABLE Roo° " N1tl" II.N
LM,Np1a Dstnce Fran
t%ANaal Deco aa6rasrd Sesame
Co. :a1Mn Food OscMge 110DYta1 encroachnars Bade ,
Section Satin (ell YNaa.$. ,,,am 1 Lo." Downsesanlo
Zvow Tesese 'e
WEST FORK DEEP MVER (STREAM NO. 2)
6106
610,600'
NA
we I
32D
6116
1 61/.800'
NA
809.7
16o
6138
613,8W'
NA
814.4
176
81,M
614,562'
NA
816.2
32D
' Fait—i,npM
WEST FORK DEEP NM TMMRARY NO. 2 (STREAM ND. 8)
012
1,150T
NA
809.6
125
025
2.570 T
NA
816.5
50
' Fait abve rroMAM t Feet about IrnMal Road
�•.. wR. w AYT E
O
Thhs dgaa Flood Inseams Rae Map (FIRM) was wMpced Mrwgl, a undue
cooperasve panmranip between the State of Nonh Carolina Prot the Federal
Emergency Management Agency (FEMA). The State of With Cambia. has
f W,—tad a lore, ]elm appl lh offlo00plan management to decease Me
costs a abonned with lloodng Th' is demonNreled by the Slates commitment to
map flow]plan areas A the local level. As a par] of ]his MM. Me Nate of Node
caoloa has jorree m a Coopxaing Technical State agnaerrtnl wide FEMA to
Produce arm matntauh this dgVa FIRM.
www.ncfloodmaps.com
low:
ZONE X , 1. • M j
I" � ' 11• � I'. M i
LONE AE
ZONF X �� I , r:li ..' s 11,'
'. '� I ICI, In •1. MI �I ` .. '_ ' ,' e fa
' � ♦' 70NE AE
Z lOmtF z J
ZONF: AF.
•s A .� .ZONE%
ZONE X •.. T • ` •.` ....._ _ • • i ` . ; �_ / l••l� A�1
•'ZONE AE
I of ,,. � :I 11. I +,7;a •J� �w-- '� /
ZONE
�J 7
—„ 2DNE X
eb 000 ME'
Tots mop Is to use n ...Ma.O ion Na— Flood In-- Program fl does rp
aize ssaov insiMMy aN areas NElec, n flooding
Pany hom bca md drsge sources small
The communky map retain" stvwbf be ­w for Passible hyaaad or addsionse
noon hax.d m onmal—
To ocan more detailed nrormladm n smw ­M BMs Pines Elavet]ans (BFEI) ends Peodneys
vat bow detmmined uew, hie —lped to chnwe me, Flood Prank, FloOoway Oita. Inn.
patted Flood Hated DNS. a Summary d Stvne , ENVaon, table, onmil aG wMn me
Food nwnme SW , (FIS, lop. Mal accorrpaMes ors FIRM Usem ,hoed he ,wale met BFE.
Mown on Me FIRM npreem rounded whdrlod ekvaams These BFE, are,mended for flood
p n loV puryoses -1 and — roe be used as to sea source d Mm se—crl
nlamabm Ac=wdegtY. food serum dats Presented In the Fie upon Mwq he dlitad m
rpyuncbon wM ma FIRM for P-1 d =amMaon a floodwan mahapemenl
Bamowes of IeEuls" Iloodiays — m the FIRM la noodea ,dews s1W,ed by dewed
—.1wero conM - al cross —I and misnoo4led between nos, Mtaom The fi—ys
woe based on hYtradc cm,idenlm, wM M Wd 10 ngunemems d oat f,tslon,l Flood mini nce
Pmtram Fwodway wgms ant doer pMnent IloodwaY data rot noodnt rounds atuded DY detabd
mSMads as wit as rnprM�rKldaclalMarA w1dDa W noodnp scan, s1Wad by knktl ONas
memeoa ert proNded n ow F sod pautanra Study (FS) report to bps n m The F S reps,
e. linos. msttu=bms n, delemunep S IloodwaY usmt rmF __hmsM —, la lio log
aWetl by Nmnd deeded napgd,
r 91
NOTES TO USERS
Chen Gees not in Spada Flood Hazard Areas may be wotecteo by Rood cc tr alrachMM
Rita to Sedbn 44 -Flood Nolectron Maaawea d Vat Fbotl Inseanp Study repot sat
hMonnabm on flood contra eaucluras m M s unsddm
I
Data ass,, rRomNm and gaos,,a e, data wed 10 develop Mrs FIRM wee ohlemed hom
aw,abns. ndudap ton mncroan9 local comon—yl,asl at We and fMM`
lg.—, aide ooe, sources The wM_ base M ors FIRM is venal vnegery acgaed by
Gudrord County The Came Paod of mbaotw to the mnagery M 2003 trdd�Niol and
geospabal data snpplatl by the local CwnmmnYf sal ,tali met FEMA base map speasicaY>m
con —ed the waare i source for de -op mom of Ito base map See geospaal
_Mdaa to the assoaaed o9w, FIRM for cods—, maonma— abwl Dose map w—ailm
Basal map Manures Nwwn on ma map such w corppae wits, lie Dosed on the mos, ,n—
dale "a avalabk al Me time of pudhoallm Cheaper In IM corporate INMb MY I1a ni
of—,, 0, Nnce I. nap re, pars MaP wars shwa =anwh the nd —" c,1--
oflnat or webne m varty eareM mhbnwns d lendcmonal bomdeas and base nap feNMaes
Tots map may roman roads that was rot the F, ea n a hytraulc Tam d sheama where
ro new hytraJc model was creased easy ton wotladgn d Ma staNw,d forma FIRM
1 TOT —FEET
ZONL X
Thb mop reflects more deaaded and lol"ile ehaap cha,nal conflgraalons men Ihme
shevm m the weviws FIRM for Me Iunsdl,t— The food tams ant Inodways that wale
liana M FIRM a her been Ned to aegmn io IheN now stream
aired hour s RM m pnvnou lido
Y
camel cmameF PM ley Fbla M) Data leeks n the Flood axti awns As a roaun. 0e bow lilt
llsuran=e t di repay, Iwhoh s shorn, nl IN, l ap nytrauac dNS) may refleM stream tmanml
dsta,ne, Vat tldfer hour vial is Nnosvn m ttns map
Please Misr to she sepalaely Forded Map bras% for an, ,M­ map CO the county showmp the
layout a map pawls. canmmM map repository aOMessas, art a Lntq d Cenmmdea table
= i,, Natrona Flood Imean2 Program does fo each community as well p, hang of the
worts m whhcb each comm_y is nceted
X You have gNNipls abouh We map a ,vasnon, carvnsg the NNmml Flood Maaace
Nopam fin gemrel. please cat t - M - FEMA MAP (1-11"-336-2627) or vlsd ton FEW
weDNb al Mto (Iwww fame. my
M ac=ohMnOaswn9 Flood In ..— SlWy rort epLetts of Mop Re (LOMR) a Latta of Map
Ann—m- ILOMAI revisng portion, of den pawl. and dpeal vaspns of fMs FIRM may be,
avaaabk Vna the Node, callow- FbppMln MWpty P.W— wabsd N
Mb lhvw-w.rncflP9drn,oa col o corsad the FEMA Map SaM ice Ghee a 1 A 21W9616 for
ireamamm m NI Mated woduda as,ocatad wM His FIRM The FEMA MW Servce C,Mer
met' Nato lea reached by Fu N Td0D3W%4 And
as
women M Mn.Nw-ww.msc Tema ow
—FEET
U.—ME,
Im
ilford County
xlrwratW Areas
370111
830000 FEET
... �O FEET
MAP REPOSITORY
ReMbaslYq dMp Rpossmw m M,ps_.nr a MMMh
EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
DUNE 18, 2a07
EFFECTIVE D M(S) OF REV,SX)NMS, TO THIS PANEL
Formnmsl CapmwsenM pmtpaneyede nep.—bneC.,Mp--weelovedn
K Fam nsn,.eFe snpY raper b urn wnsamw
b daMttn-Me s woo nwrmce n areMtble n nn aoMrnwory. con rpm pen. ve No1n exam
OnYlan d E,mpe,cY Meuoevrcr, w Me Nnpne Flood kwrwae P,mO'am a hie ,pewee done mnaars a
wenaes:
NC DMsim>�EnememY MamspnMehh�..,h.w...Iw rrmw.NsameFMwbaO.. µ,ur�Proa„n
LEGEND
SPECIAL FLOOD HAZARD AREAS (SFHAS) SUBIECT TO
INUNDATION RY THE 1% ANNUAL CHANCE FLOOD
Tile I% amual chance flood (1DOyear Mad), also Iaovrrl as the base MmM flood, Is e flood a
has a 1% chance of beat egsalad a eYeeaee m a y 9ncn year. The Swill Flood Hated
Area a the — NOhttY to Boodng by sre 1% amual chance Mod. Areas n Special Food
Nano ncude Zones a, AE, AM, All, AR, A", v, and VE. The Base Food ELI— n Vile
wa 'Wa s elenlbn d the 1% amlal tl� Mod.
ZONE A hip Base Flood Ekvabon EeemWed.
ZONE AE Base Flood Ek,adon determined.
AM Flood depths of 1 M 3 fee (Imply allies Of pmdq): Base Flood Season,
dMerrn—,
ZOME AO Flood deon of 1 In 3 feet (usually skeet fbw an 0cipeq tenk); ine aw
dww dsteral d. Far auras of ahwat lan MOEYq, vaoWm also
derernlred.
ZONE AR SpaTal Flood NerarC Area formeN wr10eOM hates se 1% anon chance
Mod by a Mad coned system that wa su iatoonMy tlemtae0. Zone AR
nObee, that she lamer Mod coned ,,,tern h bent reshnM n pm,nde
11MemOn ham the 1% arobal chance a gnaw Bond.
ZONE A" Area N be prele0ee hen 1% annals dance Mod by a FeGea flood
wobadbn system u,de tontruNon; no= Flood Ei—dons deasmwe.
ZONE w Caatai Bond me wan van M horse (ware aim); Bade Flood Eevabons
determined
FLOODWAY AREAS IN ZONE AE
The Modvay is she chaaene of a sbenh beds any adlacent Modpimn aea that muss be kept
five of elic—chnrd so sat the I%anmat Mace. Mon ran be camel wahaA sAisaraal
adrea,es N Mod he h.
OTHER FLOOD AREAS
ZOME X Area of 0.2% anual thane Rood: carers d 1% ambal cane Mod with
aere9e dep0a d lees Math 1 low a wan tlranape aeon Ness Ma 1 squaw
mk: lilt area wdvcled by levees hen 1% anmW Hance Mod.
OTHER AREAS
ZOMEIt enadaan—te—de02%en'llms novallan.
ZONED Albn— wood swards an, undWrmrW,bit 0oddde
® COASTAL WRIER RESOURCES SYSTEM (CERS) AREAS
OTHERWISE PROTECTED AREAS (OPAS)
Calls Mess Add OVa, are nenail bowel Move or adleoet M Special Food 1laead Area.
- 1%ase-divehm Boodwanonmlan,
01 anal— lkodoien boadaY
—. flmpwry boaMsay
fine D be edgy
..................... a,sad—bond,
eoedaY dndN soeoN Fkm rants Ann Taw s d balder
�1`T�SPKFie— I —in, spew hips HaoM limn d Mean Bee Rpd
eenions, Mon aswa n,m saocac.
513 ^-�^^ Base flood Besaaa,n soap hears; aeaeonnke•
IE1981h Ea¢ Fboa EMeen was Mae uMdm — me. sAMm n
• rateecew sae ramM Anevn veaat Irmp d wee
O� Gass swvaon lie
Cnow.wa madealm ,alaaat0 W m, Ham Amaaar boom d
v .P�. oz-u10 19831aA0 e3)
4 ll6 1d0onaer "nMa `Tnmwme tNnaalr and mis, mho 17
1477 W FEET 25061p10da Yaaw: HprM Caalau Sale plane cmaenee glen
(FD4dE 3200, Sbt Ap Nap e3 eel)
OM5510 sbzh em aea 6saNhp sa,m _urn (see apaMalo, n _
„ pebm—liclmdesnanwne)
BM5510O Rona Gpaebe Swvn be,M mot Ina avWnnan n Me Naen
lryarrnalion swum d Ma Faha pwMer
-MIS area Mae
Dees NDRTN
MAP SCALE 1• - 600• V : 6.000)
as m hit 1: �t
Tin
'nv FJ1P
PANEL 7803J
FIRM
°
FLOOD INSURANCE RATE MAP
NO)RI II ('AIMLIIA
PANEL 7803
�
=.Flnoe.r«,FinaMp.mF1
cOMMUMTy f,I EMU IVfF'%
I �
�
I
O
O7
I
a+p Mumw
i` a
Cig
EFFECTIVF.DATE MAPNUMBER
JUNE 18.2007 3710780300J
a
Q
�
pee••^' State of North Carolina
n,........