WQ0040747_Modification_20210913

ir TARR
GROUP
September 10, 2021
NCDEQ/DWR Water Quality Section
1617 Mail Service Center RECEIVED
Raleigh, NC 27699 SEP 13 2021
Re: Hwy 55—Shallotte
Alternative Sewer Extension Application NCDEQ/DWR/NPDES
To Whom it May Concern,
The purpose of this application is to modify the existing Wastewater Collection System Extension Permit
for the Town of Shallotte (WQ0040747)to include the construction of 414 LF of 2"force main, 1 duplex
grinder pump station, and the additional flow of 3,400 GPD.
Included in this submittal package is the following:
1. Application Fee
2. Alternative Sewer Extension Application Form including Section X&XI Attachment
3. Flow Tracking/Acceptance Form
4. Engineering Plans and Specifications
5. Engineering Calculations including Downstream Sewer Evaluation
6. USGS Map
7. Street level Map
8. Existing Permit
9. Power Reliability Plan
If you have any questions or require additional information, please do not hesitate to contact me via
email ([e-mail])or phone [phone]).
Sincerely,
J?)ec
Kevin Pulis, PE
Attachments

State of North Carolina
. liVVR Department of Environmental Quality
Division of Water Resources
15A NCAC 02T.0300—ALTERNATIVE SEWER EXTENSION APPLICATION
Division of Water Resources INSTRUCTIONS FOR FORM: ASEA 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.Unless otherwise noted,the Applicant shall submit one original and one copy of the application and supportRECE4VED
A. One Original and One Copy of Application and Supporting Documents SEP 13 2021
El Required unless otherwise noted
B. Cov r Letter(Required for All Application Packages): NCDEQIDWRINPDES
V List all items included in the application package, as well as a brief description of the requested permitting action.
> Be specific as to the system type, number of homes served, flow allocation required, etc.
> if necessary for clarity, include attachments to the application form.
C. Ap rcation 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. Alternative Sewer Extension (Form: ASEA 04-16)Application (Required for All Application Packages):
8' Submit the completed and appropriately executed application.
> If necessary for clarity or due to space restrictions,attachments to the application may be made.
' '/4 If the Applicant Type in Item 1.2 is a corporation or company, provide documentation it is registered for business with
the North Carolina Secretary of State.
Nmk-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.
44 The project name in Item Ii.I shall be consistent with the project name on the plans, specifications, flow acceptance
etters,agreements, etc.
I/The Professional Engineer's Certification on Page 5 of the application shall be signed, sealed and dated by a North
VTarolina licensed Professional Engineer.
he Applicant's Certification on Page 5 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. Se ion X&XI Attachment(If Applicable):
If the project includes gravity sewer, pump stations with multiple pumps and force mains, include the Section X & XI
attachment(s).
F. Flo 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.S.
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:ASEA 04-16& SUPPORTING DOCUMENTATION Page 1 of 4

G. En ering Plans(Required for All Application Packages):
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(including clean-out locations)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 I 5A NCAC 02T.0305(1) must also be shown clearly on the plans.
➢ Nodes/Zones listed in calculations and computer models must be accurately reflected on the plans.
➢ Plans must include lot numbers, zones, approximate pump and top of wet well elevations, and pump model number and
capacity in a table format.
❑ 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.
H. Speifications(Required for All Application Packages):
U' Per I5A 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 pump stations(i.e. packaged grinder pump requirements,valves,controls,etc.)
> Site Work(i.e.,earthwork,clearing,grubbing,excavation,trenching, backfilling, compacting, fencing,seeding,etc.)
> Materials(i.e., low pressure mains and laterals, 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.
I. En Bering Calculations(All Application Packages):
Per 15A NCAC 02T.0305(b)(2)and I5A NCAC 02T.0305(j)(1),submit engineering calculations that have been signed,
sealed and dated by a North Carolina licensed Professional Engineer,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
➢i Flotation calculations for all units constructed partially or entirely below grade(i.e.pump stations)
Vile If computer models are provided to document system design,the model and corresponding node/zone nomenclature must
clearly and accurately reflect the plans and specifications.
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:ASEA 04-16&SUPPORTING DOCUMENTATION Page 2 of 4

, J. nstream Sewer Evaluations(All Application Packages)
DoyVPer 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 Engineer, for receiving collection systems:
N ► 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.
16 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
17 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.
K. Sit aps(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)
> ownstream connection points and permit number(if known)for the receiving sewer
2(Include a street level map showing general project area.
L. E) ting Permit(All Modification Packages):
1W ►bmit 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.).
M. Power Reliability Plan (All Application Packages):
Wit 7r 15A NCAC 02T.0305(h)(1)(D), submit documentation of power reliability for simplex/vacuum units.
Q' 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)
N. Final Environmental Document(If Applicable):
WO Per 15A NCAC 02T .0105(c)(4), submit one copy of the environmental assessment and one copy of the final
environmental document(i.e., Finding of No Significant Impact or Record of Decision).
/4/40 Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the subject sewer.
O. Certificate of Public Convenience and Necessity(All Application Packages for Privately-Owned Public Utilities):
ftinil Per 15A NCAC 02T .0115(a)(I) 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
/4/1A 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: ASEA 04-16&SUPPORTING DOCUMENTATION Page 3 of 4

• P. O erational Agreements(Applications from HOA/POA and Developers for lots to be sold):
Home/Property Owners' Associations
❑ Per I5A NCAC 02T.0115(c),submit the properly executed Operational Agreement(FORM:HOA).
❑ Per 15A NCAC 02T.0115(c),submit a copy of the Articles of Incorporation, Declarations and By-laws.
Al*Developers of lots to be sold
❑ Per 15A NCAC 02T .0115(b),submit the properly executed Operational Agreement(FORM: DEV).
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NCDEQ/DWR
WATER QUALITY SECTION
PERCS UNIT
By U.S. Postal Service: By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N.SALISBURY ST.SUITE 925
RALEIGH, NORTH CAROLINA 27699-1636 RALEIGH, NORTH CAROLINA 27604
TELEPHONE NUMBER: [phone]
INSTRUCTIONS FOR FORM:ASEA 04-16&SUPPORTING DOCUMENTATION Page 4 of 4

State of North Carolina
DWR Department of Environmental Quality
Division of Water Resources
I 5A NCAC 02T.0300—ALTERNATIVE SEWER EXTENSION APPLICATION
Division of Water Resources ASEA 04-16& SUPPORTING DOCUMENTATION
Application Number: (to be completed by DWR)
APPLICANT INFORMATION:
1. Applicant's name:Town of Shallotte (company,municipality, HOA, utility,etc.)
2. Applicant type: ❑ Individual ❑Corporation ❑General Partnership ❑ Privately-Owned Public Utility
❑ Federal ❑ State ® Municipal ❑County
3. Signature authority's name: Mimi Gaither per 15A NCAC 02T.0106(b)
Title: Town Manager
4. Applicant's mailing address: PO Box 2287
City: Shallotte State:NC Zip:28459-2287
5. Applicant's contact information:
Phone number:[phone] Email Address: mgaither a,atmc.net
II. PROJECT INFORMATION:
I. Project name: HWY 55-Shallotte
2. Application/Project status: ❑ Proposed(New Permit) ® Existing Permit/Project
If a modification,provide the existing permit number: WQ0040747 and issued date: 7/25/19
If new construction but part of a master plan,provide the existing permit number: WQ00
3. County where project is located: Brunswick
4. Approximate Coordinates(Decimal Degrees): Latitude: 33.985° Longitude:-78.365°
III. CONSULTANT INFORMATION:
I. Professional Engineer: Kevin Pulis License Number: 042797
Firm: Tarr Group
Mailing address: 8650 East State Rd 32
City:Zionsville State: IN Zip:46077-
Phone number:[phone] Email Address: [e-mail]
IV. WASTEWATER TREATMENT FACILITY(WWTF)INFORMATION:
1. Facility Name: Shallotte WWTF Permit Number: W00000798
Owner Name: Brunswick County
V. RECEIVING DOWNSTREAM SEWER INFORMATION:
1. Permit Number(s): EPA 7234
System Wide Collection System Permit Number(s): WQCS00296
Owner Name(s): Town of Shallotte
FORM: ASEA 04-16 Page I of 5

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 ZN/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 ZN/A
3. If the Applicant is a Home/Property Owners'Association,has an Operational Agreement(FORM:HOA)been submitted?
❑ Yes ❑No ZN/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
Z Food and drink facilities ❑Church ❑Swimming Pool/Filter Backwash
❑ Businesses/offices/factories ❑Nursing Home ❑Other(Explain in Attachment)
5. Is/was an Environmental ironmental Assessment required under 15A NCAC O1C. ❑ Yes ®No
If yes,submit the appropriate final environmental document(FONS1, ROD,etc.)
6. Nature of wastewater: 100%Domestic/Commercial %Other waste—specify:
%Industrial(See 15A NCAC 02T.0103(20))
7. Wastewater generated by project: 3400 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 approval
8. Summarize wastewater generated by project:
Establishment Type Daily Design Flow a No.of Units Flow
Restaurant 40 gal/seat 85 3400 GPD
gal/ GPD
gal/ GPD
gal/ GPD
gal/ GPD
gal/ GPD
Total 3400 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.01 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: ASEA 04-16 Page 2 of 5

VII. PRESSURE SEWER DESIGN CRITERIA— 15A NCAC 02T.0305:
1. Number of simplex pump stations(STEP tanks/effluent pumps,vacuum pits,etc.)provided:0
2. What is the nearest 100-year flood elevation to the facility? 13 feet mean sea level.
Is any of the proposed project located within the 100-year flood plain?❑ Yes ®No
3. 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 the100-year flood plain elevation? ❑ Yes ❑No ❑N/A
If No, what measures are being taken to protect them against flooding?
4. Volume of storage in wet well above pump on elevation: 587 Gallons(include calculations)
5. How power reliability will be provided in accordance with 15A NCAC 02T.0305(h)(D):
❑ Wet well storage provides 24 hours worth of wastewater storage;or
Wet well storage provides wastewater storage based on power reliability and response times
(See"Policy for Meeting Reliability Requirements")
> Provide 3 years of power history date in the area.
➢ Provide response time to replace a failed pump. This would include travel time,time to replace pump,etc.
> Wet well storage would be based on whichever is greater.
All other pump stations meet the reliability requirements of 15A NCAC 02T.0305(hX1): ❑ Yes ❑No ❑N/A
6. Summarize simplex pump station design elements:
Design Element Plan Sheet Specification
Reference Reference
Emergency Contact Placard or Sticker
Screened Wet Well Vent
Restricted Access Details
Control Panel
High Water Alarms(Audible&Visual)
Valves(Check,Gate,etc)
Air Relief Valves
7. Summarize the pipe length by diameter to be permitted. Lines from a building to the septic or pump tank should be excluded.
(provide attachments if necessary)
Zone From Node To Node Diameter(in) Length(feet) #Pumps in Zone Pump Model
Specified for Zone
43 43 42 2 129 0
44 Pump 43 2 285 2 Myers VS20
8. Air release yalve station locations per 15A NCAC 02T.0305(i)(provide attachments if necessary)
Air Release Valve# Station Plan Sheet Reference
FORM: ASEA 04-16 Page 3 of 5

VIii. SETBACKS& SEPARATIONS—(02B.0200& 15A NCAC 02T.0305(f)):
1. Does the project comply with all separations found in I5A NCAC 02T.0305(0&(g) "Yes ❑No
➢ I5A NCAC 02T.0305(f)contains minimum separations that shall be provided 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, HOW,or SB from normal
high 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 swimming pools 10 feet
Final earth grade(vertical) 36 inches
➢ 15A NCAC 02T.0305(g)contains alternatives where separations in 02T.0305(f)cannot be achieved.
➢ **Stream classifications can be identified using the Division's NC Surface Water Classifications webpage
➢ If noncompliance with 02T.0305(f)or(g),see Section IX of this application
2. Does the project comply with separation requirements for wetlands?(50 feet of separation) ® Yes El No 0 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 I5A 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 02T.0105(cX6)(additional pennits/certifications)? ® Yes El No
Per I5A 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: ASEA 04-16 Page 4 of 5

IX. CERTIFICATIONS:
1. Does the submitted system comply with I5A 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, Kevin PUIis attest that this application for
(Professional Engineer's name from Application Item 111.1.)
HWY 55 - Shallotte
(Facility name from Application Item 11.1.)
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 j
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 143-215.6[3, 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. y
North Carolina Professional Engineer's seal,signature,and date: [ \��``O9,�H A R0 � , r
�F..SSO
. fEe %ha> 1 1 ili
3. Applicant's Certification per 15A NCAC 02T.0106(b):
I, Mori Lair, /e'/`` �irt,4?/garx► /` attest that this application for
(Signature Authority's name&title from Application item 1.3)
wr 5-5-- /heel -_ __
(Facility name from Application item 11.1.)
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. As the permittee for the pressure sewer system,i understand I will be required to
own,maintain,and operate all individual pump stations.
NOTE — in accordance with General Statutes I43-215.6A and 143-215.613, 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. )
�j r
Signature: "1 i/''~- Date; `"' ' 4 Q'2
FORM:ASEA 04-16 Page 5 of 5

•
X. GRAVITY SEWER DESIGN CRITERIA- 15A NCAC 02T.0305:
I. Summarize Gravity Sewer to be permitted:
Size(inches) Length (feet) Material
XI. 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: HWY 55
2. Approximate Coordinates(Decimal Degrees): Latitude: 38.985° Longitude:-78.365°
3. What is the nearest 100-year flood elevation to the facility? 13 feet mean sea level. Source:NC Floodmaps
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:31.00
6. Design flow of the pump station: 0.0034 millions gallons per day(firm capacity)
7. Operational point(s)of the pump(s): 18 gallons per minute at 162 feet total dynamic head(TDH)
8. Number of pumps provided:2
9. Number of pump cycles at average daily flow: 2_6 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- l5A NCAC 02T.0305(h)(l)(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)(I)(C):
D 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.
Section X&XI Attachment Page 1 of 2

XI. PUMP STATION DESIGN CRITERIA(continued)
11. Summarize the pump station design elements:
Design Element Plan Sheet Specification
Reference Reference®
Power Reliability Source and Associated Elements C5.3 335000-4
Screened Wet Well Vent C5.3 335000-6
Check Valves,Gate Valves,etc. C5.3 335000-5
Control Panel C5.3 335000-3
Restricted Access Elements(Fence, Wet Well Lock,etc) C5.3 335000-5
Audible and Visual Alarms C5.3 335000-4
Telemetry/SCADA C5.3 335000-4
Level Controls C5.3 335000-3
Weatherproof Sign with Required Information C5.3 335000-4
Air Relief Valves
12. Summarize the force main to be permitted:
Size(inches) Length(feet) Material High Discharge Pump-Off
Elevation (feet) Elevation(feet) Elevation(feet)
2 129 HDPE 29.5 29.5 23.25
13. Air release valve station locations per 15A NCAC 02T.0305(i):
Air Release Valve# Station Plan Sheet Reference
Section X&XI Attachment Page 2 of 2

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Flow Tracking for Sewer Extension Applications
(FTSE 10-18)
Entity Requesting Allocation: Town of Shallotte
Project Name for which flow is being requested: Hwy 55 Restaurant
More than one FTSE may be required for a single project if the owner of the WWTP is not responsible for all pump
stations along the route of the proposed wastewater flow.
I. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: SHALLOTTE WWTF
b. WWTP Facility Permit#: WQ 0000798
All flows are in MGD
c. WWTP facility's permitted flow 0.500
d. Estimated obligated flow not yet tributary to the WWTP 0.453
e. WWTP facility's actual avg. flow 0.192
f. Total flow for this specific request 0.0034
g. Total actual and obligated flows to the facility 0.648
h. Percent of permitted flow used 130%
II. Complete this section for each pump station you are responsible for along the route of this proposed
wastewater flow.
List pump stations located between the project connection point and the WWTP:
(A) (B) (C) (D)=(B+C) (E)=(A-D)
Design Obligated,
Pump Pump Average Approx. Not Yet Total Current
Station Station Firm Daily Flow** Current Tributary Flow Plus
(Name or Permit Capacity, * (Firm/pf), Avg. Daily Daily Flow, Obligated Available
Number) No. MGD MGD Flow,MGD MGD Flow Capacity***
* The Firm Capacity(design flow) of any pump station is defined as the maximum pumped flow
that can be achieved with the largest pump taken out of service.
** Design Average Daily Flow is the firm capacity of the pump station divided by a peaking factor
(pf) not less than 2.5,per Section 2.02(A)(4)(c) of the Minimum Design Criteria.
***A Planning Assessment Addendum shall be attached for each pump station located
between the project connection point and the WWTP where the Available Capacity is<O.
Downstream Facility Name (Sewer):
Downstream Permit Number:
Page 1 of 6
FTSF. 10-1 R

H
ti
III. Certification State t:
IWil - 2. • )iv ra.a( ) certify to the best of my knowledge that the addition of
the volume of wastewater to be permitted in this project has been evaluated along the route to the receiving
wastewater treatment facility and that the flow from this project is not anticipated to cause any capacity
related sanitary sewer overflows or overburden any downstream pump station en route to the receiving
treatment plant under normal circumstances, given the implementation of the planned improvements
identified in the planning assessment where applicable. This analysis has been performed in accordance
with local established policies and procedures using the best available data. This certification applies to
those items listed above in Sections I and II plus all attached planning assessment addendums for which I
am the responsible party. Signature of this form certifies that the receiving collection system or treatment
works has a equate capacity to transport and treat the proposed new wastewater.
9'- / r-.2 a z/
Signing Official Signature Date
'3%./ eo—, ,,. ."12._„.
Title of Signing Official
Page 2 of 6
FTSE 14-1 R

. ,
..
go
JTARR
GROUP
Standard Specifications ED
RECEIV
For
SEP 13 2021
Highway 55 - Shallotte NCDEQ/DWRINPDES
Ridgeway SW and Highway 17 Business
Shallotte, NC
l
'�� SE y
FHGINEF-%
September 10, 2021
Kevin Pulis, PE
Senior Engineer
Tarr Group, LLC

Table of Contents
General Civil Work and Requirements 10 00 00—1 to 8
Existing Pavement Replacement 3100 00—1 to 3
Excavation and Backfill 31 23 00—1 to 5
Sediment&Erosion Control 31 25 00—1
Water Utilities 33 10 00—1 to 11
Sanitary Sewerage 33 30 00—1 to 8
Grinder Pumping Stations 33 50 00—1 to 7

SECTION 10 00 00
GENERAL CIVIL WORK AND REQUIREMENTS
PART 1 -GENERAL
1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions,apply to this Section.
1.02 SUMMARY
A. The Contractor shall furnish all labor, materials, tools and equipment necessary to
complete all General Work and Requirements as herein specified and shown on the
accompanying drawings. Included are the following:
1. Mobilization
2. Temporary Environmental Controls
3. Removal and Repair of Trees
4. Maintaining Traffic
5. Removal of Excavated Material and Storage of Materials
6. Prevention of Air and Water Pollution Through Dust and Dirt Control
7. Progress
8. Maintenance of Trenches and Excavations
9. Maintenance of Flow
10. Replacements
11. Seeding
B. The requirements herein shall in no way relieve the Contractor of his legal
responsibilities or liabilities for the safety of the public or the work.
1.03 SHOP DRAWINGS
A. The Contractor will be required to submit at least six (6) copies of shop drawings on all
materials and equipment, five (5) workings days prior to the pre-construction
conference. Two (2) copies will be returned to the Contractor after review by the
Engineer and four (4) copies will be retained by the Engineer. Should the Contractor
require additional review copies of Shop Drawings, equivalent additional copies must
be submitted for approval.
1.04 MOBILIZATION
A. Mobilization shall be in accordance with Section 800 of the 2012 North Carolina
Department of Transportation (NCDOT) "Standard Specifications for Roads and
Structures."
1.05 MAINTAINING TRAFFIC
A. The Contractor shall so conduct his work that inconvenience to residents, businesses
and the traveling public is minimized. At least limited traffic shall be permitted,except
for those periods when,because of actual construction,curing of concrete,etc.,travel is
impossible, or when travel by the public is too hazardous. At least one half of the
Hwy 55 -Shallotte GENERAL CIVIL WORK AND REQUIREMENTS
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September 10,2021

pavement width shall be left in passable condition when pipes are being installed
across streets or highways.
B. Prior to the start of construction the Contractor shall meet with and obtain the
permission of the Owner for the closing of any street of traffic or for modifying traffic
flow on any street and to establish requirements for signing, flashers, flagmen, etc.
Maintaining and protecting vehicular and pedestrian traffic and work area protection
and work area lighting both within and outside the work limits shall be the
responsibility of the Contractor involved, and shall be in accordance with NCDOT
Section 150.
C. During construction, subsequent notice of the closure of any street to traffic or of the
modification of traffic flow on any street shall be given to the Owner 24 hours prior to
same, with requirements for signing, flashers, flagmen, etc. as earlier agreed upon by
the Owner and the Contractor.
1.06 TEMPORARY ENVIRONMENTAL CONTROLS
A. The Contractor shall provide and maintain methods, equipment, and temporary
construction as necessary to provide controls over environmental conditions along the
route of construction and related areas under the Contractor's control, and remove
physical evidence of such temporary controls upon completion of work. All such
temporary controls shall be in accordance with applicable Federal, State and local laws,
rules and regulations,the more restrictive shall apply.
B. Temporary environmental controls, as applicable to soil erosion and sediment control,
shall be in accordance with the rules and regulations set forth in the latest edition of the
North Carolina Administrative Code, Title 15, Chapter 4, Sedimentation Control. The
Contractor shall prepare a schedule for the implementation of erosion and
sedimentation control measures. Implementation of such measures shall include, but is
not limited to,the following:
1. Plan buffer zone erosion control measures in advance.
2. Install preliminary control in advance or concurrent with clearing and grubbing.
3. Prohibit pumping of ditches directly into any stream or lake. Provide settling
basins.
4. Require excavated materials to be piled uphill from ditch-NOT on stream side
of ditch.
5. Protect backfill material against accelerated erosion.
6. Tamp,seed and mulch as rapidly as possible after backfilling.
7. Maintain buffer zone protection until area is stabilized.
C. Temporary environmental controls shall be at the expense of the Contractor except for
certain erosion and sedimentation control measures for which payment will be made
under an item subsequently specified and at the appropriate unit prices included in the
Contract.
D. Work and materials not included in these specifications shall be in accordance with the
requirements of all applicable NCDOT Sections as approved by the Engineer.
1.07 UNDERGROUND DAMAGE PREVENTION
A. Notice
1. In accordance with the Underground Damage Prevention Act, the Contractor
shall, within a time frame of not less than two (2) and no more than ten (10)
working days prior to the start of any excavation within any public right of way
Hwy 55 -Shallotte GENERAL CIVIL WORK AND REQUIREMENTS
100000-2
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• or private easement areas owned by a utility company, notify each utility owner
having underground utilities in the area to be excavated of the following
information:
a. Name,address and telephone number of the person serving the notice.
b. Name, address and telephone number of the company that will be
performing the excavation.
c. Anticipated starting date of the excavation and duration.
d. Type of excavation to be conducted.
e. Location of excavation.
f. Whether or not explosives will be used.
g. If notice is given by telephone the Contractor is required to keep an
adequate record. If available, the Contractor may notify utilities under a
"one call system"by contracting the NC ONE-CALL CENTER at 1-800-
632-4949.
B. Responsibility During Construction
1. In addition to serving notice of intent to perform excavation,the Contractor
shall:
a. Plan the excavation to avoid damage and to minimize interference with
underground utilities in and near the construction area to the best of his
abilities.
b. Maintain a clearance between an underground utility and the cutting edge
or point of any mechanized equipment, taking into account the known
limit of control of that cutting edge or point, as is reasonably required to
avoid damage.
c. Provide support for the underground utilities in or near the construction
area, including backfill, as may be reasonably required by the utility
owner for the protection of the underground utilities.
d. When excavation by the Contractor results in known damage to an
underground utility,the Owner of the utility shall be notified immediately,
and the utility given a reasonable time in which to repair the damage
before the Contractor proceeds with excavation in the immediate are of
the damage.
e.
C. Responsibility Of Utility
1. Once notified,each utility must,prior to the day designated by the Contractor as
the anticipated start date,provide the Contractor with the following information.
a. The location of the utility.
b. The location and description of all utility markers.
c. Any other information which would assist in locating the utility,including
temporary markers when necessary.
1.08 SPECIAL REQUIREMENTS RELATIVE TO ATLANTIC TELEPHONE
MEMBERSHIP CORPORATION
A. The Contractor shall become familiar with the policies of Atlantic Telephone
Membership Corporation (ATMC), and all other utility companies, relative to locating
services for underground lines. The policy of ATMC is as follows: ATMC will
provide cable locating services for buried telephone and cable television facilities
without charge for a maximum time of two (2) hours per day per contractor or per
subscriber. If locating is required beyond the two (2)hours maximum per day, then the
cost of the locating will pass to the contractor or individual requesting the locating
service,and such cost will be at an hourly rate based on the actual cost to Atlantic
Hwy 55 - Shallotte GENERAL CIVIL WORK AND REQUIREMENTS
100000-3
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Telephone Membership Corporation. Any and all cost associated with locating
services shall be borne by the Contractor. '
1.09 SAFETY
A. Contractor alone shall be solely and completely responsible for conditions of the job
site in connection with his work, including safety of all persons and property,
preparatory to and during the performance of the work. This requirement shall apply
continuously and not be limited to normal working hours.
B. The Construction Documents, and any joint and/or separate phases or sections of
construction hereby contemplated, are to be governed at all times by applicable
provisions of local and state laws and regulations and federal laws, including, but not
limited to,the latest amendments of the following:
1. Department of Labor,
2. Bureau of Labor Standards,
3. Safety and Health Regulations for Construction,and
4. Williams and Steiger Occupational Safety and Health Act of 1970, including
rules and regulations issued pursuant thereto, are applicable to the work and
performance of the contract(OSHA).
1.10 LAWS AND ORDINANCES
A. The Contractor shall abide by all local and state laws or ordinances to the extent that
such requirements do not conflict with Federal laws or regulations.
1.11 SPECIAL HAZARDS
A. The Contractor's and any of his subcontractor's Public Liability and Property Damage
Insurance shall provide adequate protection against all special hazards such as
excavation and blasting that may be encountered during construction.
PART 2-PRODUCTS(NOT USED)
PART 3 -EXECUTION
3.01 REMOVAL AND REPAIR OF TREES
A. Trees and bushes which are in the immediate vicinity of the route of construction and
the complete destruction of which cannot be prevented, despite extreme care on the
part of the Contractor, shall be removed and disposed of by the Contractor, if not
previously removed by the Owner. The Engineer shall be consulted and his permission
shall be obtained prior to the removal of any tree or bush not labeled to be removed.
The Contractor shall consult the Engineer, well in advance of pipe laying concerning
such removals. Trees to be removed shall be felled so as not to injure trees to remain.
Removal shall include the removal of stumps and roots to a minimum of 12 inches
below grade.
B. An exception to the above shall be made for trees noted on the drawings to be tunneled.
Tunneling will be required within that area encircled by drawing a circle having a
diameter in feet equal to the tree diameter in inches about the center of the tree.
Hwy 55 - Shallotte GENERAL CIVIL WORK AND REQUIREMENTS
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C. Other trees, tree limbs and bushes that are so located that equipment of the Contractor
will damage same during construction shall be carefully trimmed and shaped by
workmen skilled in tree trimming. All limbs and branches shall be flush cut. Trees and
bushes, other than those whose removal is approved by the Engineer, which are
destroyed or damaged to the extent that their continued life is impaired shall be
replaced by the Contractor at his expense and to the satisfaction of the Owner.
3.02 REMOVAL OF EXCAVATED MATERIAL AND STORAGE OF MATERIALS
A. All excess excavated material which has been stockpiled at the work site, and which
will not be used for backfill or other fill purposes, must be removed from the project
area within 48 hours. In all cases, stockpiles of all excavated material and all
construction materials shall be of limited size and shall be neatly maintained in such a
manner that they will not block existing drainage or be hazardous to pedestrian or
vehicular traffic in any way. The limitation relative to the stockpiling of all excavated
material and all construction materials shall be controlled by the Owner and the
Engineer. In the event the Contractor fails to remove excess excavated material as
required above, or fails to satisfactorily modify his operations relative to the
stockpiling of excavated or construction materials upon order of the Owner or the
Engineer,all work except cleanup operations will be stopped,and remain stopped,until
the order of the Owner or the Engineer has been complied with.
B. The removal and disposal of surplus excavated material shall be the responsibility of
the Contractor. The Owner shall be provided with any surplus material desired, but the
Contractor shall not be required to haul such material for a greater distance than would
be required to otherwise dispose of the material.
C. Silt barriers shall be placed around long term stockpiles of soil (unless temporary
seeding is used) as well as along the down slope, or drainage course, and portions of
staging sites. Also, excavated materials and stored materials shall not be placed next to
or against trees.
3.03 PREVENTION OF AIR AND WATER POLLUTION THROUGH DUST AND DIRT
CONTROL
A. It shall be the responsibility of the Contractor to prevent air and water pollution
through dust and dirt control to the satisfaction of the Owner and the Engineer in the
streets, sidewalks and drives within the limits of the Project and any haul roads leading
to or away from the Project that are used by the Contractor,his sub-contractors and his
material suppliers. The Contractor shall take all necessary steps to prevent soil from
eroding onto all paved areas and into all natural watercourses, ditches and the public
sewer systems.
B. The following methods of control shall be used:
1. The streets and haul roads shall be swept by an automatic self-contained
mechanical sweeper with integral water spray and vacuum equipment.
2. All excessive dirt that gets on the pavement shall be removed by means of hand
shoveling or appropriate mechanical equipment and the area swept as in method
a)above.
3. Sidewalks and driveways shall be cleaned by means of shovels and hand brooms
or approved mechanical equipment.
4. Where heavy construction equipment is no longer needed, the Contractor shall
either final grade and seed or temporary seed to prevent soil erosion. No area
where construction is complete shall sit for longer than 30 days without being
Hwy 55 - Shallotte GENERAL CIVIL WORK AND REQUIREMENTS
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September 10.2021

seeded. Silt barriers shall stay in place until grass has grown so soil will not
erode.
C. The Contractor shall comply with the above requirements on a daily basis. If the
Contractor fails to perform the above work in a satisfactory manner, all work, except
cleanup operations will be stopped immediately until the Contractor has complied with
the above requirements to the satisfaction of the Owner and the Engineer.
3.04 PROGRESS
A. The Contractor shall be required to complete backfilling operations and general
cleanup within a reasonable distance of trenching and pipe laying operations, and other
excavations. The specific limitations of this paragraph shall be at the discretion of the
Owner and the Engineer, but the general intent is to require the Contractor to minimize
the inconvenience to nearby residents or businesses. The Owner and the Engineer shall
be permitted to require the Contractor to cease trenching and pipe laying operations at
such time as he feels that backfilling and cleanup have not progressed satisfactorily.
B. At no time shall the exposed trench length exceed 100 feet.
3.05 MAINTENANCE OF TRENCHES AND EXCAVATIONS
A. At all times during the progress of the work and until release of the Contractor from his
guarantee by the Owner,the Contractor shall maintain the backfilled trenches and other
excavations. In particular,those trenches or excavations which are within 15 feet of the
edge of pavements or the edge of traveled roadways shall be kept filled up to the same
level as the adjacent undisturbed ground. Any settlement which occurs during this
period shall be immediately filled in to prevent the possibility of accidents.
3.06 MAINTENANCE OF FLOW
A. During construction, where existing sewers are encountered and are interfered with,
flow shall be maintained in the existing sewers. Sewage or other liquid must be handled
by the Contractor either by connection into other sewers, with the approval of the
Engineer, by providing temporary conduit to maintain flow through the trench or other
excavation or, by temporarily pumping to a satisfactory outlet. Sewage or other liquid
shall not be pumped, bailed or fumed over the street or ground surface. Existing field
tile drains shall be free to drain at all times.
3.07 FLUSHING,LEAKAGE TESTING AND DISINFECTION
A. Contractor shall submit a plan for flushing and testing to the Engineer and Owner at
least ten (10) days in advance of his desire to carry our said activities. In no case shall
any existing valves be operated by anyone other that authorized personnel of the
appropriate Utility Department.
B. Reasonable amounts of water for testing and disinfection of the waterlines by the
Contractor shall be supplied bye the Utility Department.
C. Where excessive water use is necessitated by repeated failures for the waterline, then
the Contractor shall pay for"excessive"water usage at the existing applicable rates. At
the Engineer's discretion, "excessive" shall mean the volume of water in excess of that
required to fill the new lines four(4)times.
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3.08 REPLACEMENTS
A. Where any pavements, driveways, parking areas, curbs, gutters,berm stone, sidewalks,
water lines, gas lines, sewers, catch basins, headwalls, drains, field tile, conduit pipes,
cables, fences or other existing facilities are removed or otherwise disturbed in carrying
out this Contract, they shall be replaced in as good a condition as found at the expense
of the Contractor and to the approval of the Owner. Any such material broken or
disturbed to such an extent as to require replacement shall be replaced with new
material at the expense of the Contractor.
B. Exception to the above shall be made in the case of work and materials for which
payment will be made under items subsequently specified and at the appropriate unit
prices included in the Contract.
C. Work and materials shall be in accordance with all applicable requirements of these
Contract Documents and, where not included herein, the requirements of all applicable
NCDOT Sections as approved by the Engineer.
D. In any event,the Contractor shall be liable for any damage to public or private property
caused by movement of equipment or by other operations and he shall repair or replace,
to the condition existent prior to his operations, any public or private property damaged
by his operations.
3.09 SEEDING
A. The Contractor shall seed all lawns and all other earth areas disturbed in the
performance of his work. The Contractor shall take special care to insure that
backfilling over trenches and other excavations is well compacted prior to seeding. If
settlement occurs after the seeding is completed and during the duration of the term of
the Contract, the Contractor shall fill the settled areas with approved topsoil, refertilize
and reseed the areas as herein specified at his expense. Lawn areas shall be as
determined by the Owner and the Engineer. In all lawn areas to be seeded, a 4 inch
layer of loose, friable, loamy topsoil shall be provided. Topsoil shall be free of refuse
or any foreign materials, and shall contain not less than five percent nor more than
twenty percent organic matter. Topsoil shall be denuded of all burnable materials prior
to stripping and shall be free of subsoil. The surface of the topsoil and all other areas
to be seeded shall then be raked, rolled and graded smooth with adjoining areas. All
wheel marks or other evidence of damage shall be similarly carefully prepared for
seeding.
B. After the topsoil has been applied and leveled as above specified, all areas to be seeded
shall be given an application of an approved commercial fertilizer. Immediately prior
to seeding, the area shall be raked sufficiently to thoroughly mix the fertilizer with the
topsoil.
C. The kinds of seed and fertilizer, and the rates of application of seed, fertilizer, and
limestone, shall be as shown on the plans. During periods of overlapping dates, the
kinds of seed to be used shall be as determined by the Owner or Engineer.
D. Fertilizer shall be 10 - 20 - 20 analysis. Upon written approval of the Owner or
Engineer, a different analysis of fertilizer may be used provided the 1 - 2- 2 ratio is
maintained and the rate of application adjusted to provide the same amount of plant
food as 10-20-20 analysis.
Hwy 55 - Shallotte GENERAL CIVIL WORK AND REQUIREMENTS
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E. If certain disturbed lawns are of better quality than the specified seed will produce, the
Contractor shall furnish approved seed for these specific lawns that will produce a lawn
of equal quality. The extra cost for the better quality seed shall be the actual invoice
price differential between the seeds.
F. Seed shall be 98%pure,with 85%germination,and shall contain no noxious weeds.
G. Only unmixed seeds shall be purchased unless certified as to quality and mixture. All
mixing shall be done at the project site, from the original packages, in the presence of a
representative of the Owner or the Engineer.
H. The specified seed shall be uniformly sown, by means of mechanical distributors, or
hydraulically. No seeding shall be done during windy weather or when the ground is
frozen, muddy or otherwise non - tillable. After seeding, the ground shall be raked so
as to cover the seed to a depth of approximately 1/4 inch and the area mulched.
Areas having a slope of 3:1 or greater(steeper)or in disturbed ditch lines where stated,
shall be mulched with straw and anchored with netting for erosion control. The net
shall be white polypropylene plastic which will break down within the first growing
season after placement. The net shall have a mesh size not larger than 1-1/2 x 2 inches
nor smaller than 7/8 x 1 inch. The net shall be furnished in width of not less than 35
inches. Devices used to hold the net in place must be approved by the Engineer.
Where steel staples or pins are permitted, they shall be at least 6 inches long and shall
be made from No. 11 wire.
J. In the event any mulching material is displaced,it shall be replaced but only after the
seeding,and other work preceding the mulching,damaged because of the
displacement of the mulching material,has been acceptably repaired.
K. The Contractor shall properly protect and care for all lawn areas until the grass is a
well established dense uniform growth at least 4 inches high. At that time, all excess
mulch shall be removed from the seeded areas, and then the grass shall be mowed. The
Contractor shall be responsible for the grass for two weeks after this mowing. If the
grass shows a good growth and a dense stand at this time, the Contractor's obligations
shall have been fulfilled except for the repair of future settlement.
L. For all seeded areas, any spots that do not show a prompt "catch" shall be reseeded at
intervals of 21 days, which shall continue until a good growth is established over the
entire seeded area. The kinds of seed shall be the same as previously specified, and the
rate of application may vary from 25#to 75#per acre. The actual rate per acre will be
determined by the Owner or Engineer prior to the time of topdressing and the
Contractor will be notified in writing of the rate per acre, total quantity needed, and
areas on which to apply the supplemental seed. Minimum tillage equipment shall be
used for incorporating seed into the soil so as to prevent disturbance of existing
vegetation. Areas damaged due to acts of neglect by resident or vandalism shall be
resown only at the request of and at the expense of the Owner.
END OF SECTION 10 00 00
Hwy 55 - Shallotte GENERAL CIVIL WORK AND REQUIREMENTS
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SECTION 31 00 00
EXISTING PAVEMENT REPLACEMENT
E
PART 1 GENERAL
1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions,apply to this Section.
1.02 SUMMARY
A. Provide labor, materials, tools and equipment to complete Existing Pavement
Replacement, including the permanent replacement, except as noted, of concrete and
bituminous concrete or surface treated macadam streets, driveways, and parking areas
which are damaged or removed in connection with trenching or other operations. The
cost of removing existing pavements and maintenance of the trenches and other
excavations prior to replacement shall be included in the price bid for the appropriate
item requiring some. Gravel or stone roadways, driveways or parking areas are not
classified as pavements and shall be replaced to a condition similar to that existing
before the start of the project,at the expense of the Contractor.
B. Payment for pavement replacement shall be limited to the lines of measurement
subsequently described, and the replacement of pavements removed or damaged by the
Contractor beyond the lines of measurement shall be made in a manner identical to that
within the lines of measurement, but at the expense of the Contractor. The North
Carolina Department of Transportation (NCDOT) "Standard Specifications for Roads
and Structures", January 1, 2012, shall be followed insofar as applicable. Driveways
and parking areas shall be classified as pavements, according to the types of materials
of construction.
1.03 GENERAL WORK AND REQUIREMENTS
A. General work&requirements shall be as specified in Section 10 00 00.
1.04 MEASUREMENT
A. Payment for replacement of pavements shall be limited to those areas as shown on the
plans and, at structures, shall be limited to an area equal to that defined by the largest
inside dimensions of the structure plus 2 feet on all sides. The replacement of
pavements beyond the lines of measurement shall be at the expense of the Contractor.
1.05 PRICE BID
A. The price bid for Existing Pavement Replacement shall include the furnishing of all
labor, materials, tools and equipment to complete the work in accordance with the
foregoing specifications, within the limits defined, and shall be the price, complete,per
cubic yard for the types of pavements as follows:
1. Concrete Pavement Replacement
2. Bituminous Concrete Pavement Replacement
Hwy 55 - Shallotte EXISTING PAVEMENT REPLACEMENT
31 00 00- 1
September 9,2021

PART 2-PRODUCTS
2.01 CONCRETE PAVEMENT REPLACEMENT
A. Concrete pavements shall be replaced with Class I concrete with materials and
workmanship as previously specified in Standard Specification D. Concrete finish
shall match that of the surrounding pavement. Thickness of concrete shall be at least
3" greater than that of the existing adjacent pavement, but in no case shall it be less
than 6 inches.
B. Reinforcement, if any, shall be subsequently the same as in the existing pavement.
Concrete shall be cured with water for at least 72 hours or cured with an approved
waterproof membrane.
C. For bases of concrete with a bituminous concrete surface, the base shall be replaced
with Class I concrete and the surface shall be replaced with bituminous concrete.
Bituminous concrete surface course shall be as subsequently specified in Paragraph
E.5.c.
2.02 BITUMINOUS CONCRETE PAVEMENT REPLACEMENT
A. Bituminous concrete pavements shall be replaced as follows:
1. Construct a compacted minimum 6 inch thick aggregate base course.
2. Apply a bituminous prime coat at the rate of 0.35 gallons per square yard to the
prepared base in accordance with NCDOT Section 600.
3. Construct a minimum 1-1/2 inch thick bituminous concrete surface course in
accordance with NCDOT Section 645, Type I-2. In no event shall the thickness
be less than that removed.
4. Faces of existing pavement, curb, structures and the mating surfaces against
which the mixture is to be placed, shall be sealed with bituminous material in
accordance with NCDOT Sections 605-8 and 610-12.
5. For existing bituminous concrete driveways and parking areas having a
pavement sealer, as determined by the Engineer, after replacement of the
permanent pavement a pavement sealer shall be provided on the surface from the
property line to the edge of the roadway at the expense of the Contractor. The
pavement sealer shall be approved by the Engineer, and shall be applied in strict
accordance with the manufacturer's instructions.
6. The price bid per cubic yard for bituminous concrete pavement replacement shall
include the providing of the required thicknesses of binder course and surface
course,which price shall also include the prime coat and all required sealing.
2.03 SHOULDERS,CURBS,GUTTERS,AND MISCELLANEOUS PAVING
A. All shoulders, curbs, curb drains and curbs and gutters on either side of the pavement
which are damaged or removed must be replaced in their original condition as found, at
the expense of the Contractor. Such replacements shall be in accordance with
applicable details when shown on the drawings.
PART 3 -EXECUTION
3.01 CONTRACTOR'S INVESTIGATION
A. The Contractor shall investigate the condition, quality, thickness and pavement base of
all existing pavements and shall base the bid accordingly.
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3.02 PREPARATION
A. Prior to the replacement of the permanent pavement, the existing pavements shall be
removed to a neat straight edge.
B. Any excess compacted granular backfill placed under the appropriate item of
construction shall be removed to allow for the placement of the permanent pavement in
accordance with the thickness subsequently specified. If required, additional
mechanically tamped granular backfill shall be provided to fill all depressions and
bring the base to the proper elevation. If, in the opinion of the Owner or Engineer, the
aggregate base is not adequately compacted and keyed the Contractor shall be required
to scarify the base to a sufficient depth and work the aggregate in with mechanical
tampers or vibratory devices to obtain maximum keying. The compacted aggregate
shall have a firm,even surface ready for the placement of the permanent pavement.
END OF SECTION 31 00 00
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SECTION 31 23 00
EXCAVATION AND BACKFILL
PART 1 —GENERAL
1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and supplementary
Conditions and Division 01 Specification Sections,apply to this Section. See Section 310000,
Paragraph 1.13,before performing any earthwork on project.
1.02 SUMMARY
B. The Contractor shall excavate for the structures, piping, sewers, drains, cables, conduits and
appurtenances included in his Contract. The Contractor shall also backfill all trenches and
excavated space around structures. All excavation and backfill shall meet the approval of the
Engineer
1.03 TESTING
C. Tests for compaction shall be performed on each lift with a minimum of two tests per lift for
areas up to 4000 square feet and one thereof. Tests shall continue for each lift until satisfactory
results are obtained as determined by the Engineer.
D. For compacted earth backfill and C.D.F. III backfill specifically indicated, the Owner will
employ a testing laboratory to make tests on the site and will pay all costs for the first set of
tests performed per lift. If compaction fails to meet that which is specified,all succeeding tests
for that lift shall be at the expense of the Contractor.
E. For C.D.F. III backfill not specifically indicated,the Contractor shall employ at his expense,a
testing laboratory, approved by the Owner,to make the required compaction tests on the site.
No on site compaction tests are required for C.D.F. I and C.D.F.II.
1.04 MEASUREMENT
A. The Contractor shall estimate that excavation for all structures, unless otherwise specified or
shown, and shall be restricted to the quantity of excavation included inside of the lines and
grades given and the following
win limits.
B. Excavation shall be measured to the underside of the structures or as specifically shown
otherwise on the drawings and within vertical planes passing 24 inches outside of the outer
lines of the footings of the structures. Unless ordered by the Engineer, all excavations carried
or found below the grades given shall be filled with C.D.F.I or II to the satisfaction of the
Engineer,all at the expense of the Contractor.
PART 2—PRODUCTS
2.01 SOIL MATERIALS
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• A. General: Provide borrow soil materials when sufficient satisfactory soil materials are not
available from excavations.
B. Satisfactory Soils:ASTM D 2487 Soil Classification Groups GW, GP,GM, SW, SP, and SM,
or a combination of these groups; free of rock or gravel larger than 3 inches in any dimension,
debris,waste,frozen materials,vegetation,and other deleterious matter.
PART 3 —EXECUTION
3.01 EXCAVATION
A. The excavation shall be made at least to the outside dimensions and to the depths shown or as
specified. Topsoil which is suitable for finish grading shall first be carefully removed, stored
separately and replace,after filling and rough grading are complete as specified.
B. The Contractor shall be responsible for keeping the excavation dry and shall supply, operate
and maintain necessary pumps, piping, etc. Contractor shall prevent all surface water and
subsurface groundwater from flowing into excavations and from flooding project site and
surrounding area.
Water shall not be allowed to accumulate in excavations.Remove all water to prevent softening
of foundation bottoms, undercutting footings, and soil changes detrimental to the stability of
subgrades and foundations. Provide and maintain pumps, well points, sumps, suction and
discharge lines, and other dewatering components necessary to convey water away from
excavations. Dewatering shall continue until structure is backfilled and compacted.
All water, whether from dewatering process or from rainfall, shall be conveyed away from
excavations to a collection system. Establish and maintain temporary drainage ditches and
other diversions outside of the excavation limits for each structure. Do not use trench
excavations as temporary drainage ditches.
C. All rock excavation for structures, piping, sewers, drains, cables, conduit and appurtenances
shall be in accordance with the requirements of Paragraph B.3.
D. Surplus excavated material shall be disposed of by the Contractor to the satisfaction of the
Owner and the Engineer.
E. Foundations shall bear on undisturbed earth,or sound rock as noted on the drawings.
F. In no case shall the earth be plowed,scraped or dug by machinery in such a way as to result in
the disturbance of material below final grade. In the event the subgrade material is disturbed,
it shall be removed and replaced with Controlled Density Fill(C.D.F.)of the type determined
by the Engineer, at the Contractor's expense. C.D.F. shall be as subsequently specified herein
under BACKFILLING.
G. If, in the opinion of the Engineer, the earth at or below grade is unsuitable, for reasons other
than being disturbed by the contractor or the contractor not protecting the subgrade from the
environment, the Engineer may direct that foundations be deepened,widened and/or lowered
or that the unsuitable material be removed and replaced with C.D.F.with all related workpaid
for at the appropriate supplemental unit prides included in the Contract or if not included,at a
price mutually agreed upon by the Owner and the Contractor
3.02 BACKFILLING
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A. Trenches and excavation around structures, except where C.D.F. is called for, shall be solidly
backfilled with excavated or borrowed earth materials up to the original ground surface or to
the grades shown,allowing for the placement of topsoil. Adjacent to basement walls,retaining
walls and walls of structures which have earth on only one side(excluding circular tanks)the
backfill material must be free of organic material and must contain no more than 20%by weight
passing the No. 200 sieve. The backfill shall be placed and compacted in a manner so as to
obtain a density equal to a minimum of 90%of that possible under optimum moisture content
as determined by the Standard Proctor test.
B. Unless noted otherwise on the drawings, when in rock, excavation around structures shall be
backfilled with C.D.F. III material compacted to not less than 90%of Modified Proctor to the
elevation of the rock when rock is more than 18 inches below ground surface when rock is
nearer to same. All remaining backfill shall be with excavated or borrowed earth materials as
previously specified.
C. For purposes of the drawings and these specifications, C.D.F. shall be of the three types as
follows:
1. C.D.F. I shall be Class II concrete.
2. C.D.F. II shall be cementitious material consisting of a selected mixture of Portland
Cement and salvaged materials and shall be K-Krete CDF or equal. All design mixtures
used shall be approved by the Engineer and shall depend upon the required strength,
density, durability and workability, and the materials available. Mixes shall be placed in
a usable fluid form and in uniform vertical lifts. Design, finishing and protection of the
material shall be as recommended by the manufacturer for each application. Quality
include Cl — Test for Unit
control test procedures of the manufacturer shallc udeASTMC 38 0
Weight,and ASTM C39—Test for Compressive Strength.
3. C.D.F. III shall consist of bank run sand and gravel, select sand, or well graded crushed
stone which must be free of organic materials and other deleterious substances, It should
not contain rocks or lumps larger than 2 inches in diameter, nor should it contain more
than 10% by weight passing the No. 200 sieve. The select fill shall be placed in
approximately horizontal layers no greater than 8 inches thick prior to compaction,
beginning in the lowest area. The thickness of layers may be increased up to a maximum
of 12 inches of the Contractor can demonstrate his ability to compact a thicker layer. Each
layer shall be compacted as soon as possible after placing and shall be such that one of the
following density requirements is met:
a. Density shall not be less that 95% of the maximum density as determined by the
Standard Proctor test(ASTM D698)for soils below 18"of final grade.
b. For soils within 18"of final grade,density shall not be less than 98%of the maximum
density as determined by compaction of a test section until no further increase in
density is obtained using compaction equipment approved by the Engineer.
D. Unless noted otherwise on the drawings, where C.D.F. is required any one of the three types
may be used. Where C.D.F. is used to encase piping laid below the horizontal plane of the
underside of slabs and/or under a 45° line sloping out and down from the toe of a foundation
slab it shall be understood that C.D.F. I or II is required.
E. No frozen material shall be used for backfill and no backfill shall be placed on frozen ground
or where there is standing water. The Contractor shall provide, maintain and operate
equipment, trenches and sumps of adequate capacity to keep excavations free of water at all
times, as required, to permit placement and compaction of backfill and to facilitate the
construction of foundations. Placing C.D.F.underwater will not be permitted except when so
authorized in writing by the Engineer.
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F. In all cases,when below grade walls span from floor to floor,both floor slabs shall be in place
before any backfill is placed.
3.03 PIPE LINES
A. Pipe lines, sewers,cables and conduits entering or leaving structures shall be supportedacross
excavated areas with suitable approved concrete beams and supporting piers, The Contractor
shall provide such concrete beams and supporting piers as required for pipes,cables,conduits,
etc, installed cross his areas of excavation when his excavation operations extend below the
grade of the pipes, cabled, conduits, etc. In all other areas of excavation, the Contractor
installing the pipes,cables,conduits,etc.shall be responsible of providing the required concrete
beams and supporting piers.
B. All piers and beams shall be designed by the Engineer to meet the existing conditions,
regardless of whether these conditions are caused by the Contractor's actions or by any form
of ground slippage. Required beam sizes and reinforcement for span lengths and pipe depths
are shown in the table on the drawings.
3.04 COMPACTION OF SOIL BACKFILLS AND FILLS
A. Place backfill and fill soil materials in layers not more than 8 inches in loose depth for material
compacted by heavy compaction equipment, and not more than 4 inches in loose depth for
material compacted by hand-operated tampers.
B. Place backfill and fill soil materials evenly on all sides of structures to required elevations,and
uniformly along the full length of each structure.
C. Compact soil materials to not less than the following percentages of maximum dry unit weight
according to ASTM D 698:
1. Under structures, building slabs, steps, and pavements, scarify and recompact top 18
inches of existing subgrade and top 18" layer of backfill at 98 percent and each layer of
backfill or fill soil material at 95 percent.
2. Under walkways, scarify and recompact top 6 inches below subgrade and compact each
layer of backfill or fill soil material at 92 percent.
3. Under lawn or unpaved areas, scarify and recompact top 6 inches below subgrade and
compact each layer of backfill or fill soil material at 85 percent.
4. For utility trenches, compact each layer of initial and final backfill soil material at 85
percent.
3.05 FIELD QUALITY CONTROL
A. Testing Agency: Owner will engage a qualified independent geotechnical engineering testing
agency to perform field quality-control testing.
B. Allow testing agency to inspect and test subgrades and each fill oir backfill layer. Proceed
with subsequent earthwork only after test results for previously completed work comply with
requirements.
C. Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be
performed to verify design bearing capacities. Subsequent verification and approval of other
footing subgrades may be based on a visual comparison of subgrade with tested subgrade
when approved by Architect.
D. Testing agency will test compaction of soils in place according to ASTM D 1556, ASTM D
2167, ASTM D 2922, and ASTM D 2937, as applicable. Tests will be performed at the
following locations and frequencies:
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1. Paved and Building Slab Areas: At subgrade and at each compacted fill and backfill layer,
at least 1 test for every 2000 sq. ft. or less of paved area or building slab,but in no case •
fewer than 3 tests.
2. Foundation Wall Backfill: At each compacted backfill layer, at least 1 test for each 100
feet or less of wall length,but no fewer than 2 tests.
3. Trench Backfill: At each compacted initial and final backfill layer,at least 1 test for each
150 feet or less of trench length,but no fewer than 2 tests.
E. When testing agency reports that subgrades, fills, or backfilis have not achieved degree of
compaction specified, scarify and moisten or aerate, or remove and replace soil to depth
required;recompact and retest until specified compaction is obtained.
END OF SECTION 31 23 00
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SECTION 31 25 00
SEDIMENT & EROSION CONTROL
PART 1 —GENERAL
1.01 RELATED DOCUMENTS
a. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specifications Sections,apply to this Section.
1.02 SUMMARY
a. This item shall include all labor, materials, tools, and equipment to complete certain
Erosion and Sedimentation Control measures as herein specified and as shown on the
drawings.
1.03 GENERAL WORK AND REQUIREMENTS
a. Erosion and sedimentation control measures shall be in accordance with applicable
Sections of the NC Division of Land Resources "Erosion and Sediment Control Planning
and Design Manual"(ESC Design Manual)unless otherwise specified herein.
b. For all temporary erosion and sedimentation control measures, all materials provided
shall be removed by the Contractor from the Project site and the area restored to a
condition equal to that as existed prior to the Contractor's operations, unless otherwise
required by these contract documents.
PART 2—PRODUCTS
2.01 SILT FENCE
a. Silt fence shall be in accordance with all applicable requirements of ESC Design
Manual. The locations and limits for silt fence shown on the drawings are approximate
only. Final locations and limits will be established at the time of construction.
PART 3—EXECUTION(NOT USED)
END OF SECTION 31 25 00
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SECTION 33 10 00
WATER UTILITIES
PART 1 -GENERAL
1.01 RELATED DOCUMENTS
A. Under this section of the specifications the Contractor shall furnish all materials and labor
to install, test, and disinfect the water lines shown on the plans. These specifications are
general in nature and may specify items not currently in the project.
1.02 SUMMARY
A. Under this section of the specifications the Contractor shall furnish all materials and labor
to install, test and disinfect the water lines shown on the plans. These specifications are
general in nature and may specify items not currently in the project. Number and location
of appurtenances are shown on the plans.
B. Related Specifications
1. Section 312300-Excavation&Fill
1.03 QUALITY ASSURANCE
A. Materials and installation shall meet the requirements of AWWA for water distribution
systems,unless otherwise stated in the specifications or shown on the plans.
B. Piping shall have seal of approved testing laboratory(acceptable to public health officials).
1.04 SUBMITTALS
A. Manufacturers Certificate
B. Certified copies of test results
PART 2 - PRODUCTS
2.01 PIPE
A. Ductile Cast Iron Water Pipe
1. Ductile iron pipe,centrifugal cast,Class 52 per ANSI/AWWA Specification
A21.51/C151.
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• 2. Joints,rubber gasket,per ANSI/AWWA Specification A21.11/C111 for push-on
joints.
3. Interior cement lining with asphalt seal coating per ANSI/AWWA Specification
A21.4/C104.
4. Exterior coating, asphalt coating per ANSI/AWWA Specification A21.51/C151.
B. PVC Pipe
1. 1.200 psi PVC pipe per ASTM D2241 or C900,NSF approved.
2. 2. Schedule 40 Fittings per ASTM D 2466.
3. 3. Rubber couplings per ASTM D 1869.
4. 4.Joints per ASTM D 3139.
5. Pipe shall be PVC 1120.
5. Pipe shall be marked with the ASTM D 1748 standard and bear the label, "National
Foundation Seal for Potable Water." Each pipe shall be plainly marked with the
manufacturers' name, size,material,type and grade of compound pressure rating,and
product standards.
C. Steel Casing Pipe
1. Steel casing pipe shall be smooth wall or spiral weld with the following minimum
wall thickness:
Pipe Size(O.D.) Wall Thickness
4"thru 12" .188"
16"thru 24" .250"
D. High Density Polyethylene(HDPE)Pipe
1. Pipe shall be rated at 200 psi, DR 9.
2. Pipe shall conform to AWWA C906.
3. Pipe material shall be PE 3408.
2.02 PIPE FITTINGS
A. Pipe 4"and Larger-All fittings will be mechanical joint cast or ductile iron.
1. All fittings for ductile iron pipe shall be compatible with the pipe specified above
(meeting the specifications as included in the above pipe specifications and per
ANSI/AWWA A21.10/C110 for standard fittings or ANSI/AWWA A21.53/C153 for
compact fittings).
2. All cast iron fittings shall be mechanical joint and these shall conform to
ANSI/AWWA A21.11/Cl 11. Cast iron pipe in buildings,tank,and to a point 5 feet
outside these premises shall be flange fitted unless mechanical joints are shown on
the Drawings.Gaskets shall be plain rubber,of heavy section and high durometer,
single molded,Lubricant used to facilitate assembly of joints shall be non-toxic,
tasteless,odorless grease that will not support bacteria.
B. Pipe fittings for pipe less than 4"in diameter may be solvent weld PVC and shall conform to
ASTM D 2466 and ASTM D 2467 for schedule 40 and schedule 80 respectively.
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PIPE SCHEDULE
SIZE WORKING PRESSURE(PSI)ACCEPTABLE MATERIAL
1"—3"Service Lines 200 PE 3408 SDR 9
4", 6",and 8" 150 C900 PVC
4", 6",and 8" 200 Ductile Iron Cl 52
12"and larger 350 Ductile Iron Cl 52
2.03 GATE VALVES AND ACCESSORIES
A. Gate Valves - Gate valves larger than 3"in diameter shall conform to AWWA Specifications
C-509 and shall be iron body, bronze-mounted,resilient seat,non-rising stem, and capable of
withstanding the working pressure to which they are subjected. Valves shall be suitable for
installation in the pipe line into which they are to be installed. All valves shown to be located
in valve boxes shall have 2" square operating nuts with the direction arrow clearly cast
thereon and shall be made to open to the left. The Contractor shall furnish the Owner with
two "T" handled operating wrenches for the same. The valves shall be of type generally
known as `resilient seat gate valve"or approved equal. Valves shall not leak when subject to
line test pressure against zero back pressure. In every case, they shall be factory tested to
three-hundred (300) psi, in such manner as to assure tight fitting gates and shall be so
certified by their manufacturer. Valve ends shall be constructed for use with mechanical
joints or push on joints. Gate valves, up to and including twelve (12) inches, shall be
installed in a vertical position. Gate valves sixteen (16) inches and larger shall be approved
by the Town, or by the Town's Engineer prior to installation. They may be installed
horizontally and equipped with bevel gears, grease case, rollers,tracks scrapers,and a bypass
located on the side of the body (fully revolving disc valves shall not require rollers), or
vertically and be equipped with spur gears enclosed in a grease case and with a bypass
located on the side of the body. In either case, the roller and scraper operators shall be
installed in a manhole. Valves shall be Mueller,Clow,or American Darling.
B. Valve Boxes—Valve boxes shall be gray cast iron conforming to ASTM A48-48, Class 30,
with twelve (12) inch top section(screw or telescopic) and bottom section length as required
for valve bury. Box shall have a five (5) inch opening with "Water" stamped on the cover.
Concrete collar two (2) foot x two (2) foot square or two and one-half(2.5) foot diameter
round shall be poured flush with the cover. A pre-fabricated round "slip" form may be used
only outside of traffic bearing areas(i.e.,back side of ditches,etc.).
2.04 FIRE HYDRANTS
A. Hydrants shall be cast iron body, bronze mounted, suitable for a working pressure indicated
on the drawings, and shall be in accordance with ANSUAWWA Specification C502. Each
hydrant shall be tested to a hydrostatic pressure of twice the working pressure, with the valve
in both open and closed positions. Hydrants shall be constructed in a manner permitting
withdrawal of internal working parts without disturbing the barrel.
B. Hydrants shall be traffic type dry barrel,that will not geyser,should the upper barrel and stem
section be broken off.
C. The main valve opening shall be 4 1/2" in diameter. The main valve shall be made of
neoprene.
D. Hydrants shall open left(counter clockwise),unless otherwise specified by the Owner.
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E. Hydrants shall have two 2 1/2" hose nozzles and one 4 1/2" pumper nozzle. All nozzle
threading shall be as specified by the Owner. Nozzle caps shall be securely chained to the
barrel.
F. Operating and cap nuts shall be 1 1/2"pentagon, unless otherwise specified. The Contractor
shall furnish four(4)hydrant wrenches of the correct type.
G. Hydrants shall have 6" mechanical joint inlet connections unless otherwise noted on the
drawings.All hydrants shall have guard valves between them and the system.
H. Hydrants shall be as manufactured by Mueller(Model#A-421-Centurion)or approved equal.
I. Hydrants installed on lines with working pressures in excess of 200 PSI shall be equal to
American B-5B high pressure.
J. Hydrants shall be installed plumb and set per the standard details on plans. Pumper nozzle is
to be located 18"above ground surface. Weep boles are to be kept clear to allow for drainage
of the hydrant barrel section. All hydrants shall receive a finish coat of paint above the
ground line after all seeding and cleanup operations are complete. This field coat shall be in
addition to two shop coats of"chrome yellow" required by AWWA C502. Paint shall be
Sherwin Williams KEM A & A Epoxy Enamel "safety yellow" (#BGI-Y 17) as required by
the Town.
K. All fire hydrant legs shall be constructed with ductile iron pipe from the water main to the fire
hydrant. Hydrants shall be rodded to the valve or a suitable thrust collar. Hydrants shall be
installed on a suitable solid foundation, as indicated on the drawings, and with one-fourth
(1/4) cubic yard rock or stone as shown on the drawings. There shall be adequate pea gravel
for the weep outlets to drain.
L. When there is more than one hydrant on a 6" line, the 6" line must be looped or the line size
must be increased to a minimum 8".
PART 3 -EXECUTION
3.01 SERVICE CONNECTION
A. All water services and plumbing shall conform to the Uniform Statewide Building Code, and
to the details shown on the plans for Water Meter Service.
1. Corporation stop shall be made with AWWA inlet threads. Provide saddles with
PVC pipe and ductile iron pipe,unless otherwise approved by the County in advance.
Corporations shall be ball type, made of brass and complete with compression
connections with set screw for use with polyethylene pipe or flared coupling and
AWWA Standard threads as per AWWA C800. Taps shall be located at 10:00 or
2:00 o'clock on the circumference of the pipe. Service taps shall be staggered from
one side of the water main to the other and at lease eighteen (18) inches apart. The
taps must be a minimum of twenty-four(24)inches apart if they are on the same side
of the pipe.
2. No burned taps will be allowed and each corporation stop will be wrapped with
Teflon tape for ductile iron pipe water mains. No taps are allowed on a fire hydrant
leg.No tapping shall be made where rodding is placed.
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3. Service saddles shall be bronze body (85-5-5 waterworks brass) and double strap for
taps over one(1) inch with silicon bronze nuts conforming to ASTM A98 and factory
installed grade 60 rubber gaskets.
4. Service pipe shall be polyethylene plastic pipe(CTS) SDR-PR, conforming to ASTM
D-2239,as applicable to PE 3408,Class 200 psi,NSF approved.
5. Meters two(2)inches and larger shall be of the compound type with magnetic driven
and bronze body conforming to AWWA Standard C701, latest revision shall be ABB
Combination Meter or approved equal,by the Town in advance.
6. Three-quarter (3/4) inch and one (1) inch meter boxes shall be Ford or approved
equal cast iron type, with locking cover and cast iron self closing meter lid. All
meter boxes and vaults shall be located at the edge of the serviced lot's right-of-way
or easement, unless otherwise approved by the County in advance. Water meter
boxes shall not be placed in streets, driveways, sidewalks, parking areas, or
obstructed by fencing or building. The Town reserves the right to remove, or have
removed, fencing, buildings or other obstructions after proper notification has been
issued to the proper owner asking them to do the same.
7. Meter vaults for two (2) inch and three (3) inch meters shall be constructed of
fiberglass according to the Details. Meter vaults for meters four (4) inch and larger
shall be pre-cast concrete according to the Details. All meter vaults and access doors
within the road rights-of-way shall meet HS-20 loading requirements and shall be
aluminum (4" meters and larger) with a flush drop lift handle, stainless steel hinges
and bolts, a stainless steel slam lock, an automatic hold open arm, and compression
springs to allow for easy opening. To ensure positive drainage, the vault shall be tied
into the existing storm drainage system, if available. If positive drainage is
unobtainable, s sump pump shall be located and operated in the vault. The associated
electrical service shall be provided by the Owner or the Owner's contractor according
to Town specifications.
8. Service taps to existing water lines shall be made by the Town or by a North Carolina
licensed utility contractor. Service taps to new water lines shall be made by the
Contractor in accordance with the specifications.
9. Service taps larger than two (2) inches shall be made by a North Carolina licensed
utility contractor. A strainer shall be provided upstream of the meter for meters two
(2)inches and larger.
10. An accessible shutoff valves shall be provided on the customer's side of the service
ahead of the first outlet or branch connection to the service or distribution pipe of
each dwelling, dwelling unit and buildings other than dwellings and dwelling units.
When such shutoff valve is located in the service line outside the building, it shall be
located and accessible in a manufactured, approved valve box with a readily
removable access cover that extends to grade level. When drain valves are provided
for the distribution lines or other portion of the water supply system, such drains shall
be above grade or otherwise located to prevent the possibility of backflow into the
piping system after the system has been drained. (NC Carolina Building Code,
Plumbing, Section 610.1, 1994)
11. Water pressure reducing valves or regulators shall be used where water pressure
within a building exceeds eighty(80)psi static, an approved water pressure regulator
conforming to ASSE 1003 with strainer shall be installed to reduce pressure in the
building water distribution piping system to eighty (80) psi static or less, whichever
is consistent with good engineering practice. (NC Building Code, Plumbing, Section
607.9.1, 1994). All pressure reducing valves and regulators shall be operated and
maintained by the customer at his or her expense. The Town reserves the right to
permanently remove any existing pressure reducing regulator, located on the utility
side of the water service,at the time of its failure.
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• 3.02 PIPE INSTALLATION
A. Pipe Installation shall be done in accordance with the Department of Transportation permit
when applicable.
B. Every precaution shall be taken to insure that the entire length of water system pipe is
supported evenly with the joints mated securely together without marring pipe or fill load.
Pipe bedding shall be as specified by the pipe manufacturer.
1. Dewatering-Where conditions are such that running or standing water occurs in the
trench bottom or the soil in the trench bottom displays a"quick"tendency,the water
should be removed by pumps and suitable means such as well points or previous
until the pipe has been installed and the backfill has been placed
underdrain bedding
PP
to a sufficient height to prevent pipe flotation.
2. Preparation of Trench Bottom -The trench bottom should be constructed to provide a
firm, stable and uniform support for the full length of the pipe. Bell holes should be
provided at each joint to permit proper joint assembly and pipe support. Any part of
the trench bottom excavated below grade should be backfilled to grade and should be
compacted as required to provide firm pipe support. When an unstable subgrade
condition is encountered which will provide inadequate pipe support, additional
trench depth should be excavated and refilled with suitable foundation material.
Large rock boulder and large stones should be removed to provide six inches (150
mm)of soil cushion on all sides of the pipe and accessories.
3. Pipe shall be handled in such a manner as to avoid damage to the machined ends.
When such damaged pipe cannot be repaired to the Engineer's satisfaction,they shall
be replaced at the Contractor's expense. The interior of all pipe and accessories shall
be kept free from dirt and foreign matter at all times.
C. All pipe, fittings, and accessories shall be carefully lowered into the trench using suitable
equipment in such a manner as to prevent damage to pipe and fittings. Under no
circumstances shall pipe or accessories be dropped or dumped into the trench. The pipe or
accessories shall be inspected for defects prior to lowering into the trench. Any foreign
matter or dirt shall be removed from the interior of pipe before lowering into position in the
trench. If dirt that, in the opinion of the purchaser's Engineer or job superintendent, will not
be removed by the flushing operation enters the pipe,the interior of the pipe shall be cleaned
and swabbed as necessary,with a 5 percent hypochlorite disinfecting solution.
D. The water mains shall be laid in accordance with applicable AWWA Specifications and
maintained to the required lines and grades with fittings and valves at the required locations.
All blisters and excess coal tar coatings shall be removed from the ends of each fitting and
piece of pipe.
1. Ductile Iron Pipe's installation shall meet the requirements of ANSUAWWAC600.
PVC pipe's installation shall follow the requirements of UNIBELL UNI-B-3.
E. The cutting of pipe for inserting valves, fittings,or closure pieces shall be done in a neat and
workmanlike manner,without damage to the pipe so as to leave a smooth end at right angles
to the axis of the pipe. Care shall be taken to avoid damaging the cement lining of the pipe.
Flame cutting of cast iron pipe with oxyacetylene torch shall not be permitted.
1caps, t e and bends in water mains shall beprovided with reaction blocking.
F. All plugs, es, g
P g
Reaction blocking will be accomplished by providing concrete thrust blocks as indicated on
the drawings. In accordance with Town requirements, thrust collars shall be installed only
around Class 52 Ductile Iron Pipe (DIP). A minimum of nine (9) linear feet of DIP shall be
used for each thrust collar. Thrust collars shall not be installed around any PVC Pipe.
Fittings anchored by tie rods shall have at least two 3/4" steel rods fastened with clamps
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- I

around the fitting and around the main. The tie rod shall then be fastened behind the joint of
the first full length of pipe section nearest the fitting. Tie rods and clamps shall be protected
by a coat of acid-resistant paint.
G. Where it becomes necessary to deflect the line of pipe,in either a vertical or horizontal plane,
to avoid obstructions or in locations where long-radius curves are permitted, the amount of
deflection shall not exceed that recommended by the manufacturer of the pipe and shall not
be greater than 10°or approved by the Engineer.
H. Every precaution shall be taken to prevent foreign material from entering the pipe while it is
being placed in the line. If the pipe-laying crew cannot put the pipe in the trench and in place
without getting earth into the pipe, the Engineer may require that before lowering the pipe
into the trench, a heavy tightly woven canvas bag of suitable size be placed over each end left
there until the connection is to be made to the adjacent pipe. During laying operations, no
debris,tools,clothing,or other materials shall be placed in the pipe.
I. When pipe laying is not in progress, the open ends of pipe shall be closed by a watertight
plug or other means approved by the Engineer. This provision shall apply during the noon
hour as well as overnight. If water is in the trench, the seal shall remain in place until the
trench is pumped completely dry.
J. j) Each joint shall be properly attended and properly equipped consisting of the coupling
piece and/or rubber rings as the case may be. The machined ends of the pipe to be jointed,
the inside of the sleeve,and the rubber rings shall be wiped clean immediately before jointing
the pipes. Assembly shall be wiped clean immediately before jointing the pipes. Assembly
shall be made as recommended by the manufacturer. After field assembly, a suitable gage, as
designed by the pipe manufacturer, shall be used to verify that the rubber ring is properly
located throughout. When pipe laying is not in progress, the open ends of installed pipe shall
be closed by approved means to prevent entrance of trench water into the line. Whenever
water is excluded from the interior of the pipe, adequate backfill shall be placed to prevent
floating. Any pipe which has floated shall be removed from the trench and re-laid as directed
by the Engineer.
K. The Contractor shall complete each plan line once started before starting another plan line on
this project. Any deviations from this policy shall be requested by the Contractor in writing
and approved in writing.
L. Where water services cross paved roads and streets, the services shall be installed by boring
under the pavement.
M. Provide plastic identification tape for all new water mains. Tape shall be three (3) inches
wide, blue in color, bearing the continuous message "Caution—Water Main Buried Below".
Tape shall be buried continuously directly above water main and eighteen (18) inches below
finished grade. Twelve (12) gauge stranded or braided copper wire shall be used to mark all
PVC and PE pipe. The wire shall be affixed to the pipe and tied off on valves and fire
hydrant legs. Tracer wire shall be used on each individual service when feasible, as
determined by the County or the County's Engineer.
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• 3.03 SEPARATION OF WATER LINES AND SANITARY SEWERS
A. Water mains shall be laid at least 10 feet laterally from existing or proposed sewers,unless local
conditions or barriers prevent a 10-foot lateral separation--in which case:
(1)The water main is laid in a separate trench,with the elevation of the bottom of the water
main at least 18 inches above the top of the sewer;or
(2)The water main is laid in the same trench as the sewer with the water main located at one
side on a bench of undisturbed earth,and with the elevation of the bottom of the water main at
least 18 inches above the top of the sewer.
B. Crossing a Water Main Over a Sewer. Whenever it is necessary for a water main to cross over
a sewer,the water main shall be laid at such an elevation that the bottom of the water main is at
least 18 inches above the top of the sewer,unless local conditions or barriers prevent an 18 inch
vertical separation--in which case both the water main and sewer shall be constructed of ferrous
materials and with joints that are equivalent to water main standards for a distance of 10 feet on
each side of the point of crossing.
C. Crossing a Water Main Under a Sewer. Whenever it is necessary for a water main to cross
under a sewer,both the water main and the sewer shall be constructed of ferrous materials and
with joints equivalent to water main standards for a distance of 10 feet on each side of the point
of crossing. A section of water main pipe shall be centered at the point of crossing.
3.04 LUBRICANT
A. No contaminated material or any material capable of supporting prolific growth of
microorganisms shall be used for sealing joints. The lubricant used in the installation of
sealing gaskets shall be suitable for use in potable water. It shall be delivered to the job in
closed containers and shall be kept clean.
3.05 AGGREGATE AND PAVING
A. Replace disturbed gravel drives and shoulders in conformance with NCDOT Specifications,
Aggregate Base Course.
B. Replace disturbed paved drives with local material plant mix bituminous concrete.
C. Repair disturbed pavement in accordance with NCDOT standard specifications or NCDOT
permit where applicable.
3.06 INSPECTION AND TESTS
A. After pipe has been laid and all connections jointed, the system shall be pressure tested for
leakage. Any discrepancy in the system which does not conform to the specifications shall be
remedied in an approved way and retested until the system is acceptable. Care shall be taken
in tightening of joints insofar that no parts of the system are damaged. Any damage
occurring shall be remedied by replacing the damaged part with an approved new part. Test
shall be made in sections from valve to valve unless otherwise approved by the Engineer. All
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testing shall be performed only during the presence of Town staff,the Engineer or authorized
representative(s) thereof. Any testing performance without Town staff, or authorized •
representative,being present shall be considered a failed test and shall be re-tested.
1. Hydrostatic Testing on water mains prior to installation of services shall be
successfully completed by the Contractor as described below:
a. Each section of pipe line shall be subjected to and successfully meet a pressure of
one-hundred-fifty(150)psi(minimum).
b. The line shall be slowly filled with water and all air expelled through air valves
or other suitable means.
c. A suitable test pump shall be connected to the line by means of a tap in the line,
or by other suitable and approved means, and the proper test pressure slowly
applied to the line.
d. A minimum line pressure of one-hundred-fifty(150)psi shall be maintained for a
minimum of four(4) consecutive hours. During this testing period there shall be
no loss of pressure.
e. If pressure loss is realized, the test is failed and the contractor shall locate and
repair all leaks and reschedule testing.
f. All leaks shall be repaired and testing procedures described in this section shall
be accepted by the Town before proceeding with the allowable leakage test
described above.
Table 1: Test Phase Make Up Amount
Nominal Make-Up Water Allowance
PE Size(Inches) (U.S. Gallons/100 Ft.of Pipe)
1-Hour Test 2-Hour Test 3-Hour Test
1-1/4 0.06 0.10 0.16
1-1/2 0.07 0.10 0.17
2 0.07 0.11 0.19
3 0.10 0.15 0.25
4 0.13 0.25 0.40
5 0.19 0.38 0.58
-3/8 0.21 0.41 0.62
6 0.3 0.6 0.9
7-1/8 0.4 0.7 1.0
8 0.5 1.0 1.5
10 0.8 1.3 2.1
12 1.1 2.3 3.4
13-3/8 1.2 2.5 3.7
14 1.4 2.8 4.2
16 1.7 3.3 5.0
18 2.2 4.3 6.5
20 2.8 5.5 8.0
22 3.5 7.0 10.5
24 4.5 8.9 13.3
26 5.0 10.0 15.0
28 5.5 11.1 16.8
30 6.3 12.7 19.2
32 7.0 14.3 21.5
34 8.0 16.2 24.3
36 9.0 18.0 27.0
42 12.0 23.1 35.3
48 15.0 27.0 43.0
54 18.5 3 1.4 51.7
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2. PVC Pipe(OPTIONAL)
a. General: To prevent pipe movement, sufficient backfill shall be placed prior to
filling the pipe with water and field testing. When local conditions require that
the trenches be backfilled immediately after the pipe has been laid, the testing
may be carried out after backfilling has been completed but before placement of
the permanent surfacing. The Contractor shall ensure that thrust blocking or
other types of restraining systems will provide adequate restraint prior to
pressurizing the pipeline.
b. Cross-connection control: When existing water mains are used to supply test
water, they should be protected from backflow contamination by temporarily
installing a double check-valve assembly between the test and supply main or by
other means approved by the Engineer. Prior to pressure and leakage testing,the
temporary backflow protection should be removed and the main under test
isolated from the supply main.
c. Procedure: The following procedure is based on the assumption that the
pressure and leakage tests will be performed at the same time. Separate tests
may be made if desired. If separate tests are made, the pressure test shall be
performed first. Tests shall be performed only after the pipeline has been
properly filled, flushed, and purged of all air. The specified test pressure shall be
applied by means of an approved pumping assembly connected to the pipe in a
manner satisfactory to the Engineer. The test pressure shall not exceed pipe or
thrust-restraint design pressures. If necessary, the test pressure shall be
maintained by additional pumping for the specified time during which the system
and all exposed pipe, fittings, valves, and hydrants shall be carefully examined
for leakage. All visible leaks shall be stopped. All defective elements shall be
repaired or removed and replaced and the test repeated until the allowable
leakage requirements have been met.
d. Test Method: The Contractor may perform simultaneous pressure and leakage
tests or perform separate pressure and leakage tests on the installed system at test
durations and pressures specified in Table 2. Tests shall be witnessed by the
Engineer, or an authorized representative thereof, and the Town and the
equipment used for the test shall be subject to the approval of the Engineer and/or
the County.
e. Allowable Leakage: The Contractor shall furnish the gauges and measuring
device for the leakage test, pump, pipe, connections, and all other necessary
apparatus, unless otherwise specified, and shall furnish the necessary assistance
to conduct the test. The duration of each leakage test shall be two (2) hours,
unless otherwise specified. During the test, the pipeline shall be subjected to the
pressure listed in Table 1 below. Leakage shall be defined as the quantity of
water that must be supplied into the pipe section being tested to maintain a
pressure within five (5) PSI of the specified leakage-test pressure after the pipe
has been filled with water and the air in the pipeline has been expelled. No
installation will be accepted if the leakage is greater than that determined by the
formula:
3.07 DISINFECTION
A. After pipes are laid and tested, all water piping shall be disinfected in accordance with
AWWA Standard C651, continuous-feed method, as modified hereinafter. The entire system
shall be flushed thoroughly to remove all algae, deposits, and other foreign substances, and
the system shall deliver clear water at all outlets. The water lines shall be tapped on top at the
far end and air cock installed of sufficient size to release any air that may be entrapped in the
line when filled.The valve at the end of the line should then be closed and the valve between
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•
the new pipeline and the supply opened slightly to allow water to enter the new pipe slowly.
Chlorine is then applied under pressure by ejector pump or equal to the water entering the •
pipeline through the tap located in the pipe at the influent valve in a concentration that will
give an overall chlorine residual to the water of at least one-hundred (100) ppm (parts per
million or milligrams per liter). The chart below shows the required quantity of seventy (70)
percent HTH compound to be contained in solution in each one-thousand(1000) foot section
of line to produce the desired concentration of one-hundred(100)ppm.
Pipe Size, Pounds High Test Hypochlorite Pipe Size, Pounds High Test Hypochlorite
(inches) (70%)per 1000 Feet of Main (inches) (70%)per 1000 Feet of Main
6 1.76 14 9.52
8 3.12 16 12.44
10 4.84 20 19.52
12 7.00 24 28.00
B. After the chlorine has been applied to the water, the pipeline is to be valved off and the
chlorinated water allowed to remain in the line for twenty-four (24) hours; at the end of this
period, the chlorine residual should be at least ten (10) ppm. The line should then be
thoroughly flushed until there is only a normal chlorine residual present,as determined by the
orthotolidine test. Several samples of water should be collected from various points along the
line and forwarded to an approved laboratory for bacteriological analysis. Testing laboratory
shall send all original lab results directly to the Town of Shallotte. If satisfactory results are
obtained, the line or lines may then be placed in service. All water for flushing, testing, and
disinfecting shall be furnished by the Contractor from approved sources, such as existing
public systems.
C. Repair of Water Mains:
1. Joint Leaks of Ductile Iron Pipe and PVC pipe shall be repaired by use of bell joint
leak repair clamp as manufactured by Rockwell,or other approved equal.
2. Line Breaks or Punctures shall be repaired by a full circle repair clamp as
manufactured by Rockwell,Mueller,or other approved material.
3. Line Splits or Blow Outs shall be repaired by replacing the damaged section with
ductile iron pipe with a cast iron coupling at each end. The following cast pipe
couplings shall be used for each pipe material indicated:
a. Asbestos-Cement(AC)—Pipe-Rockwell 441 cast coupling or other approved
equal.
b. Ductile Iron Pipe(DIP)—Pipe-Rockwell 431 cast coupling or other approved
equal.
3.08 SITE CONDITIONS AND CLEANUP
A. During construction the work area shall be kept in an orderly and neat condition. All work
within 500 feet of the forward progress shall be complete with the exception of testing. The
Contractors forward progress is subject to being suspended if in the opinion of the Engineer
the above requirement is not met. The Contractor shall receive no consideration for time
extension or compensation for production time lost while not in compliance with the
requirements for clean up.
END OF SECTION 33 10 00
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•
SECTION 33 30 00
SANITARY SEWERAGE
PART 1 -GENERAL
1.01 RELATED DOCUMENTS
A. Under this section of the specifications the Contractor shall furnish all materials and labor
to install, test, and disinfect the water lines shown on the plans. These specifications are
general in nature and may specify items not currently in the project.
1.02 SUMMARY
A. Under this section of the specifications the Contractor shall furnish all materials and labor
to install, test and disinfect the water lines shown on the plans. These specifications are
general in nature and may specify items not currently in the project. Number and location
of appurtenances are shown on the plans.
B. Related Specifications
1. Section 312300-Excavation&Fill
1.03 QUALITY ASSURANCE
A. Materials and installation shall meet the requirements of AWWA for water distribution
systems,unless otherwise stated in the specifications or shown on the plans.
B. Piping shall have seal of approved testing laboratory(acceptable to public health officials).
1.04 SUBMITTALS
A. Manufacturers Certificate
B. Certified copies of test results
PART 2 - PRODUCTS
2.01 PIPE
A. Ductile iron(DI)
1. DI pipe shall conform to ANSVAWWA C151/A21.51 "Ductile Iron Pipe, Centrifugally
Cast in Metal Molds for Water or Other Liquids."
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2. The thickness and pressure class of DI pipe required for the installation and
operating conditions during the expected service life of the force main shall be
determined in accordance with ANSUAWWA C150/A21.50 "Thickness Design of
Ductile Iron Pipe."
3. Fittings for DI pipe shall conform to ANSUAWWA C110/A21.10"Ductile-Iron and
Gray-Iron Fittings, 3 In. through 48 In. for Water and Other Liquids" or
ANSUAWWA C153/A21.53 "Ductile Iron Compact Fittings, 3 In. through 24 In.
and 54 In.through 66 In.,for Water Service."
4. Force mains of DI pipe shall have mechanical or gasketed push-on type joints. If
exposed, force mains of DI pipe shall have flanged joints. Restrained joint DI pipe
may be used for anchoring purposes as described in Section 4.03C.
i. Gaskets shall be manufactured of vulcanized natural or synthetic
rubber in accordance with ANSUAWWA C111/A21.11 "Rubber
Gasket Joints for Ductile Iron and Gray-Iron Pressure Pipe and
Fittings."
ii. Flanged DI pipe shall conform to ANSI/AWWA C115/A21.15
"Flanged Ductile Iron Pipe with Ductile Iron or Gray Iron Threaded
Flanges.
5. Consideration shall be given to the existence of or the potential for development of
corrosive environments within and outside the force main shall be performed.
Sources of corrosion may include: acidic soils, septic wastewater, and air
entrainment within the force main. Where corrosion is deemed to be a serious
problem, DI pipe shall be provided with cathodic protection or an internal/external
encasement, lining, or coating appropriate for the pipe material and situation. Such
encasements, linings, and coatings shall be manufactured or applied in accordance
with the appropriate ANSI and AWWA standards.
B. Polyvinyl chloride(PVC)
1. PVC material used in the manufacture of PVC pipe shall conform to ASTM D1784
"Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl
Chloride)(CPVC)Compounds."
2. PVC pipe shall conform to ASTM D1785"Poly(Vinyl Chloride)(PVC)Plastic Pipe,
Schedules 40, 80, 120" or to ASTM D2241 "Poly(Vinyl Chloride) (PVC) (SDR-
PR)."
3. The thickness and pressure class of PVC pipe required for the installation and
operating conditions during the expected service life of the force main shall be
determined in accordance with AWWA C900 "Poly(Vinyl Chloride) (PVC)
Pressure Pipe, 4 In. through 12 In., for Water" or AWWA C905 "Poly(Vinyl
Chloride) (PVC) Water Transmission Pipe, Nominal Diameters 14 In. through 36
In."
4. Force mains of PVC pipe shall have gasketed push-on type joints. Gaskets shall be
manufactured of elastomeric material in accordance with ASTM F477 "Standard
Specification for Elastomeric Seals(Gaskets)for Joining Plastic Pipe."
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5. Mechanical joint DI pipe fittings conforming to ANSUAWWA C110/A21.10 or gasketed
PVC fittings shall be used for force mains four inches in diameter and larger. Solvent-
welded or gasketed fittings may be used for smaller diameter force mains.
C. High-Density Polyethylene Pipe(HDPE)
1. HDPE pipe shall be produced from a high molecular weight, high density, polyethylene
resin, meeting the requirements of ASTM D3350 "Standard Specification for
Polyethylene (PE) Plastic Pipe and Fitting Materials." Resin material shall be listed by
PPI in the name of the manufacturer and shall be based on testing in accordance with
ASTM D2837 "Standard Test Method for Obtaining Hydrostatic Design Basis for
Thermoplastic Pipe."
2. HDPE pipe shall conform to ASTM D3035 "Standard Specification for Polyethylene
(PE) Plastic Pipe (DR-PR) Based on Controlled Outside Diameter" or ASTM F714
"D3035 "Standard Specification for Polyethylene (PE) Plastic Pipe (DR-PR) Based on
Outside Diameter."
3. The thickness and pressure class of HDPE pipe required for the installation and operating
conditions during the expected service life of the force main shall be determined in
accordance with AWWA C906 "Polyethylene (PE) Pressure Pipe and Fittings, 4 In.
through 63 In.,for Water Distribution."
4. Fittings for HDPE pipe shall conform to ASTM D3261 "Standard Specification for Putt
Fusion of Polyethylene(PE)Plastic Fittings for PE Plastic Pipe and Tubing"and shall be
manufactured by injection molding, a combination of extrusion and machining, or
fabrication from HDPE pipe material.
5. Force mains of HDPE pipe shall be joined by the thermal butt fusion process and shall be
performed in accordance with ASTM A2657 "Standard Practice for Heat Fusion Joining
of Polyolefin Pipe and Fittings" and the manufacturer's recommendations during
installation.
D. All pipe used for force main construction shall be labeled or otherwise identified as
conveying wastewater.
2.02 PIPE FITTINGS
A. Pipe 4"and Larger-All fittings will be mechanical joint cast or ductile iron.
1. All fittings for ductile iron pipe shall be compatible with the pipe specified above
(meeting the specifications as included in the above pipe specifications and per
ANSI/AWWA A21.10/CI 10 for standard fittings or ANSUAWWA A21.53/C153 for
compact fittings).
2. All cast iron fittings shall be mechanical joint and these shall conform to
ANSI/AWWA
A21.11/C 111. Cast iron pipe in buildings, tank, and to a point 5 feet outside these
premises shall be flange fitted unless mechanical joints are shown on the Drawings.
Gaskets shall be plain rubber, of heavy section and high durometer, single molded,
Lubricant used to facilitate assembly of joints shall be non-toxic, tasteless, odorless
grease that will not support bacteria.
B. Pipe fittings for pipe less than 4"in diameter may be solvent weld PVC and shall conform to
ASTM D 2466 and ASTM D 2467 for schedule 40 and schedule 80 respectively.
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PIPE SCHEDULE
SIZE WORKING PRESSURE(PSI)ACCEPTABLE MATERIAL
1"—3"Service Lines 200 PE 3408 SDR 9
4",6",and 8" 150 C900 PVC
4",6",and 8" 200 Ductile Iron Cl 52
12"and larger 350 Ductile Iron Cl 52
2.03 GATE VALVES AND ACCESSORIES
A. Gate Valves - Gate valves larger than 3"in diameter shall conform to AWWA Specifications
C-509 and shall be iron body, bronze-mounted, resilient seat, non-rising stem, and capable of
withstanding the working pressure to which they are subjected. Valves shall be suitable for
installation in the pipe line into which they are to be installed. All valves shown to be located
in valve boxes shall have 2" square operating nuts with the direction arrow clearly cast
thereon and shall be made to open to the left. The Contractor shall furnish the Owner with
two "T" handled operating wrenches for the same. The valves shall be of type generally
known as `resilient seat gate valve"or approved equal. Valves shall not leak when subject to
line test pressure against zero back pressure. In every case, they shall be factory tested to
three-hundred (300) psi, in such manner as to assure tight fitting gates and shall be so
certified by their manufacturer. Valve ends shall be constructed for use with mechanical
joints or push on joints. Gate valves, up to and including twelve (12) inches, shall be
installed in a vertical position. Gate valves sixteen (16) inches and larger shall be approved
by the County, or by the County's Engineer prior to installation. They may be installed
horizontally and equipped with bevel gears,grease case,rollers,tracks scrapers, and a bypass
located on the side of the body (fully revolving disc valves shall not require rollers), or
vertically and be equipped with spur gears enclosed in a grease case and with a bypass
located on the side of the body. In either case, the roller and scraper operators shall be
installed in a manhole. Valves shall be Mueller,Clow,or American Darling.
B. Valve Boxes—Valve boxes shall be gray cast iron conforming to ASTM A48-48, Class 30,
with twelve (12) inch top section (screw or telescopic) and bottom section length as required
for valve bury. Box shall have a five (5) inch opening with "Water" stamped on the cover.
Concrete collar two (2) foot x two (2) foot square or two and one-half(2.5) foot diameter
round shall be poured flush with the cover. A pre-fabricated round "slip" form may be used
only outside of traffic bearing areas(i.e.,back side of ditches,etc.).
PART 3 -EXECUTION
3.01 PIPE INSTALLATION
A. Pipe Installation shall be done in accordance with the Department of Transportation permit
when applicable.
B. Every precaution shall be taken to insure that the entire length of force main pipe is supported
evenly with the joints mated securely together without marring pipe or fill load. Pipe bedding
shall be as specified by the pipe manufacturer.
1. Dewatering-Where conditions are such that running or standing water occurs in the
trench bottom or the soil in the trench bottom displays a"quick"tendency,the water
should be removed by pumps and suitable means such as well points or previous
underdrain bedding until the pipe has been installed and the backfill has been placed
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to a sufficient height to prevent pipe flotation.
2. Preparation of Trench Bottom-The trench bottom should be constructed to provide a
firm, stable and uniform support for the full length of the pipe. Bell holes should be
provided at each joint to permit proper joint assembly and pipe support. Any part of
the trench bottom excavated below grade should be backfilled to grade and should be
compacted as required to provide firm pipe support. When an unstable subgrade
condition is encountered which will provide inadequate pipe support, additional
trench depth should be excavated and refilled with suitable foundation material.
Large rock boulder and large stones should be removed to provide six inches(150
mm)of soil cushion on all sides of the pipe and accessories.
3. Pipe shall be handled in such a manner as to avoid damage to the machined ends.
When such damaged pipe cannot be repaired to the Engineer's satisfaction,they shall
be replaced at the Contractor's expense. The interior of all pipe and accessories shall
be kept free from dirt and foreign matter at all times.
C. All pipe, fittings, and accessories shall be carefully lowered into the trench using suitable
equipment in such a manner as to prevent damage to pipe and fittings. Under no
circumstances shall pipe or accessories be dropped or dumped into the trench. The pipe or
accessories shall be inspected for defects prior to lowering into the trench. Any foreign
matter or dirt shall be removed from the interior of pipe before lowering into position in the
trench. If dirt that, in the opinion of the purchaser's Engineer or job superintendent, will not
be removed by the flushing operation enters the pipe,the interior of the pipe shall be cleaned
and swabbed as necessary,with a 5 percent hypochlorite disinfecting solution.
D. The force mains shall be laid in accordance with applicable AWWA Specifications and
maintained to the required lines and grades with fittings and valves at the required locations.
All blisters and excess coal tar coatings shall be removed from the ends of each fitting and
piece of pipe.
1. Ductile Iron Pipe's installation shall meet the requirements of ANSI/AWWAC600.
PVC pipe's installation shall follow the requirements of UNIBELL UNI-B-3.
E. The cutting of pipe for inserting valves, fittings, or closure pieces shall be done in a neat and
workmanlike manner, without damage to the pipe so as to leave a smooth end at right angles
to the axis of the pipe. Care shall be taken to avoid damaging the cement lining of the pipe.
Flame cutting of cast iron pipe with oxyacetylene torch shall not be permitted.
F. All plugs, caps, tees, and bends in water mains shall be provided with reaction blocking.
Reaction blocking will be accomplished by providing concrete thrust blocks as indicated on
the drawings. In accordance with Town requirements, thrust collars shall be installed only
around Class 52 Ductile Iron Pipe (DIP). A minimum of nine (9) linear feet of DIP shall be
used for each thrust collar. Thrust collars shall not be installed around any PVC Pipe.
Fittings anchored by tie rods shall have at least two 3/4" steel rods fastened with clamps
around the fitting and around the main. The tie rod shall then be fastened behind the joint of
the first full length of pipe section nearest the fitting. Tie rods and clamps shall be protected
by a coat of acid-resistant paint.
G. Where it becomes necessary to deflect the line of pipe,in either a vertical or horizontal plane,
to avoid obstructions or in locations where long-radius curves are permitted, the amount of
deflection shall not exceed that recommended by the manufacturer of the pipe and shall not
be greater than 10°or approved by the Engineer.
H. Every precaution shall be taken to prevent foreign material from entering the pipe while it is
Hwy 55- Shallotte SANITARY SEWERAGE
333000-5
September 9,2021

being placed in the line. If the pipe-laying crew cannot put the pipe in the trench and in •
place without getting earth into the pipe, the Engineer may require that before lowering the
pipe into the trench, a heavy tightly woven canvas bag of suitable size be placed over each
end left there until the connection is to be made to the adjacent pipe. During laying
operations,no debris,tools,clothing,or other materials shall be placed in the pipe.
I. When pipe laying is not in progress, the open ends of pipe shall be closed by a watertight
plug or other means approved by the Engineer. This provision shall apply during the noon
hour as well as overnight. If water is in the trench, the seal shall remain in place until the
trench is pumped completely dry.
J. j) Each joint shall be properly attended and properly equipped consisting of the coupling
piece and/or rubber rings as the case may be. The machined ends of the pipe to be jointed,
the inside of the sleeve,and the rubber rings shall be wiped clean immediately before jointing
the pipes. Assembly shall be wiped clean immediately before jointing the pipes. Assembly
shall be made as recommended bythe manufacturer. After field assembly, a suitable gage,as
Y� g g
designed by the pipe manufacturer, shall be used to verify that the rubber ring is properly
located throughout. When pipe laying is not in progress, the open ends of installed pipe shall
be closed by approved means to prevent entrance of trench water into the line. Whenever
water is excluded from the interior of the pipe, adequate backfill shall be placed to prevent
floating. Any pipe which has floated shall be removed from the trench and re-laid as directed
by the Engineer.
K. The Contractor shall complete each plan line once started before starting another plan line on
this project. Any deviations from this policy shall be requested by the Contractor in writing
and approved in writing.
L. Where water services cross paved roads and streets, the services shall be installed by boring
under the pavement.
M. Provide plastic identification tape for all new water mains. Tape shall be three (3) inches
wide, blue in color, bearing the continuous message "Caution—Water Main Buried Below".
Tape shall be buried continuously directly above water main and eighteen (18) inches below
finished grade. Twelve (12) gauge stranded or braided copper wire shall be used to mark all
PVC and PE pipe. The wire shall be affixed to the pipe and tied off on valves and fire
hydrant legs. Tracer wire shall be used on each individual service when feasible, as
determined by the County or the County's Engineer.
3.02 LUBRICANT
A. No contaminated material or any material capable of supporting prolific growth of
microorganisms shall be used for sealing joints. The lubricant used in the installation of
sealing gaskets shall be suitable for use in potable water. It shall be delivered to the job in
closed containers and shall be kept clean.
3.03 AGGREGATE AND PAVING
A. Replace disturbed gravel drives and shoulders in conformance with NCDOT Specifications,
Aggregate Base Course.
B. Replace disturbed paved drives with local material plant mix bituminous concrete.
C. Repair disturbed pavement in accordance with NCDOT standard specifications or NCDOT
Hwy 55 - Shallotte SANITARY SEWERAGE
333000-6
September 9,2021

permit where applicable.
3.04 INSPECTION AND TESTS
A. After pipe has been laid and all connections jointed, the system shall be pressure tested for
leakage. Any discrepancy in the system which does not conform to the specifications shall be
remedied in an approved way and retested until the system is acceptable. Care shall be taken
in tightening of joints insofar that no parts of the system are damaged. Any damage
occurring shall be remedied by replacing the damaged part with an approved new part. Test
shall be made in sections from valve to valve unless otherwise approved by the Engineer. All
testing shall be performed only during the presence of Town staff,the Engineer or authorized
representative(s) thereof. Any testing performance without Town staff,or authorized
representative,being present shall be considered a failed test and shall be re-tested.
1. Hydrostatic Testing on force mains prior to installation of services shall be
successfully completed by the Contractor as described below:
a. Each section of pipe line shall be subjected to and successfully meet a pressure of
one-hundred-fifty(150)psi(minimum).
b. The line shall be slowly filled with water and all air expelled through air valves
or other suitable means.
C. A suitable test pump shall be connected to the line by means of a tap in the line,
or by other suitable and approved means, and the proper test pressure slowly
applied to the line.
d. A minimum line pressure of one-hundred-fifty(150)psi shall be maintained for a
minimum of four(4) consecutive hours. During this testing period there shall be
no loss of pressure.
e. If pressure loss is realized, the test is failed and the contractor shall locate and
repair all leaks and reschedule testing.
f. All leaks shall be repaired and testing procedures described in this section shall
be accepted by the Town before proceeding with the allowable leakage test
described above.
3.05 SITE CONDITIONS AND CLEANUP
A. During construction the work area shall be kept in an orderly and neat condition. All work
within 500 feet of the forward progress shall be complete with the exception of testing. The
Contractors forward progress is subject to being suspended if in the opinion of the Engineer
the above requirement is not met. The Contractor shall receive no consideration for time
extension or compensation for production time lost while not in compliance with the
requirements for clean up.
3.06 LATERAL SEPARATION OF SEWERS AND WATERLINES
A. Water mains shall be laid at least 10 feet laterally from existing or proposed sewers,unless
local conditions or barriers prevent a 10-foot lateral separation--in which case:
(1)The water main is laid in a separate trench,with the elevation of the bottom of the water
main at least 18 inches above the top of the sewer; or
Hwy 55 -Shallotte SANITARY SEWERAGE
333000-7
September 9,2021

(2)The water main is laid in the same trench as the sewer with the water main located at one
side on a bench of undisturbed earth,and with the elevation of the bottom of the water main
at least 18 inches above the top of the sewer.
B. Crossing a Water Main Over a Sewer. Whenever it is necessary for a water main to cross
over a sewer,the water main shall be laid at such an elevation that the bottom of the water
main is at least 18 inches above the top of the sewer,unless local conditions or barriers
prevent an 18 inch vertical separation--in which case both the water main and sewer shall be
constructed of ferrous materials and with joints that are equivalent to water main standards
for a distance of 10 feet on each side of the point of crossing.
C. Crossing a Water Main Under a Sewer. Whenever it is necessary for a water main to cross
under a sewer,both the water main and the sewer shall be constructed of ferrous materials
and with joints equivalent to water main standards for a distance of 10 feet on each side of
the point of crossing. A section of water main pipe shall be centered at the point of crossing.
END OF SECTION 33 30 00
Hwy 55 - Shallotte SANITARY SEWERAGE
33 30 00- 8
September 9,2021

SECTION 33 50 00
GRINDER PUMPING STATIONS
PART 1 -GENERAL
1.01 SUMMARY
A. Under this section of the specifications the Contractor shall furnish all materials and
labor to install, test and disinfect the water lines shown on the plans. These
specifications are general in nature and may specify items not currently in the
project. Number and location of appurtenances are shown on the plans.
B. GENERAL WORK AND REQUIREMENTS - General work and requirements shall
be as previously specified in Standard Specification 10 00 00.
C. Related Specifications
1.Section 312300 - Excavation&Fill
1.02 QUALITY ASSURANCE
A. Materials and installation shall meet the requirements of AWWA for water
distribution systems, unless otherwise stated in the specifications or shown on the
plans.
B. Piping shall have seal of approved testing laboratory (acceptable to public health
officials).
1.03 SUBMITTALS
A. Manufacturers Certificate
B. Certified copies of test results
PART 2 -PRODUCTS
2.01 GRINDER PUMP STATIONS
A. Pump Model
Pumps shall be of the centrifugal type Myers model VR2 (simplex), Myers model
VS20 (duplex), Myers model VH2O (high head), or approved equal (see plans for
individual pump type)with an integrally built in grinder unit and submersible type
Hwy 55 -Shallotte GRINDER PUMPING STATIONS
335000- 1
September 9,2021

motor. The grinder unit shall have cutters that shall be capable of macerating all • •
material in normal domestic and commercial sewage including reasonable amounts
of foreign objects such as small wood, sticks, plastic, thin rubber, sanitary napkins,
disposable diapers and the like to a fine slurry that will pass freely through the
pump, discharge pipe, and forcemain.
B. Operating Conditions- 2 HP, 230 V, 1PH Grinder Pumps shall have a capacity of
18 GPM at a total head of 162 feet.
C. Motor
Pump motor shall be of the submersible type. Single phase motors shall be of the
capacitor start, capacitor run type for high starting torque. Stator winding shall be
of the open type with class B insulation rated for 105 C. maximum operating tem-
perature. Winding housing shall be filled with a clean high dielectric oil that lubri-
cates bearings and seals and transfers heat from windings and rotor to outer shell.
Air-filled motors which do not have the superior heat dissipating capabilities of oil-
filled motors shall no be considered equal. The motor shall be capable of operating
over a full range of performance curve without overloading motor and causing any
objectionable noise or vibration.
Motor shall have two heavy duty ball bearings to support pump shaft and take radial
and thrust loads and a sleeve guide bushing directly above the lower seal to take ra-
dial load and act as flame path for seal chamber. Ball bearings shall be designed for
50,000 hours B-10 life. Stator shall be heat shrunk into motor housing.
D. Seals
Motor shall be protected by two rotary shaft seals mounted in tandem with a seal
chamber between the seals. Seal chamber shall be oil filled to lubricate seal face
and to transmit heat from shaft to outer shell.
Seal face shall be carbon and ceramic and lapped to a flatness on one light band.
A double electrode shall be mounted in the seal chamber to detect any water enter-
ing the chamber through the lower seal. Water in the chamber shall cause a red
light to turn on at the control box. This signal shall not stop motor but shall act as a
warning only, indicating service is required.
E. Pump Impeller
The pump impeller shall be of the recessed type to provide an open unobstructed
passage through the volute for the ground solids. Impeller shall be of cast iron or
bronze and shall have pump out vanes on the backside of the impeller to keep solids
from the lower seal and reduce pressure on the seal faces. The impeller shall be
threaded onto stainless steel shaft.
Enclosed or semi-open pump impellers which might become obstructed during
grinding or add excessive radial loads shall not be considered as equal.
Hwy 55 -Shallotte GRINDER PUMPING STATIONS
335000-2
September 9,2021

F. Grinder Construction
Grinder assembly shall consist of a single rotating grinder impeller and a single
stationary shredding ring mounted directly below pump volute inlet. Grinder
impeller shall thread onto shaft and shall be locked with a screw and washer.
Shredding ring shall be held in place by a steel retaining clamp. Both shredding
ring and grinder impeller shall be removable without dismantling pump. No
adjustment of grinder assembly shall be necessary for proper grinder operation.
Multiple grinder impeller assemblies requiring initial or periodic axial adjustment
for proper operation shall not be considered equal. Grinder plate and shredding ring
shall be made of 440C stainless steel hardened to 58-60 Rockwell.
G. Corrosion Protection
All iron castings shall be pretreated with phosphate and chromic rinse and to be
painted before machining and all machined surfaces exposed to the sewage water to
be repainted. All fasteners to be 302 stainless steel.
H. Bearing End Cap
All iron castings shall be pretreated with phosphate and chromic rinse and to be
painted before machining and all machined surfaces exposed to the sewage water to
be repainted. All fasteners to be 302 stainless steel.
I. Power Cables
All iron castings shall be pretreated with phosphate and chromic rinse and to be
painted before machining and all machined surfaces exposed to the sewage water to
be repainted. All fasteners to be 302 stainless steel.
J. Pump Controls
The control panel shall include all of the features as described herein and shown on
the drawings.
A Nema 4X steel control panel shall be furnished as shown on the plans.
All electrical components shall be mounted in a Nema 4X enclosure with a hasp for
padlocking.
Provide float switch type level controls for PUMPS OFF, LEAD PUMP ON, HIGH
LEVEL ALARM, and LAG PUMP ON. Float switches shall consist of a mercury
tube switch sealed within a corrosion resistant polypropylene housing. The cable
shall be of sufficient length to reach the connection junction box without spicing.
The floats shall be suspended from a stainless-steel support bracket mounted inside
the wetwell so that adjustments can be made without entering the wetwell.
The panel shall include pump circuit breakers, control circuit breaker, alarm circuit
fuse, control circuit fuse, I.E.0 rated motor starter with 3-pole ambient compensated
bimetal overload relay, pump hand-off-auto switches (momentary in the hand posi-
tion), alarm test switch,pump run lights, seal leak lights, alternator relay(solid
Hwy 55 - Shallotte GRINDER PUMPING STATIONS
335000-3
September 9,2021

state), override relay, control transformer with primary fusing, terminal blocks,
ground lugs, and all necessary wiring and brackets. •
The panel shall contain both audio and visual alarms.
The control panel shall be fitted with a red lexan (polycarbonate) alarm light. The
light shall be approximately 3" High by 3 1/2" diameter. The globe shall be mount-
ed on top of the enclosure with a neoprene gasket. The lens cannot be removed from
the exterior of the enclosure. The lens may be removed by entering the interior of
the enclosure and removing four (4) #8 screws. The bulb shall be 40 watt minimum
high intensity-medium base type. The bulb shall be easily replaced by removing a
thumb screw from the support bracket on the interior of the panel.
The alarm shall have a bright glow and flash during high water conditions. The
alarm light will go out when the water level drops.
The audio alarm shall be a printed circuit board in conjunction with an 86 dB buzzer
with quick mounting terminal strip mounted in the interior of the enclosure. The au-
dio alarm shall be capable of being de-activated by depressing a push-type switch
which is encapsulated in a weatherproof silicone boot and mounted on the bottom of
the enclosure.
All internal wiring shall be neat and color coded. Each wire shall be a different col-
or or stripe (except for ground), and all incoming wires shall terminate into a box
clap type terminal block. All control wires shall be 14 Ga. Type TEW rated for 105
degrees C.
A schematic diagram (showing wire color) shall be permanently fastened to the in-
side of the enclosure. An Installation and Service Manual shall be included with
each control panel.
The control panel shall be U.L. listed as an assembly.
The alarm panel shall be labeled with the name and phone number of the person to
contact in the event of a pump failure(Town of Shallotte 8am to 5 pm:910-754-4032
& 5pm to 8am: 910-754-0795).
Panel to contain autodialer with a minimum of four programmable numbers. Auto-
dialer to be Sensaphone 6500 or equal.
A manual transfer switch and generator receptacle shall be installed as part of the
control panel. Exact model of receptacle shall be coordinated with the Town of
Shallotte to assure compatibility with Town's generators.
Provide 20 amp circuit breakers and duplex convenience outlet.
Hwy 55 -Shallotte GRINDER PUMPING STATIONS
335000-4
September 9,2021

2.02 CHECK VALVES
A heavy duty spring loaded all rubber flapper type check valve with cast iron body
shall be an integral part of the discharge seal assemblies and lift out with the pump
assemblies. The valve design shall be such to allow for operation when negative
heads, up to 5 feet, are encountered. The valves shall be designed to operate at all
pressures in the sewer system created by the grinder pumps.
A flat set stainless steel spring, internally molded into the Buna N Rubber flapper,
shall be furnished in order to prevent collection of debris in the check valve. All
fasteners shall be stainless steel.
A valve vault (or boxes) shall be located outside of the wetwell, and each discharge
line shall have both a check valve and a gate valve inside the vault(boxes).
2.03 WETWELLS
Wetwells shall be fiberglass for simplex units, and either fiberglass or concrete for
duplex units. Fiberglass tanks shall have an anti-flotation flange and either a bolt
down cover or a lockable hatch. Concrete tanks shall have a lockable hatch cast
into the top.
PART 3 -EXECUTION
3.01 SITE WORK
A. Description - Site work includes clearing and grubbing; removal and storage of
topsoil; filling and grading; construction of pavements; disposal of excess and
unsuitable excavated materials; providing of fencing, and seeding; soil erosion and
sedimentation control; and appurtenances.
Where specified herein, the materials and methods of construction shall meet the
requirements of the referenced Sections of the 2018 North Carolina Department of
Transportation(NCDOT)"Standard Specification for Roads and Structures."
B. Clearing and Grubbing - The actual areas of excavation and grading work for
structures and other areas of construction and to the clearing limits, where noted on
the drawings, shall be cleared and grubbed of all trees, stumps,brush, hedges,roots,
boulders debris, etc. Trees to be removed shall be felled in such a manner as not to
injure other trees which are to remain. No trees, bushes, shrubs, etc., shall be
removed without the permission of the Owner, with those to remain to be clearly
marked or fenced off. Grubbing shall result in complete removal of root systems to
at least 12 inches below grade. No herbicides or defoliants shall be used in clearing
the site.
Hwy 55 - Shallotte GRINDER PUMPING STATIONS
335000-5
September 9,2021

All stumps, roots, brush, waste logs, limbs, tops, fences, boulders and all other
debris resulting from the clearing and grubbing operations shall be removed from
the Project site by the Contractor.
C. Removal and Storage of Topsoil - Topsoil shall be removed from all areas of
excavation and grading work for structures and other areas of construction and shall
be stored on the site in a location approved by the Owner and the Engineer.
Stockpiles shall be protected from erosion through the use of silt barriers,
temporaryseeding, or other suitable measures. A minimum of 4 inches of topsoil shall be
replaced during filling and grading.
D. Filling and Grading-The Contractor shall fill and grade the Plant site to the lines
and grades shown or as approved by the Engineer.
Materials for constructing fill may be those excavated and stockpiled at the site and
from an off site borrow area, but shall be of such composition and grading and so
placed as will provide a dense fill that will achieve the required compaction. The
Contractor shall be responsible for loading, transporting and placing such stockpiled
and borrow materials as necessary. No material shall be placed in fill when either
the material, the foundation or the fill on which it would by placed is frozen or the
moisture content is not within the acceptable range.
As a minimum, the top 4 inches of fill shall be topsoil.
The finished surface shall be smooth and free from clods, lumps, boulders, stones
and all other debris and shall then be raked, rolled and graded smooth and level with
adjoining areas preparatory to seeding as previously specified in Standard
Specification 10 00 00.
E. Disposal of Excess and Unsuitable Excavated Materials - All excess and unsuitable
excavated materials shall be removed by the Contractor from the Project site. Such
materials as approved by the Engineer may be used as fill where existing facilities
are demolished.
3.02 CONSTRUCTION
A. Excavation and Backfill - Excavation and backfill shall be as previously specified in
Standard Specification B. The Contractor shall excavate material of any nature
encountered.
B. Vent Pipe - The vent pipe shall be of Schedule 40 PVC or Class 50 ductile iron pipe.
The outlet shall include a wire screen anchored in place.
Hwy 55 - Shallotte GRINDER PUMPING STATIONS
335000-6
September 9,2021

C. Quick Disconnect System
The pumps shall be installed with legs to provide for free standing operation. Rail
systems will not be allowed for pumps 2-horsepower or less. A flexible hose will be
attached to the discharge of each pump, with quick disconnect fittings on the down-
stream end of the hoses.
An adequate length of stainless steel lifting chain shall be supplied for removing
pump. The chain shall be of sufficient length and shall include an adequate number
of lifting rings to provide ease of pump removal.
3.03 PUMP STATION TESTING
A. Watertightness Testing
1. Wet wells and other wastewater-containing structures at the pump station shall
be inspected and tested for watertightness.
2. The watertightness test for the wet well and other wastewater-containing
structures at the pump station shall be completed separately and independently
of the leakage test performed on the force main as required in Section 6.04D.
3. The watertightness test shall be performed in the presence of the applicant, the
PE, or other authorized representative.
4. The watertightness test shall be performed in accordance with ACI 350.1R
"Testing Reinforced Concrete Structures for Watertightness," AWWA D100
"Welded Steel Tanks for Water Storage," or the manufacturer's
recommendations. A vacuum test method in accordance with ASTM C 1244
"Standard Test Method for Concrete Sewer Manholes by Negative Test
Pressure (Vacuum) Test" may be used for small diameter wet wells in lieu of a
hydraulic test
a. Unless the pump station wet well is constructed of cast-in-place
concrete, testing shall not commence until the structure being tested has
been fully assembled and backfilling is complete.
b. All inlets and outlets in the structure shall be temporarily plugged and
braced or otherwise sealed prior to initiating the test.
c. Pump station wet wells that fail to meet the watertightness test
requirements shall be inspected, made watertight, and retested until the
test passage is assured.
5. The results of all watertightness testing shall be maintained by the applicant as
part of the construction record documentation as stipulated in Section 1.03B.
END OF SECTION 33 50 00
GRINDER PUMPING Hwy 55 Shallotte IJNI G STATIONS
335000-7
September 9,2021
III

TOWN OF SHALLOTTE
NORTH CAROLINA
HWY 55- SHALLOTTE
DOWNSTREAM EVALUATION & CALCULATIONS
Brunswick County, North Carolina
September 10, 2021
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DAVID B. BOWMAN, PE
!► �0 1010 Central Avenue, Burlington,NC 27215
II0 Phone:[phone] Email: [e-mail]
Town of Shallotte
Main Street Sewer Extension
Project Narrative /Downstream Sewer Evaluation
Project Description:
The Town of Shallotte recently extended the existing pressure sewer along North Main
Street by installing approximately 267 linear feet of 2" SDR 21 PVC pressure sewer. The
existing sewer is part of the original low pressure sewer system that was installed in 1982
and was included under permit EPA7234. The sewerline extension will serve three new
commercial customers, with a total anticipated flow of 3600 gpd. An additional restaurant
with a daily anticipated flow of 3400 gpd is to be added to the existing permit
(WQ0040747).
Downstream Sewer Evaluation:
A downstream sewer evaluation of the existing pressure sewer system has been modeled
with the four proposed commercial units added to all of the flow that currently is routed
through the Wall Street in-line booster. Most of the Town's original pressure sewer
system is shown on the model map in blue, and referenced as the "Existing Downtown
Forcemain." The results for this model are included in the engineering calculations. A
node was placed in the model for approximately every 12 simplex pumps to take into
consideration that all pumps are not running concurrently. With all other nodes operating,
the proposed project pumps have an operating range of 18 gpm at 162 TDH, generating a
flow velocity of 1.63 fps in the onsite 2" sewer service. When the Pumps at the Hardees
restaurant are not operating, the HWY 55 pumps will run at 25 gpm at 151 TDH,
generating a flow velocity in the Onsite 2" line of 2.22 fps. The downstream sewers are
certainly adequate, because the new grinder pumps at any of the four new businesses will
only run approximately three to four minutes per hour
The proposed flow will be carried through the new 2" pressure sewer extension to an
existing 3" pressure sewer line heading south on Main Street. The 3" pipe is expanded to
a 4" pipe at Smith Avenue, and the flow continues south to Wall Street. At the Wall
Street Pump Station, there are two in-line pumps that serve as boosters to the wastewater
flow. There is no wetwell at this pump station and the flow is not exposed to the
atmosphere. If the in-line pump fails, the flow will continue to be pushed toward the
WWTP,just at much lower pressures until the pump is repaired or replaced. This pump is
part of the original system installed in 1982, and no flow was listed in that original
permit,thus it has not normally been included in the FTSE. However, these in-Iine pumps
have plenty of capacity to handle the current flow, and are located in an area downtown
that is mostly built-out,where there is not much potential for additional growth.

* * * * * * * * * * * * * * * * *
* »» PUMP ««
* * * * * * * * * * * * * * * * *
* A PROGRAM FOR DETERMINING *
* PIPE FLOWS AND SYSTEM HEADS *
* OF A PRESSURIZED SEWER SYSTEM
* * * * * * * * * * * * * * * * *
ENGINEER / FIRM : 1h s/✓ /��3'�"
STREET ADDRESS :
CITY, STATE, ZIP :
PROJECT NAME : 1%i/11 5 2 ,A
PUMPS OPERATING : //.c 4i't' pl is c /b��,
TOTAL PUMP FLOW : /
DESIGN FLOW :
GRINDER PUMP :
EFFLUENT PUMP :
LIFT STATION PUMP :
INPUT DATA FILENAME = exist7.DAT
TABULATED OUTPUT FILENAME = exist7.0UT
POSTPROCESSING RESULTS FILENAME = exist7.RES
THE FOLLOWING UNITS ARE SPECIFIED:
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
PIPE TYPES FOR THIS SYSTEM

DIAMETER DIAMETER
PIPE LENGTH NOMINAL I.D. ROUGHNESS
TYPE (ft) (in) (in) COEFFICIENT
1 372.00 6.00 5.99 130.000
2 60.00 6.00 5.99 130.000
3 1290.00 4.00 4.07 130.000
4 815.00 4.00 4.07 130.000
5 1235.00 3.00 3.17 130.000
6 560.00 3.00 3.17 130.000
7 2194.00 3.00 3.17 130.000
8 718.00 3.00 3.17 130.000
9 506.00 3.00 3.17 130.000
10 1170.00 2.50 2.59 130.000
11 1365.00 3.00 3.17
130.
000
12 703.00 1.50 1.72 130.000
13 1527.00 1.50 1.72 130.000
14 930.00 3.00 3.17 130.000
15 826.00 3.00 3.17 130.000
16 2480.00 3.00 3.17 130.000
17 722.00 3.00 3.17 130.000
18 985.00 2.00 2.15 130.000
19 1311.00 2.00 2.15 130.000
20 1424.00 4.00 4.07 130.000
21 3042.00 2.00 2.15 130.000
22 3168.00 3.00 3.17 130.000
23 1056.00 3.00 3.17 130.000
24 580.00 2.00 2.15 130.000
25 355.00 4.00 4.07 130.000
26 335.00 3.00 3.17 130.000
27 424.00 3.00 3.17 130.000
28 358.00 2.50 2.59 130.000
29 1018.00 2.50 2.59 130.000
30 1280.00 2.50 2.59 130.000
31 800.00 2.50 2.59 130.000
32 650.00 2.00 2.15 130.000
33 2495.00 4.00 4.07 130.000
34 783.00 3.00 3.17 130.000
35 364.00 3.00 3.17 130.000
36 703.00 3.00 3.17 130.000
37 440.00 3.00 3.17 130.000
38 1413.00 3.00 3.17 130.000
39 1317.00 2.00 2.15 130.000
40 576.08 2.00 2.15 130.000
41 50.00 1.50 1.72 130.000
42 50.00 2.00 2.15 130.000
43 25.00 2.50 2.59 130.000
44 25.00 3.00 3.17 130.000
45 25.00 4.00 4.07 130.000

DIAMETER DIAMETER
PIPE LENGTH NOMINAL I.D. ROUGHNESS
TYPE (ft) (in) (in) COEFFICIENT
46 25.00 6.00 5.99 130.000
47 1560.00 3.00 3.17 130.000
48 267.00 2.00 2.15 130.000
49 130.00 2.00 2.15 130.000
50 3600.00 3.00 3.17 130.000
PUMP DATA FOR THIS SYSTEM
PUMP TYPE # 1 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
138.00 0.000
120.00 18.000
103.00 30.000
PUMP TYPE # 2 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
104.00 0.000
90.00 66.000
75.00 102.000
PUMP TYPE # 3 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
127.00 0.000
95.00 175.000
75.00 310.000
PUMP TYPE # 4 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE

(ft) (gpm)
100.00 0.000
70.00 80.000
50.00 130.000
PUMP TYPE # 5 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
138.00 0.000
120.00 19.000
102.00 30.000
PUMP TYPE # 6 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
106.00 0.000
80.00 27.000
64.00 40.000
PUMP TYPE # 7 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
170.00 0.000
145.00 50.000
120.00 85.000
PUMP TYPE # 8 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
185.00 0.000
170.00 13.000
142.00 30.000
FITTING TYPES FOR THIS SYSTEM

dWnd 9NIIIIJ 3dId dwnd NOILVA313 NOI1JNfC
W31SAS SIHl aOd viva 3a0N NOIiDNnC
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00't 000'0E1 SI'Z 00'0S lib 9L
00'I 000'0£1 SI'Z 00"L9Z EV SL
00't 000"0£t St'Z 00"0S ZV bL
00't 000'0E1 SI'Z 00'05 IV EL
00't 000'0EI SL'Z 00'05 6E ZL
00't 000'0E1 SI"Z 00'05 8E IL
00'I 000'0E1 St'Z 00'05 LE OL
00't 000'0E1 SI'Z 00'05 9E 69
00'I 000'0E1 SI'Z 00"05 5E 89
00't 000'0E1 SI'Z 00'05 EE L9
00'I 000'0E1 St'Z 00'05 OE 99
00't 000'0EI SI'Z 00'05 6Z S9
00't 000'0£I SI'Z 00'0S 8Z V9
00'I 000'0Et St"Z 00'05 9Z £9
00't 000'0£1 St'Z 00"05 ZZ Z9
00't 000'0EI SI'Z 00'0S IZ T9
00"I 000'0EI SI'Z 00'05 0Z 09
00'I 000'0EI SI'Z 00'05 61 65
00'1 008'0E1 St'Z 00'05 81 85
00't 000'0£t 5I'Z 00'05 LI LS
00'I 000'0E1 51'Z 00'05 91 95
00'I 000'0£1 SI'Z 00"0S St SS
00't 000'0Et SI'Z 00'0S VI V5
00't 000'0£t LL'£ 00'SZ ET ES
00'T 000'0EI St'Z 00'05 Zt ZS
00'1 000'0EI SI'Z 00'05 01 IS
00't 000'0£t SI'Z 00'05 6 OS
00'I 000'0EI St"Z 00'05 L 6V
00'I 000'0EI SI'Z 00"05 9 8b
00't 000'0EI SI'Z 00"0S V LV
00'I 000'0EI St'Z 00'0S E 9ti
00't 000'0E1 SI'Z 00'0S Z SV
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00'I 000'OEI 51"Z 00'0EI 6V ZV EV EV
00'I 000'0E1 SI'Z 00'L9Z 8t, IV ZV Zti
00'1 000'0£t LI'E 00'095t LV LE It Its
00't 000'0EI SI'Z 00'9LS OV VE Oti OV
00't 000'0EI SI'Z 00'LIEI 6E SE 6E 6E

NUMBER (ft) TYPE TYPE TYPE STATUS
TE 24.00
1 24.00 0 0 0
2 20.00 1 42 1 OPEN
3 16.00 1 42 1 OPEN
4 10.00 1 42 1 OPEN
5 21.00 0 0 0 ----
6 24.00 1 42 1 OPEN
7 29.00 1 42 1 OPEN
8 33.00 0 0 0 ----
9 34.00 1 42 1 OPEN
10 48.00 1 42 1 OPEN
11 42.00 0 0 0 ----
12 48.00 1 42 1 OPEN
13 38.00 1 44 1 OPEN
14 26.00 1 42 1 OPEN
15 20.00 1 42 1 OPEN
16 22.00 1 42 1 OPEN
17 30.00 1 42 1 OPEN
18 17.00 1 42 1 OPEN
19 20.00 1 42 1 OPEN
20 16.00 1 42 1 OPEN
21 18.00 1 42 1 OPEN
22 16.00 1 42 1 OPEN
23 24.00 1 42 1 CLOSED
24 24.00 1 42 1 CLOSED
25 24.00 0 0 0 ----
26 22.00 1 42 1 OPEN
27 23.00 0 0 0
28 14.00 1 42 1 OPEN
29 16.00 1 42 1 OPEN
30 12.00 8 42 1 OPEN
31 18.00 0 0 0 ----
32 12.00 1 42 1 CLOSED
33 10.00 1 42 1 OPEN
34 20.00 0 0 0 ----
35 25.00 1 42 1 OPEN
36 34.00 1 42 1 OPEN
37 34.00 1 42 1 OPEN
38 32.00 1 42 1 OPEN
39 24.00 1 42 1 OPEN
40 18.00 5 42 1 CLOSED
41 28.00 8 42 1 OPEN
42 28.00 8 42 1 OPEN
43 31.00 8 48 1 OPEN
44 48.00 1 42 1 OPEN
+
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1 24.00 31.18 3.11
2 20.00 32.70 5.50
3 16.00 82.54 28.83
4 10.00 107.60 42.29
5 21.00 144.76 53.63
6 24.00 150.70 54.90
7 29.00 162.37 57.79
8 33.00 165.28 57.32
9 34.00 166.17 57.27
10 48.00 168.94 52.41
11 42.00 166.14 53.79
12 48.00 174.76 54.93
13 38.00 175.14 59.43
14 26.00 150.72 54.04
15 20.00 152.84 57.56
16 22.00 153.41 56.94
17 30.00 153.36 53.45
18 17.00 151.37 58.22
19 20.00 152.32 57.34
20 16.00 113.79 42.38
21 18.00 135.99 51.13
22 16.00 120.89 45.45
23 24.00 109.94 37.24
24 24.00 142.49 51.35
25 24.00 143.40 51.74
26 22.00 146.29 53.86
27 23.00 147.69 54.03
28 14.00 147.81 57.98
29 16.00 146.98 56.76
30 12.00 155.61 62.23
31 18.00 142.49 53.95
32 12.00 142.49 56.55
33 10.00 136.81 54.95
34 20.00 150.34 56.48
35 25.00 156.72 57.08
36 34.00 165.46 56.96
37 34.00 169.85 58.87
38 32.00 169.85 59.73
39 24.00 157.79 57.97
40 18.00 150.34 57.35
41 28.00 183.40 67.34
42 28.00 189.94 70.17
43 31.00 190.86 69.27
44 48.00 145.86 42.41
***** MYERS PUMP ANALYSIS COMPLETE *****

»» PUMP «« *
* * * * * * * * * * * * * * * * *
* A PROGRAM FOR DETERMINING
* PIPE FLOWS AND SYSTEM HEADS
* OF A PRESSURIZED SEWER SYSTEM *
ENGINEER / FIRM : /ten ��` ✓ j/
STREET ADDRESS :
CITY, STATE, ZIP : L ///////
PROJECT NAME : ��'/ ,.53- j., /r4
PUMPS OPERATING : ilAM3WS /th7 D,Ee.97A -4.4:1l =tegz-)
TOTAL PUMP FLOW :
DESIGN FLOW :
GRINDER PUMP :
EFFLUENT PUMP :
LIFT STATION PUMP :
INPUT DATA FILENAME = exist9.DAT
TABULATED OUTPUT FILENAME = exist9.0UT
POSTPROCESSING RESULTS FILENAME = exist9.RES
THE FOLLOWING UNITS ARE SPECIFIED:
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
PIPE TYPES FOR THIS SYSTEM

DIAMETER DIAMETER
PIPE LENGTH NOMINAL I.D. ROUGHNESS
TYPE (ft) (in) (in) COEFFICIENT
1 372.00 6.00 5.99 130.000
2 60.00 6.00 5.99 130.000
3 1290.00 4.00 4.07 130.000
4 815.00 4.00 4.07 130.000
5 1235.00 3.00 3.17 130.000
6 560.00 3.00 3.17 130.000
7 2194.00 3.00 3.17 130.000
8 718.00 3.00 3.17 130.000
9 506.00 3.00 3.17 130.000
10 1170.00 2.50 2.59 130.000
11 1365.00 3.00 3.17 130.000
12 703.00 1.50 1.72 130.000
13 1527.00 1.50 1.72 130.000
14 930.00 3.00 3.17 130.000
15 826.00 3.00 3.17 130.000
16 2480.00 3.00 3.17 130.000
17 722.00 3.00 3.17 130.000
18 985.00 2.00 2.15 130.000
19 1311.00 2.00 2.15 130.000
20 1424.00 4.00 4.07 130.000
21 3042.00 2.00 2.15 130.000
22 3168.00 3.00 3.17 130.000
23 1056.00 3.00 3.17 130.000
24 580.00 2.00 2.15 130.000
25 355.00 4.00 4.07 130.000
26 335.00 3.00 3.17 130.000
27 424.00 3.00 3.17 130.000
28 358.00 2.50 2.59 130.000
29 1018.00 2.50 2.59 130.000
30 1280.00 2.50 2.59 130.000
31 800.00 2.50 2.59 130.000
32 650.00 2.00 2.15 130.000
33 2495.00 4.00 4.07 130.000
34 783.00 3.00 3.17 130.000
35 364.00 3.00 3.17 130.000
36 703.00 3.00 3.17 130.000
37 440.00 3.00 3.17 130.000
38 1413.00 3.00 3.17 130.000
39 1317.00 2.00 2.15 130.000
40 576.00 2.00 2.15 130.000
41 50.00 1.50 1.72 130.000
42 50.00 2.00 2.15 130.000
43 25.00 2.50 2.59 130.000
44 25.00 3.00 3.17 130.000
45 25.00 4.00 4.07 130.000

� I
i-
DIAMETER DIAMETER
PIPE LENGTH NOMINAL I.D. ROUGHNESS
TYPE (ft) (in) (in) COEFFICIENT
46 25.00 6.00 5.99 130.000
47 1560.00 3.00 3.17 130.000
48 267.00 2.00 2.15 130.000
49 130.00 2.00 2.15 130.000
50 3600.00 3.00 3.17 130.000
PUMP DATA FOR THIS SYSTEM
PUMP TYPE # 1 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
138.00 0.000
120.00 18.000
103.00 30.000
PUMP TYPE # 2 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
104.00 0.000
90.00 66.000
75.00 102.000
PUMP TYPE # 3 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
127.00 0.000
95.00 175.000
75.00 310.000
PUMP TYPE # 4 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE

(ft) (gpm)
100.00 0.000
70.00 80.000
50.00 130.000
PUMP TYPE # 5 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
138.00 0.000
120.00 19.000
102.00 30.000
PUMP TYPE # 6 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
106.00 0.000
80.00 27.000
64.00 40.000
PUMP TYPE # 7 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
170.00 0.000
145.00 50.000
120.00 85.000
PUMP TYPE # 8 IS DESCRIBED BY THE FOLLOWING DATA:
HEAD DISCHARGE
(ft) (gpm)
185.00 0.000
170.00 13.000
142.00 30.000
FITTING TYPES FOR THIS SYSTEM

FITTING MINOR LOSS
TYPE COEFFICIENT
1 1.00
+
PIPELINE DATA FOR THIS SYSTEM
PIPE UPSTREAM DOWNSTREAM PIPE LENGTH DIAMETER ROUGHNESS MINOR LOSS
NUMBER NODE NODE TYPE (ft) (in) COEFF. COEFF.
1 1 0 1 372.00 5.99 130.000 1.00
2 2 1 2 60.00 5.99 130.000 1.00
3 3 2 3 1290.00 4.07 130.000 1.00
4 4 3 4 815.00 4.07 130.000 1.00
5 5 4 5 1235.00 3.17 130.000 1.00
6 6 5 6 560.00 3.17 130.000 1.00
7 7 6 7 2194.00 3.17 130.000 1.00
8 8 7 8 718.00 3.17 130.000 1.00
9 9 8 9 506.00 3.17 130.000 1.00
10 10 9 10 1170.00 2.59 130.000 1.00
11 11 8 11 1365.00 3.17 130.000 1.00
12 12 11 12 703.00 1.72 130.000 1.00
13 13 12 13 1527.00 1.72 130.000 1.00
14 14 5 14 930.00 3.17 130.000 1.00
15 15 14 15 826.00 3.17 130.000 1.00
16 16 15 16 2480.00 3.17 130.000 1.00
17 17 15 17 722.00 3.17 130.000 1.00
18 18 14 18 985.00 2.15 130.000 1.00
19 19 6 19 1311.00 2.15 130.000 1.00
20 20 4 20 1424.00 4.07 130.000 1.00
21 21 20 21 3042.00 2.15 130.000 1.00
22 22 20 22 3168.00 3.17 130.000 1.00
23 23 2 23 1056.00 3.17 130.000 1.00
24 24 23 24 580.00 2.15 130.000 1.00
25 25 24 25 355.00 4.07 130.000 1.00
26 26 25 26 335.00 3.17 130.000 1.00
27 27 26 27 424.00 3.17 130.000 1.00
28 28 27 28 358.00 2.59 130.000 1.00
29 29 26 29 1018.00 2.59 130.000 1.00
30 30 27 30 1280.00 2.59 130.000 1.00
31 31 24 31 800.00 2.59 130.000 1.00
32 32 31 32 650.00 2.15 130.000 1.00
33 33 23 33 2495.00 4.07 130.000 1.00
34 34 33 34 783.00 3.17 130.000 1.00
35 35 34 35 364.00 3.17 130.000 1.00
36 36 35 36 703.00 3.17 130.000 1.00
37 37 36 37 440.00 3.17 130.000 1.00
38 38 37 38 1413.00 3.17 130.000 1.00

39 39 35 39 1317.00 2.15 130.000 1.00
40 40 34 40 576.00 2.15 130.000 1.00
1 41 41 37 47 1560.00 3.17 130.000 1.00
42 42 41 48 267.00 2.15 130.000 1.00
43 43 42 49 130.00 2.15 130.000 1.00
44 44 33 50 3600.00 3.17 130.000 1.00
+
SUMMARY OF DATA FOR PIPES ASSIGNED
ASSIGNED CONNECTING LENGTH DIAMETER ROUGHNESS MINOR LOSS
PIPE NODE (ft) (in) COEFF. COEFF.
45 2 50.00 2.15 130.000 1.00
46 3 50.00 2.15 130.000 1.00
47 4 50.00 2.15 130.000 1.00
48 6 50.00 2.15 130.000 1.00
49 7 50.00 2.15 130.000 1.00
50 9 50.00 2.15 130.000 1.00
51 10 50.00 2.15 130.000 1.00
52 12 50.00 2.15 130.000 1.00
53 13 25.00 3.17 130.000 1.00
54 14 50.00 2.15 130.000 1.00
55 15 50.00 2.15 130.000 1.00
56 16 50.00 2.15 130.000 1.00
57 17 50.00 2.15 130.000 1.00
58 18 50.00 2.15 130.000 1.00
59 19 50.00 2.15 130.000 1.00
60 20 50.00 2.15 130.000 1.00
1 61 21 50.00 2.15 130.000 1.00
62 22 50.00 2.15 130.000 1.00
63 26 50.00 2.15 130.000 1.00
64 28 50.00 2.15 130.000 1.00
65 29 50.00 2.15 130.000 1.00
66 30 50.00 2.15 130.000 1.00
67 36 50.00 2.15 130.000 1.00
68 37 50.00 2.15 130.000 1.00
69 38 50.00 2.15 130.000 1.00
70 39 50.00 2.15 130.000 1.00
71 41 50.00 2.15 130.000 1.00
72 43 267.00 2.15 130.000 1.00
JUNCTION NODE DATA FOR THIS SYSTEM
JUNCTION ELEVATION PUMP PIPE FITTING PUMP
NUMBER (ft) TYPE TYPE TYPE STATUS
TE 24.00
1 24.00 0 0 0 ----

•
+
A -A -A . -A LAJ W W UJ t» UJ UJ UJ W UJ NJ NJ NJ NJ NJ NJ NJ NJ N I-. w w w
W N w () 1..0 CO NJ 01 lP .4. W N w 0 lD CO V O V1 - W NJ w Q tD co CS) U, A w N F' m tp 00 CI1 U'7 .A W N
*• * 41 UFJ NJ NJ w N U,J 'JJ UJ N NJ w w w w w w N NJ N NJ N w w w NJ w UJ NJ NJ NJ W 4N 4h *, UJ W N N N N I_-' NJ
* Ln * CO I-' 0 00 00 4/ NJ 4N .P Vl m CD N CO NJ Cr) UJ N -A 4N 4/ Ol CO a O v m NJ m C Co 00 NJ 00 41 w %p 4N F-' m Ot 19
* *
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
* M * O O CD C9 6) m m m m 19 19 m m O m m m m m m m m CS7 CJ 0 m O 0 O m O m 0 0 t9 0 m 0 0 0 0 0
* CD m m m m 0 m O O m O m m O m O O m m O O m m m m m m m m O O CD CD m m m t9 m m O m m m
* 3 *
* *
* C *
* *
* r *
*
* D *
* *
* -I *
* wo00oCotowwwwwmI-' F, 000wwmwmwwwwwwwFawwwwI-' 0wwmww0www
* H *
* *
* 0 *
* *
* Z *
* *
* *
*• * N 00 NJ N NJ NJ NJ NJ N NJ 0 N N O NJ N N m N) 0 NJ NJ NJ N NJ NJ NJ NJ N N N4 4N N 0 NJ N m NJ N m N) NJ NJ
* A *
* *
* M *
* *
* (n *
* *
* C *
* *
* r *
* * w F, N F` N I--' I-' m w w I, w w 0 I-' m F-' f--' F--' I' w F--' w w w w F' F-' w m w I--' 0 w I--' ) w w I'
* —I *
* *
* In *
* *
* *
n n n n n n n n
r O r" O r 0 0 0 0 r r- r 0 0 0 0 r r 0 0 0 0 0 0 0 0 0 0 0 I 00 ' 00 0 0 0
0ro0 -V0 -0 0 100 -010 I I 00 -0 -0 -0 t) ) LI -0 -0 -0 -0 -V I -0 -0 I 'O - I -0 -0
to m In rn to rn rn rn rn to I to v' , m m m I m I to U, m rn m m m m m m m m m m m i m rn , m m m
m Z m Z m Z Z Z z m I m m z Z Z Z I m m u Z Z i Z Z , Z Z z
CJ 0 0 0 00 00

37 72.452 3.17 2.94 5.65 0.13 0.00
38 8.839 3.17 0.36 0.37 0.00 0.00
39 14.001 2.15 1.24 5.33 0.02 0.00
40 0.000 2.15 0.00 0.00 0.00 0.00
41 52.636 3.17 2.14 11.08 0.07 0.00
42 25.075 2.15 2.22 3.18 0.08 0.00
43 25.075 2.15 2.22 1.55 0.08 0.00
44 0.000 3.17 0.00 0.00 0.00 0.00
45 29.267 2.15 2.59 0.79 0.10 13.05
46 30.075 2.15 2.66 0.83 0.11 67.12
47 30.050 2.15 2.65 0.83 0.11 98.27
48 12.480 2.15 1.10 0.16 0.02 126.83
49 6.315 2.15 0.56 0.05 0.00 133.40
50 7.515 2.15 0.66 0.06 0.01 132.23
51 17.032 2.15 1.50 0.29 0.04 121.25
52 12.386 2.15 1.09 0.16 0.02 126.94
53 1.738 3.17 0.07 0.00 0.00 137.14
54 14.098 2.15 1.25 0.21 0.02 124.90
55 6.865 2.15 0.61 0.05 0.01 132.87
56 8.264 2.15 0.73 0.08 0.01 131.47
57 15.173 2.15 1.34 0.24 0.03 123.59
58 5.265 2.15 0.47 0.03 0.00 134.37
59 7.394 2.15 0.65 0.06 0.01 132.35
60 30.046 2.15 2.65 0.83 0.11 98.48
61 19.291 2.15 1.71 0.37 0.05 118.30
62 28.313 2.15 2.50 0.75 0.10 105.54
63 16.650 2.15 1.47 0.28 0.03 121.74
64 8.307 2.15 0.73 0.08 0.01 131.42
65 10.909 2.15 0.96 0.13 0.01 128.62
66 29.713 2.15 2.63 0.82 0.11 142.52
67 15.727 2.15 1.39 0.25 0.03 122.90
68 10.977 2.15 0.97 0.13 0.01 128.55
69 8.839 2.15 0.78 0.09 0.01 130.87
70 14.001 2.15 1.24 0.20 0.02 125.02
71 27.562 2.15 2.44 0.71 0.09 146.35
72 25.075 2.15 2.22 3.18 0.08 150.69 new ,,eSfa✓twi7F
+
HYDRAULIC JUNCTION
JUNCTION ELEVATION GRADE PRESSURE
NUMBER (ft) (ft) (psi)
1 24.00 30.73 2.91
2 20.00 32.15 5.27
3 16.00 82.18 28.68
4 10.00 107.33 42.18
5 21.00 144.68 53.59
6 24.00 150.64 54.88
7 29.00 162.35 57.78
8 33.00 165.26 57.31

9 34.00 166.16 57.27
10 48.00 168.92 52.40
11 42.00 166.12 53.78
12 48.00 174.76 54.93
13 38.00 175.14 59.43
14 26.00 150.67 54.03
15 20.00 152.81 57.55
16 22.00 153.38 56.93
17 30.00 153.33 53.44
18 17.00 151.33 58.21
19 20.00 152.28 57.32
20 16.00 113.54 42.27
21 18.00 135.89 51.09
22 16.00 120.70 45.37
23 24.00 97.05 31.65 1
24 24.00 138.58 49.65
25 24.00 139.74 50.15
26 22.00 143.42 52.62
27 23.00 145.11 52.91
28 14.00 145.34 56.91
29 16.00 144.48 55.67
30 12.00 153.60 61.36
31 18.00 138.58 52.25
32 12.00 138.58 54.85
33 10.00 115.07 45.53
34 20.00 134.34 49.55
35 25.00 143.44 51.32
36 34.00 156.62 53.13
37 34.00 162.40 55.64
38 32.00 162.77 56.67
39 24.00 148.79 54.08
40 18.00 134.34 50.41
41 28.00 173.55 63.07
42 28.00 176.81 64.48
43 31.00 178.44 63.89
44 48.00 115.07 29.06
***** MYERS PUMP ANALYSIS COMPLETE *****
J

•Main Street Sewer David B.Bowman,PE
• 2000-B19
Lift Station Calculations for New Main Street Restaurant
Design Flow
Flow(gpd)
New Restaurant 85 seats .. 40 gal/seat 3400
: <. 0
Total Flow 3400
Flow: 3400 gpd
2.36 gpm
Pump Protection Flow Capacity= 5.90 gpm
Use: 4 diameter wetwell,storage capacity= 93.95 gal./ft.
Depth: 9 ft.
Operating Range Maximum
Use Pump: LMyers VS20 18 gpm 30 gpm
162 ft.TDH ';:142 ft. TDH
Storage Between Floats `0.5 ft.
Set"off'float at I 15 ft.above bottom of wetwell.
Set"on"float at 2 ft. above bottom of wetwell.
Time(min) Inflow Outflow Storage
0 0 0 141
20 47 0 188 Pumps Switch on
23 7 54 141 Pumps Shut off
43 47 0 188 Pumps Switch on
46 7 54 141 Pumps Shut off
66 47 0 188 Pumps Switch on
69 7 54 141 Pumps Shut off
89 47 0 188 Pumps Switch on
92 7 54 141 Pumps Shut off
111 47 0 188 Pumps Switch on
114 7 54 141 Pumps Shut off
134 47 0 188 Pumps Switch on
137 7 54 141 Pumps Shut off
157 47 0 188 Pumps Switch on
160 7 54 141 Pumps Shut off
Note: Pumps Operate 2.6 times per hour
High Level Alarm: 1 ft.above"on"float
Lag pump to be set_ 0.5 ft above alarm
Storage Volume: 47 gallons between floats
Emergency Storage: - ..` 2 Hours
283.33 Gallons required
3.0 Footage above alarm required
Emergency Storage Provided: 6.25 Feet @ 93.95 gal/ft
587.0 gallons
9/9/2021

4' Wetwell Flotation Calculations
Diameter 48 inches
Depth: 9 feet
Buoyant Force= [PI(R)"2]*[H*62.41bs/cf]
Fb= 7057 lbs.
VOLUME OF CONCRETE REQUIRED = Fb(lb)/WEIGHT OF CONCRETE IN WATER (87.6 lb/cf)
V,= 80.56 cf
WEIGHT OF V,= V,*WEIGHT OF CONCRETE IN AIR (150 lb/cf)
Wvc= 12084 lbs
VOLUME OF BASE (Vb) ={PI(C/2)2* B] + [PI(C/2)2 -PI(D/2)2] *A
D
WETWELL DIA.
WETWELL
A
CONCRETE BASE DIAMETER B
C
THICKNESS WITH WETWELL A= 1.5 ft
FULL THICKNESS B = 1.5 ft
CONCRETE BASE DIAMETER C = 6.5 ft
WETWELL DIAMETER D = 4 ft
Vb= 80.70

f
e
I
Performance Data and Dimensions
3450 RPM Product Capabilities
' Capacities To 58.5 gpm 221.41pm
[Dimensions in mm)
frill.56 577" Heads To 185ft. 56.34m
[147) 11.69'
[4871 Liquids Handling domestic raw sewage
II IN k.� Intermittent Liquid Temp. up to 311 F up to 60"C
C�� Winding Insulation Temp. 311° 155T
iiI �■S� (Class F)
I
Motor Electrical Data 2 hp,3450 rpm
8.7G ISinele phase motors are capacitor start 1 ph-capacitor start/run.
[2211 type.Myers control panels Of capacitor kits 230 volts;60 Hz
are recommended for proper operation and
warranty.) 3 ph-induction run
1-V4' 200,230,460 volts,60 Hz
15.81" N P T
(402) Std.Third Party Approvals CSA
IAcceptable pH Range 6-9
� 7.13' Specific Gravity 9 1.1
Mr �� [1:11 Viscosity 28-35SSU
� Discharge(FlangeDia.1 1-1/4 in. 31.75mm
Min.Sump Diameter
Simplex 24 in. 61.0 cm
Duplex 36 in. 91.4 cm
Construction Materials
2HP Pump Curves
20000 - -- Motor Housing,Seal Housing, Cast Iron,Class 30,
Cord Cap and Volute Case ASTMA48
Vs26
160.ce — - Impeller Semi-Open,Stainless Steel
wino
—OF20 Mechanical Seals:
160.00 Standard Double Tandem Carbon and Ceramic li
Optional Lower Tungsten Carbide
140.00
Pump,Motor Shalt 416SST
120.00 ---
Fasteners 300 Series SST
mote - ---— Rotating Cutter, 440 SST
;i Stationary Cutter 57-60Rockwell
60 CO40.00
20.00
0 10 20 30 40 60 60 70
nowtgpn)
+ PENTAIR el'
1101 Myers Parkway I Ashland,OH 44805 I Ph:855.274.8948 I pentair.com/pentair-myers
All Pentair trademarks and logos are owned by Pentair.All other brands or product names are trademarks or registered marks of tneir respective owners.
Because we are continuously improving our products and services,Pentair reserves the right to change specifications without prior notice.Pentair is an equal opportunity employer.
i<4694102/07y19)3-2019 Pentair plc.All Rights Reserved.

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9/10/21,3:37 PM Google Maps
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f i'��5��' �.n�yt',
ROY COOPER .,� �� ��' �,-'n
Governor I'i-;L._6' fill=C
MICHAEL S.REGANNS �/`,<
Secretary __,
LINDA CULPEPPER NORTH CAROLINA
Director Environmental Quality
July 25, 2019 c
Mimi Gaither,Town Administrator RECEIVED
Town of Shallotte S E P 1 3 2021
PO Box 2287
Shallotte, NC 28459 NCDEQIDWRINPDES
Subject: Permit No. WQ0040747
Town of Shallotte
North Main Street Water&Sewer Extension '
Wastewater Collection System Extension Permit
Brunswick County
Dear Ms.Gaither:
In accordance with your application received March 14,2019,and additional information received on June
17, 2019,and July 22, 2019, we are forwarding herewith Permit No. WQ0040747,dated July 25,2019,to
Town of Shallotte (Permittee) for the construction and operation upon certification of the subject
wastewater collection system extension. This permit shall be effective from the date of issuance until
rescinded,and shall be subject to the conditions and limitations as specified therein.This cover letter and
supplement shall be considered a part of this permit and are therefore incorporated therein by reference.
Please pay particular attention to the following conditions contained within this permit:
Condition 11.1: This permit shall not be automatically transferable; a request must be made and
approved.
Condition 11.4: Requires that the wastewater collection facilities be properly operated and maintained
in accordance with 15A NCAC 2T .0403 or any individual system-wide collection system
permit issued to the Permittee.
Condition 11.7: Upon completion of construction and prior to operation of these permitted facilities,the
completed Engineering Certification form attached to this permit shall be submitted with
the required supporting documents to the address provided on the form. Permit
modifications are required for any changes resulting in non-compliance with this
permit, regulations,or the Minimum Design Criteria. [15A NCAC 02T.0116]
It shall be responsibility of the Permittee to ensure that the as-constructed project meets the appropriate
design criteria and rules. Failure to comply may result in penalties in accordance with North Carolina
General Statute §143-215.6A through §143-215.6C, construction of additional or replacement
North Carolinallorth Department1 I of Environmental Quality I DivisionRaleigh of Water Resources
512 Salisbury Street 1617 Mail Service Center ,North Carolina 27699-1617
NORTH CAROLINA !�
o.p.mm.,n m mmw rmfnm a, h 919.707.9000

Town of Shallotte
Permit No.WQ0040747
wastewater collection facilities, and/or referral of the North Carolina-licensed Professional Engineer to
the licensing board.
If any parts, requirements,or limitations contained in this permit are unacceptable,you have the right to
request an adjudicatory hearing upon written request within 30 days following receipt of this permit. This
request must be in the form of a written petition,conforming to Chapter 150B of North Carolina General
Statutes, and filed with the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, NC
27699-6714. Unless such demands are made,this permit shall be final and binding.
If you need additional information concerning this matter, please contact Monti Hassan at(919)707-3626
or via e-mail at [e-mail].
Sincerely,
for Linda Culpepper
Director, Division of Water Resources
by Deborah Gore,Supervisor
Pretreatment, Emergency Response, Collection System Unit
cc: David B. Bowman, P.E. ([e-mail])
Wilmington Regional Office,Water Quality Section Regional Operations
William L. Pinnix, Director of Engineering, Brunswick County(email)
Water Resources Central Files:WQ0040747
PERCS(electronic copy)
Page 2 of 8

T/1 1�Sts
s7L� J.
NORTH CAROLINA
Environmental Quality
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as
amended, and other applicable Laws, Rules, and Regulations, permission is hereby granted to
Town of Shallotte
for the construction and operation of approximately 267 linear feet of 2-inch pressure sewer and three
(3) 23 gallon per minute pump stations, each with duplex pumps, on-site audible and visual high water
alarms, telemetry, portable generator receptacle, and associated pressure service laterals; to serve two
restaurants (Hardees and Cook Out) and one Car Wash — Single Bay, as part of the North Main Street
Water & Sewer Extension project, and the discharge of 3,600 gallons per day of collected
domestic/commercial wastewater into the Brunswick County's existing sewerage system,pursuant to the
application received March 14, 2019, and additional information received on June 17, 2019, and July 22,
2019, and in conformity with the project plans, specifications, and other supporting data subsequently
filed and approved by the Department of Environmental Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until rescinded and shall be subject to the specified
conditions and limitations contained therein.
1 4r1)-'1...eL.—
for Linda Culpepper /J
Director, Division of Water Resources
By Authority of The Environmental Management Commission
Permit Number: WQ0040747
Permit Issued: July 25,2019
Treatment Facility: Shallotte WWTP(WQ0000798)
Page 3 of 8

SUPPLEMENT TO PERMIT COVER SHEET
The Permittee is hereby authorized to:
Construct,and then operate upon certification the aforementioned wastewater collection extension.
Permitting of this project does not constitute an acceptance of any part of the project that does not meet
15A NCAC 2T; the Division's Gravity Sewer Minimum Design Criteria adopted February 12, 1996 as
applicable;and the Division's Minimum Design Criteria for the Fast-Track Permitting of Pump Stations and
Force Mains adopted June 1, 2000 as applicable, unless specifically mentioned herein. Division approval
is based on acceptance of the certification provided by a North Carolina-licensed Professional Engineer in
the application. It shall be the Permittee's responsibility to ensure that the as-constructed project meets
the appropriate design criteria and rules.
Construction and operation is contingent upon compliance with the Standard Conditions and any Special
Conditions identified below.
I. SPECIAL CONDITIONS
1. This permit shall become voidable unless the agreement between Town of Shallotte and Brunswick
County for the collection and final treatment of wastewater is in full force and effect. [15A NCAC
02T.0304(b &g)]
2. No flow in excess of the quantity permitted herein,3,600 GPD, shall be made tributary to the subject
sewer system until an application for permit modification for an increase in flow has been submitted
to and approved by the Division. [15A NCAC 02T.0304(b)]
3. Each pump station shall be clearly and conspicuously posted using a weatherproof sign with a pump
station identifying name/number, 24-Hour Emergency telephone number, and name of the
owner/operator of the sewer system/pump station and instructions to call the number in the event
of alarm activation or other emergency. Simplex pump stations or vacuum sewer pits serving a single-
family residence may have a placard or sticker on the control panel in lieu of a sign. [15A NCAC 02T
.0305(h)(2)]
4. The Permittee shall be responsible for all individual pumps, tanks, service laterals and main lines as
permitted. This does not prohibit the Permittee from entering into a service agreement with another
entity for maintenance or operation of these units, however, the Permittee shall be responsible for
correcting any environmental or public health problem with the system. [15A NCAC 02T.0304(c)]
5. The Permittee shall maintain on hand for immediate installation an adequate supply of spare, fully
operational pump units of each type used in the system. [15A NCAC 02T.0305(h)]
Page 4of8

II. STANDARD CONDITIONS
1. This permit shall not be transferable. In the event there is a desire for the wastewater collection
facilities to change ownership, or there is a name change of the Permittee, a formal permit request
shall be submitted to the Division accompanied by documentation from the parties involved, and
other supporting materials as may be appropriate. The approval of this request shall be considered
on its merits and may or may not be approved. [15A NCAC 02T.0104;G.S. 143-215.1(d3)]
2. This permit shall become voidable unless the wastewater collection facilities are constructed in
accordance with the conditions of this permit; 15A NCAC 2T; the Division's Gravity Sewer Minimum
Design Criteria adopted February 12, 1996 as applicable; the Division's Minimum Design Criteria for
the Fast-Track Permitting of Pump Stations and Force Mains adopted June 1, 2000 as applicable; and
other supporting materials unless specifically mentioned herein. [15A NCAC 02T.0110]
3. This permit shall be effective only with respect to the nature and volume of wastes described in the
application and other supporting data. [15A NCAC 02T.0110]
4. The wastewater collection facilities shall be properly maintained and operated at all times. The
Permittee shall maintain compliance with an individual system-wide collection system permit for the
operation and maintenance of these facilities as required by 15A NCAC 02T.0403. If an individual
permit is not required,the following performance criteria shall be met:
a. The sewer system shall be effectively maintained and operated at all times to prevent discharge
to land or surface waters,and to prevent any contravention of groundwater standards or surface
water standards.
b. A map of the sewer system shall be developed and shall be actively maintained.
c. An operation and maintenance plan including pump station inspection frequency, preventative
maintenance schedule, spare parts inventory and overflow response has been developed and
implemented.
d. Pump stations that are not connected to a telemetry system shall be inspected every day(i.e.365
days per year). Pump stations that are connected to a telemetry system shall be inspected at
least once per week.
e. High-priority sewer lines shall be inspected at least once per every six-months and inspections are
documented.
f. A general observation of the entire sewer system shall be conducted at least once per year.
g. Overflows and bypasses shall be reported to the appropriate Division regional office in accordance
with 15A NCAC 28 .0506(a), and public notice shall be provided as required by North Carolina
General Statute §143-215.1C.
h. A Grease Control Program is in place as follows:
1. For public owned collection systems, the Grease Control Program shall include at least
biannual distribution of educational materials for both commercial and residential users and
Page 5 of 8

the legal means to require grease interceptors at existing establishments. The plan shall also
include legal means for inspections of the grease interceptors, enforcement for violators and
the legal means to control grease entering the system from other public and private satellite
sewer systems.
2. For privately owned collection systems, the Grease Control Program shall include at least bi-
annual distribution of grease education materials to users of the collection system by the
permittee or its representative.
3. Grease education materials shall be distributed more often than required in Parts (1) and (2)
of this Subparagraph if necessary to prevent grease-related sanitary sewer overflows.
i. Right-of-ways and easements shall be maintained in the full easement width for personnel and
equipment accessibility.
j. Documentation shall be kept for Subparagraphs(a)through (i)of this Rule fora minimum of three
years with exception of the map,which shall be maintained for the life of the system.
5. Noncompliance Notification:
The Permittee shall report by telephone to a water resources staff member at the Wilmington
Regional Office,telephone number(910) 796-7215, as soon as possible, but in no case more than 24
hours,following the occurrence or first knowledge of the occurrence of either of the following:
a. Any process unit failure,due to known or unknown reasons,that renders the facility incapable
of adequate wastewater transport, suchmechanical or fai
lures p as electrical fa ures of line
pumps,
blockage or breakage, etc.;or
b. Any SSO and/or spill over 1,000 gallons; or
c. Any SSO and/or spill, regardless of volume, that reaches surface water
Voice mail messages or faxed information is permissible, but this shall not be considered as the initial
verbal report. Overflows and spills occurring outside normal business hours may also be reported to
the Division of Emergency Management at telephone number [phone] or [phone].
Persons reporting any of the above occurrences shall file a spill report by completing and submitting
Part 1 of Form CS-SSO (or the most current Division approved form) within five days following first
knowledge of the occurrence. This report must outline the actions taken or proposed to be taken to
ensure that the problem does not recur. Part II of Form CS-SSO(or the most current Division approved
form) can also be completed to show that the SSO was beyond control. [G.S. 143-215.1C(a1)]
6. Construction of the gravity sewers, pump stations, and force mains shall be scheduled so as not to
interrupt service by the existing utilities nor result in an overflow or bypass discharge of wastewater
to the surface waters of the State. [15A NCAC 02T.0108(b)]
7. Upon completion of construction and prior to operation of these permitted facilities, the completed
Engineering Certification form attached to this permit shall be submitted with the required supporting
documents to the address provided on the form. A complete certification is one where the form is
fully executed and the supporting documents are provided as applicable. Any wastewater flow made
tributary to the wastewater collection system extension prior to completion of this Engineer's
Certification shall be considered a violation of the permit and shall subject the Permittee to
appropriate enforcement actions.
Page 6 of 8

If the permit is issued to a private entity with an Operational Agreement,then a copy of the Articles
of Incorporation, Declarations/Covenants/Restrictions, and Bylaws that have been appropriately
filed with the applicable County's Register of Deeds office shall be submitted with the certification.
A complete certification is one where the form is fully executed and the supporting documents are
provided as applicable. Supporting documentation shall include the following: ,
a. One copy of the project construction record drawings(plan &profile views of sewer lines&force
mains) of the wastewater collection system extension. Final record drawings should be clear on
the plans or on digital media (CD or DVD disk) and are defined as the design drawings that are
marked up or annotated with after construction information and show required buffers,
separation distances, material changes,etc.
b. Changes to the project that do not result in non-compliance with this permit, regulations, or the
Minimum Design Criteria should be clearly identified on the record drawings,on the certification
in the space provided,or in written summary form.
Prior to Certification (Final or Partial): Permit modifications are required for any changes resulting
in non-compliance with this permit (including but not limited to pipe length changes of 10% or
greater, increased flow, pump station design capacity design increases of 5% or greater, and
increases in the number/type of connections), regulations, or the Minimum Design Criteria.
Requested modifications or variances to the Minimum Design Criteria will be reviewed on a case-by-
case basis and each on its own merit. Please note that variances to the Minimum Design Criteria
should be requested and approved during the permitting process prior to construction. After-
construction requests are discouraged by the Division and may not be approved, thus requiring
replacement or repair prior to certification &activation. [15A NCAC 02T.0116]
8. Gravity sewers installed greater than ten percent below the minimum required slope per the Division's
Gravity Sewer Minimum Design Criteria shall not be acceptable and shall not be certified until
corrected. If there is an unforeseen obstacle in the field where all viable solutions have been
examined, a slope variance can be requested from the Division with firm supporting documentation.
This shall be done through a permit modification with fee. Such variance requests will be evaluated
on a case-by-case basis.Resolution of such request shall be evident prior to completing and submitting
the construction certification. [ 15A NCAC 02T.0105(n)]
9. A copy of the construction record drawings shall be maintained on file by the Permittee for the life of
the wastewater collection facilities. [15A NCAC 02T.0116]
10. Failure to abide by the conditions and limitations contained in this permit; 15A NCAC 2T;the Division's
Gravity Sewer Design Criteria adopted February 12,1996 as applicable;the Division's Minimum Design
Criteria for the Fast-Track Permitting of Pump Station and Force Mains adopted June 1, 2000 as
applicable; and other supporting materials may subject the Permittee to an enforcement action by
the Division, in accordance with North Carolina General Statutes §143-215.6A through §143-215.6C,
construction of additional or replacement wastewater collection facilities,and/or referral of the North
Carolina-licensed Professional Engineer to the licensing board. [15A NCAC 02T.0108(b-c)]
11. In the event that the wastewater collection facilities fail to perform satisfactorily, including the
creation of nuisance conditions,the Permittee shall take immediate corrective action,including those
Page 7 of 8

as may be required by this Division, such as the construction of additional or replacement facilities.
[15A NCAC 02T.0110; 15A NCAC 02T.0108(b)]
12. The issuance of this permit shall not exempt the Permittee from complying with any and all statutes,
rules,regulations,or ordinances that may be imposed by the Division any other Federal,State,or Local
government agencies which have jurisdiction or obtaining other permits which maybe required by the
Division or any other Federal,State,of Local government agencies. [G.S.143-215.1(b)]
13. The Permittee shall provide for the pump station and force main the following items:
a. Pump Station Reliability [15A NCAC 02T.0305(h)(1)]:
1. Pump stations, except when exempted by Subparagraph (j)(2) of 15A NCAC 02T.0305,
shall be designed with multiple pumps such that peak flow can be pumped with the
largest pump out of service.
2. A standby power source or pump is required at all pump stations except for those pump
stations subject to Subparagraph(j)(2)of 15A NCAC 02T.0305. Controls shall be provided
to automatically activate the standby source and signal an alarm condition.
3. As an alternative to Part(c)for pump stations with an average daily design flow less than
15,000 gallons per day as calculated using 15A NCAC 02T.0114, a portable power source
or pumping capability may be utilized. It shall be demonstrated to the Division that the
portable source is owned or contracted by the permittee 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.
4. As an alternative to Part (ii) for pump or vacuum stations connecting a single building to
an alternative sewer system, wet well storage requirements shall be documented to
provide 24-hours' worth of wastewater storage or, exceed the greatest power outage
over the last three years or the documented response time to replace a failed pump,
whichever is greater. Documentation shall be required pursuant to the permit
application.
b. All pump stations designed for two pumps or more shall have a telemetry system to provide
remote notification of a problem condition to include power failure and high water alarm. [15A
NCAC 02T.0305(h)(1)(E)]
c. High water audio and visual alarm. [15A NCAC 02T.0305(h)(1)(F)]
d. Pump stations shall have a permanent weatherproof sign stating the pump station identifier, 24-
hour emergency number and instructions to call in case of emergency.Simplex pump or vacuum
stations serving a single-family residence shall have a placard or sticker placed inside the control
panel with a 24-hour emergency contact number. [15A NCAC 02T.0305(h)(2)]
e. Screened vents for all wet wells. [15A NCAC 02T.0305(h)(3)]
f. The public shall be restricted access to the site and equipment. [15A NCAC 02T.0305(h)(4)]
g. Air relief valves shall be provided at all high points along force mains where the vertical distance
exceeds ten feet. [15A NCAC 02T.0305(h)(5)]
Page 8 of 8

ENGINEERING CERTIFICATION
Permittee: Town of Shallotte Issue Date:July 25,2019
Permit No: WQ0040747 County: Brunswick
Project: North Main Street Water&Sewer Extension
This project shall not be considered complete nor allowed to operate in accordance with Condition 7 of this permit
until the Division has received this Certification and all required supporting documentation,which includes:
• One copy of the project construction record drawings(plan&profile views of sewer lines&force mains)of
the wastewater collection system extension. Final record drawings should be clear on the plans or on digital
media (CD or DVD disk)and are defined as the design drawings that are marked up or annotated with after
construction information and show required buffers,separation distances,material changes,etc.
Permit modifications are required for any changes resulting in non-compliance with this permit. A detailed
description for partial certifications should be attached to this form along with any certification comments.
Certification should be submitted in a manner that documents the Division's receipt. The Permittee is responsible
for tracking all partial certifications up until a final certification is received.
PERMITTEE'S CERTIFICATION
I, the undersigned agent for the Permittee, hereby state that this project has been constructed pursuant to the
applicable standards&requirements,the Professional Engineer below has provided applicable design/construction
information to the Permittee,and the Permittee is prepared to operate&maintain the wastewater collection system
permitted herein or portions thereof.
Printed Name,Title Signature Date
ENGINEER'S CERTIFICATION
I, , as a duly registered Professional Engineer in the State of North Carolina, having
been authorized to observe (E periodically, ❑ weekly, ❑ full time) the construction of the project name and
location as referenced above for the above Permittee hereby state that, to the best of my abilities, due care and
diligence was used in the observation of the following construction:approximately 267 linear feet of 2-inch pressure
sewer and three (3) 23 gallon per minute pump stations, each with duplex pumps, on-site audible and visual high
water alarms, telemetry, portable generator receptacle, and associated pressure service laterals; to serve two
restaurants(Hardees and Cook Out)and one Car Wash—Single Bay,as part of the North Main Street Water&Sewer
Extension project,and in conformity with the project plans,specifications,supporting documents,and design criteria
subsequently filed and approved. I certify that the construction of the above referenced project was observed to be
built within substantial compliance and intent of the approved plans and specifications.
North Carolina Professional Engineer's Seal w/signature&date: •
❑ Final ❑Partial(include description)
Send the Completed Form&Supporting Documentation to the Following Address:
DWR WATER QUALITY PERMITTING SECTION
WASTEWATER BRANCH—PERCS UNIT
1617 Mail Service Center
Raleigh, NC 27699

Spill Response Information Response Action/Pump Failure
Contingency Plan
The following shall be procedure of response to lift station/pump failure and spill/overflow.
DWQ#WQCS00296
RESPONSE TIME-30 MINUTES NOTIFICATION
ON CALL INFORMATION: Phone: [phone]
SUPERVISOR: Chuck Denely: 910-274-6769
ENGINEER: David B.Bowman,PE 910-443-2082
BRUNSWICK ELECTRIC MEMBERSHIP CORPORATION:
Main: 910-754-4391
Maintenance: 1-800-842-5871
Outages: 1-800-682-5309
ATLANTIC TELEPHONE MEMEBERSHIP CORPORATION: Day&Night
Main: 910-754-4311
Line Locate: 910-754-4317
REGIONAL OFFICE: 910-796-7215
After hours: 1-800-858-0368
BRUNSWICK COUNTY:
Main: 910-253-2000
Public Utilities: 910-253-2655
Ken Harmon 910-274-1098 West Brunswick High School Lift Station
SUPPLIER:
Fortaline Supplies
EQUIPMENT:
Emergency Generator,Spare pumps,parts,etc.—located at 103 Russ St.-Maintenance Building
EMERGENCY FUND:
Town Administrator: Mimi Gaither 910-754-4032
Finance Officer: Isaac Norris 910-754-4032
Mayor: Walt Eccard 910-755-7582
SITE SANITATION AND CLEANUP:
Pump truck, lime,Clorox,Line cleaning equipment—located at the maintenance building.
IF SPILL HAS OCCURRED,CALL SUPERVISOR AND REFER TO SPILL
OVERFLOW.

SPILL RESPONSE INFORMATION
Name Phone Mobile
Chuck Denely 910-253-6789 274-6769
Dwayne Simmons 910-287-5781 470-8952
Aaron Stanley 910-508-1698 508-1698
James Harrison 910-393-8003
24 Hour on Call Technician on a Rotation Basis:
Workers on-call number 910-233-5693
1- 100 KW Generator Maintenance Building on Russ Street
4—Pump Trucks Maintenance Building on Russ Street
2—Backhoes Maintenance Building on Russ Street
2-Taackhoes Maintenance Building on Russ Street
Pipe,Fittings,Repair Clamps,etc. Maintenance Building on Russ Street
4—Dump Trucks Maintenance Building on Russ Street
5—Service Buildings w/Tools Maintenance Building on Russ Street

Kevin Pulis
From: d bowman <[e-mail]>
Sent: Sunday, September 12, 2021 10:20 PM
To: Kevin Pulis
Cc: Mimi Gaither; Stephanie Schultz; Debra Horn
Subject: Re: Water & Sewer Fees for Hwy 55- Shallotte
Attachments: Spill Response Plan.docx
The Town has a 100 kW trailer mounted generator that is available for power outages. However, the
generator is rarely used because the Town has four pump trucks that responders drive to a call or
pump station alarm. As indicated in the Town's Collection System Permit, the capacity of these pump
trucks is enough to pump out every duplex pump station in town. The Town responds to all alarms
within 30 minutes of an alarm and can immediately empty the troubled wetwell. This is not listed as
an option for power reliability, but has been accepted to meet the permit condition for years. In order
to meet the actual requirement, the Town does have a portable power source available. I have
attached a copy of the emergency response plan that you can submit, along with a copy of this email.
From: "Kevin Pulis" <[e-mail]>
To: "d bowman" <[e-mail]>
Cc: "Mimi Gaither" <[e-mail]>, "Stephanie Schultz" <stephanie@tarr-
group.com>, "Debra Horn" <[e-mail]>
Sent: Friday, September 10, 2021 11:37:38 AM
Subject: RE: Water & Sewer Fees for Hwy 55- Shallotte
David,
Thank you very much for your assistance and getting this over so quickly!
I'll compile the remaining information while the FTSE is processing so that we can submit once it comes in. Do you know
how long that usually takes?
The only question or potential addition information that I might need from you is the Power Reliability Plan referenced
in the application. Do you or I need to provide any technical specifications or does the statement were using a portable
power source satisfy the state?
Thanks again,
Kevin
Kevin Pulis, PE
Senior Engineer
Tarr Group, LLC
M: [phone]
IMPORTANT: The contents of this email and any attachments are confidential. They are intended for the named
recipient(s)only. If you have received this email by mistake,please notify the sender immediately and do not
disclose the contents to anyone or make copies thereof.
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