WQ0044369_Application_20230404

APR 0 4 2023
BY:
McKIM&CREED ENGINEERS
SURVEYORS
PLANNERS
March 13, 2023 09051(40)
Chris M.Miller, PE
Engineer III,Municipal Permitting Unit
Division of Water Resources MECEIVED/NCDENR/DWR
North Carolina Department of Environmental Quality
512 North Salisbury Street i APR 0 4 2023
Raleigh, NC 27604
Water OuaEtY
Operations Section
RE: Lea Property(Salters Haven at Lea Marina) Wilmington Regional Office
Low-Pressure Sewer Submittal
Dear Mr. Miller:
In support of the Lea Property (Salters Haven at Lea Marina), this letter provides
the Low-Pressure Sewer System overview of the submittal package.We are
requesting approval of the low-pressure sewer system and a sanitary sewer
wastewater allocation of 7,210 GPD.
The proposed system will serve 25 proposed 3-bedroom homes and 7 existing 4-
bedromm homes with sanitary sewer service with the use of simplex pumping
stations using Myers Pump VS20-21-20. The systems force main will discharge
into an existing sanitary sewer manhole permitted and certified under permit no.
WQ0040594 in Lea Lane.
Items Attached:
1. ASEA 04-16 Lea Property Low Pressure Permit Application
2. FTSE 10-18 Old North State Water Company, LLC
3. Low-Pressure Sewer Narrative
243 North Front Street 4. 100-year FEMA Flood Mapping
Wilmington, NC 28401 5. USGSQuadMapping
6. Myers V2 Grinder Series Pump VS20-21-20 Cut Sheet
7. Lea Property Low-Pressure System Engineering Drawings and Details
8. Low-Pressure System Technical Specifications
910.343.1048
Fax [phone]
www.mckimcreed.corn

_
Mr. Miller
Lea Property Low-Pressure System Application
March 13, 2023
Page 2
As proposed and designed, the low-pressure system in accordance with 15A
NCAC 02T .0100, and 02T .0300.
Please let me know if this letter is adequate for your needs, or if you need any
additional information.
Sincerely,
McKim & Creed, Inc.
M •
Richard M. Collier, PE
Assistant Vice-President
cc: Tim Long, Director of Development, WDI Investments, LLC
Patrick Buffkin
MCKIM&CREED

State of North Carolina
Department of Environmental Quality
Division of Water Resources
11:16111061, 15A NCAC 02T.0300—ALTERNATIVE SEWER EXTENSION APPLICATION
'Division of Water Resources ASEA 04-16&SUPPORTING DOCUMENTATION
Application Number:_ (to be completed by DWR)
I. APPLICANT INFORMATION: coL
I. Applicant's name:Old North State Water Comoany.LL-C'(company,municipality,I-10A,utility,etc.)
2. Applicant type: ❑Individual ®Corporation ❑General Partnership ❑Privately-Owned Public Utility
❑Federal ❑ State ❑Municipal ❑ County
3. Signature authority's name:John MacDonald(ONSWC) per 15A NCAC 02T.0106(b)
Title:President(Old North State Water Company)
4. Applicant's mailing address: 3212 6th Avenue
City:Birmingham State: AL Zip:28460-
5. Applicant's contact information:
Phone number:(205) k-3200 Email Address:
II. PROJECT INFORMATION: Nt 4-10014a4/®� �G W PIA
I. Project name:Lea Property-Pressure Sewer
2. Application/Project status: ®Proposed(New Permit) ❑Existing Permit/Project
If a modification,provide the existing permit number:WQ00 and issued date:
If new construction but part of a master plan,provide the existing permit number: WQ00
3. County where project is located: Pender
4. Approximate Coordinates(Decimal Degrees):Latitude:34.21.5°Longitude:-77.41.5°
III. CONSULTANT INFORMATION:
1. Professional Engineer:Richard M.Collier.PE License Number:022574
Firm:McKim&Creed.Inc.
Mailing address:243 North Front Street
City:Wilmineton State:NC Zip:28401-
Phone number:[phone] Email Address:[e-mail]
IV. WASTEWATER TREATMENT FACILITY(WWTF)INFORMATION:
1. Facility Name:Majestic Oaks WWTPPermit Number: W00030088
Owner Name:Old North State Water Company.3.L'�
V. RECEIVING DOWNSTREAM SEWER INFORMATION:
1. Permit Number(s):W00040594
System Wide Collection System Permit Number(s): WQ0040594
Owner Name(s):Old North State Water Company,lee 3.44
FORM:ASEA 04-16 Page 1 of 5

ii, . pk.,,-.gir PI,l' il*
Q State of North Carolina
MAL".
Department of Environmental Quality
Division of Water Resources
' ` 15A NCAC 02T.0300—ALTERNATIVE SEWER EXTENSION APPLICATION
�D1vWon 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 engineerint_ 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 supporting documentation.
A. One Original and One Copy of Application and Supporting Documents
® Required unless otherwise noted
B. Cover Letter(Required for All Application Packages):
® List all items included in the application package,as well as a brief description of the requested permitting action.
> Be specific as to the systemnumber of homes served,flow allocation required,etc.
P Y type,
> If necessary for clarity,include attachments to the application form.
C. Application Fee(All New and Major Modification Application Packages):
® Submit a check or money order in the amount of S480.00 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):
® Submit the completed and appropriately executed application.
➢ If necessary for clarity or due to space restrictions,attachments to the application may be made.
® If the Applicant Type in Item 1.2 is a corporation or company, provide documentation it is registered for business with
the North Carolina Secretary of State.
p 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.
O The project name in Item II.1 shall be consistent with the project name on the plans, specifications, flow acceptance
letters,agreements,etc.
® The Professional Engineer's Certification on Page 5 of the application shall be signed, sealed and dated by a North
Carolina licensed Professional Engineer.
O The 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. Section 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. Flow Tracking/Acceptance Form(Form: FTSE 04-16)(If Applicable):
0 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. Engineering Plans(Required for All Application Packages):
® Per 15A NCAC 02T.0305(b)( 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 15A NCAC 02T.0305(f)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. Specifications(Required for All Application Packages):
® Per 15A NCAC 02T .0305(b)(31, 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. Engineering Calculations(All Application Packages):
El Per 15A NCAC 02T.0305(b)(2)and 15A NCAC 02T.0305(j)(I),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
> Flotation calculations for all units constructed partially or entirely below grade(i.e.pump stations)
® 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. Downstream Sewer Evaluations(All Application Packages)
® Per 15A NCAC 02T.0305(bX2)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:
® 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.
O For connection to a pump station,submit:
An evaluation of the existing pump station to pump peak flow from the proposed project and peak flows already tributary
to the existing pump station. Provide calculations and detail how existing peak flows were determined.
❑ For connection to a force main/low pressures sewer,submit:
An evaluation of the existing system based on peak flows from the proposed project and peak flows already tributary to
the existing system. In addition,evaluate the ability of each pump station tributary to the existing system to pump against
additional head created by greater flows through the system. Evaluation may include alternative designs such as telemetry
to coordinate pumping between pump stations(provided sufficient storage is available). Also include an evaluation of
the discharge point of the existing force main/pressure sewer.
Pa
ckages):
Site Maps(All Application
El Submit an 8.5-inch x 11-inch color copy of a USGS Topographic Map of sufficient scale to identify the entire project
area and closest surface waters.
➢ Location of the project(gravity sewer,pump stations&force main)
> Downstream connection points and permit number(if known)for the receiving sewer
El Include a street level map showing general project area.
L. Existing Permit(All Modification Packages):
❑ Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the permit
modification(i.e.,permit description, flow allocation,treatment facility,etc.).
M. Power Reliability Plan(All Application Packages):
El Per 15A NCAC 02T.0305(h)(I)(D),submit documentation of power reliability for simplex/vacuum units.
❑ 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):
❑ 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).
❑ 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):
❑ Per 15A NCAC 02T .0115(a)(l)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
O 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. Operational Agreements(Applications from HOA/POA and Developers for lots to be sold):
❑ Home/Property Owners'Associations
❑ Per 15A NCAC 02T.0115(c),submit the properly executed Operational Agreement(FORM:HOA).
❑ Per 15A NCAC 02T.0115(c),submit a copy of the Articles of Incorporation,Declarations and By-laws.
❑ Developers of lots to be sold
❑ Per 15A NCAC 02T .01 15(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

0
VI. GENERAL REQUIREMENTS
I. 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):
Z Residential Owned ❑Retail(stores,centers,malls) ❑Car Wash
❑Residential Leased ❑Retail with food preparation/service ❑Hotel and/or Motels
❑ School/preschool/day care ❑Medical/dental/veterinary facilities ❑ Swimming Pool/Clubhouse
❑Food and drink facilities ❑Church El Swimming Pool/Filter Backwash
❑Businesses/offices/factories ❑Nursing Home ❑Other(Explain in Attachment)
5. Is/was an Environmental Assessment required under 15A NCAC O I C? ❑Yes ®No
If yes,submit the appropriate final environmental document(FONSI,ROD,etc.)
6. Nature of wastewater: 100%Domestic/CommercialQ%Other waste—specify:
0%Industrial(See 15A NCAC 02T.0103(20))
7. Wastewater generated by project: 7,210 GPD(per 15A NCAC 02T.0114)
Has a flow reduction been approved under 15A NCAC 02T.0114(0? Z Yes ❑No
If yes,provide a copy of approval
8. Summarize wastewater generated by project:
Establishment Type Daily Design Flow• No.of Units Flow
Proposed Lots 1-25(3 bedroom) 210 gal/day 25 5,250 GPD
Existing Lots 1-7(4 bedroom) 280 gal/day 7 1,960 GPD
gal/ GPD
gal/ GPD
gall GPD
gal/ GPD
Total 7,210 GPD
a See 15A NCAC 02T .0114(b),(d),(e)(1)and(eX2)for caveats to wastewater design flow rates(i.e., minimum flow per
dwelling;proposed unknown non-residential development uses;public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S.42A-4).
b Per 15A NCAC 02T.0114(c),design flow rates for establishments not identified 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— ISA NCAC 02T.0305:
1. Number of simplex pump stations(STEP tanks/effluent pumps,vacuum pits,etc.)provided:32
2. What is the nearest 100-year flood elevation to the facility? 12 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 j 5A 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: 360 Gallons(include calculations)
5. How power reliability will be provided in accordance with 15A NCAC 02T.0305(hXD):
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 Reauirements")
➢ 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(h)(I): CO Yes ❑No ❑N/A
6. Summarize simplex pump station design elements:
Design Element Plan Sheet Specification
Reference Reference
Emergency Contact Placard or Sticker C-14.2
Screened Wet Well Vent C-14.1-14.2
Restricted Access Details C-14.1
Control Panel C-14.1-14.2
High Water Alarms(Audible&Visual) C-14.1-14.2
Valves(Check,Gate,etc) C-8.1-8.2
Air Relief Valves C-8.1
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
1 100 110 2 420 7 VS20-21-20
2 110 200 3 1,266 25 VS20-21-20
8. Air release valve station locations per 15A NCAC 02T.0305(i)(provide attachments if necessary)
Air Release Valve# Station Plan Sheet Reference
1 38+05 C-8.1
FORM:ASEA 04-16 Page 3 of 5

•
VIII. SETBACKS& SEPARATIONS—(02B.0200& 15A NCAC 02T.0305(f)):
I. Does the project comply with all separations found in 15A NCAC 02T.0305(f)&(g) ®Yes ❑No
D 15A 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
**My private or public water supply source,including any wells,WS-I waters of Class I or
Class II impounded reservoirs used as a source of drinking water 100 feet
**Waters classified WS(except WS-I or WS-V),B,SA,ORW,HQW,or SB from normal
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
D 15A NCAC 02T.0305(g)contains alternatives where separations in 02T.0305(f)cannot be achieved.
D **Stream classifications can be identified using the Division's NC Surface Water Classifications weboage
➢ 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 ❑No ❑N/A
➢ See the Division's draft separation requirements for situations where separation cannot be meet
D No variance is required if the alternative design criteria specified is utilized in design and construction
D As built documents should reference the location of areas effected
3. Does the project comply with setbacks found in the river basin rules per 15A NCAC 02B .0200? ❑Yes ❑No ®N/A
➢ This would include Trout Buffered Streams per 15A NCAC 2B.0202
4. Does the project require coverage/authorization under a 404 Nationwide or ❑Yes ®No
individual permits or 401 Water Quality Certifications?
➢ Information can be obtained from the 401 &Buffer Permitting Branch
5. Does project comply with I5A NCAC 02T.0105(c)(6)(additional permits/certifications)? ®Yes ❑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
D 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 15A NCAC 02T,the Minimum Design Criteria for the Permitting of Pump Stations
and Force Mains(latest version),and the Gravity Sewer Minimum Design Criteria(latest version)as applicable?
®Yes ❑No
If No,complete and submit the Variance/Alternative Design Request application(VADC 10-14)and supporting documents for
review. Approval of the request is required prior to submittal of the Fast Track Application and supporting documents.
2. Professional Engineer's Certification:
1, Richard M Collier, PE attest that this application for
(Professional Engineer's name from Application Item III.1.)
Lea Property - Low Pressure Sewer
(Facility name from Application Item II.1.)
has been reviewed byme and is accurate, complete and consistent with the information supplied p supp led in the plans,specifications,
engineering calculations,and all other supporting documentation to the best of my knowledge. I further attest that to the best
of my knowledge the proposed design has been prepared in accordance with this application package and its instructions, as
well as all applicable regulations and statutes. Although other professionals may have developed certain portions of this
submittal package, inclusion of these materials under my signature and seal signifies that I have reviewed this material and
have judged it to be consistent with the proposed design.
NOTE — In accordance with General Statutes 143-215.6A and I43-215.6B, any person who knowingly makes any false
statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may
include a fine not to exceed$10,000,as well as civil penalties up to$25,000 per violation.
North Carolina Professional Engineer's seal,signature,and date: it iHr
' . ►
•
SEAL
e�2`2574
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3. Applicant's Certification per 15AA NCAC 02T.0106(b):
I, 1: 4 /i(LI� setea.0r r/ ��•�r^ attest that this application for
(Signature Authority's name&title from Application Item I.3.)
1:1 -
(Facility name from Application Item II.1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of
wastewater from this non-discharge system to surface waters or the land will result in an immediate enforcement action that
may include civil penalties,injunctive relief,and/or criminal prosecution. I will make no claim against the Division of Water
Resources should a condition of this permit be violated. I also understand that if all required parts of this application package
are not completed and that if all required supporting information and attachments are not included,this application package
will be returned to me as incomplete. 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 143-215.6A and 143-215.6B, any person who knowingly makes any false
statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may
include a fine not to e $10,000 as well as civil penalties up to$25,000 per violation.Signature: Date: 3//
ep�3
FORM:ASEA 04-16 Page 5 of 5

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Flow Tracking for Sewer Extension Applications
(FTSE 10-18)
Entity Requesting Allocation: Pluris Holdings, LLC
Project Name for which flow is being requested: Lea Property (Salters Haven)
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: Pluris Hampstead WWTP
b. WWTP Facility Permit#: WQ00037287
All flows are in MGD
c. WWTP facility's permitted flow 0.5
d. Estimated obligated flow not yet tributary to the WWTP 0.21318
e. WWTP facility's actual avg. flow 0.234736
f. Total flow for this specific request 0.00721
g. Total actual and obligated flows to the facility 0.447916
h. Percent of permitted flow used 47%
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, Total
Pump Pump Average Approx. Not Yet Current Flow
Station Station Firm Daily Flow** Current Tributary Plus
(Name or Permit Capacity, * (Firm/pf), Avg. Daily Daily Flow, Obligated Available
Number) No. MGD MGD Flow,MGD MGD Flow Capacity***
Salters H WQ0040846 0.19584 0.078336 0.01224 0.00944 0.021684 0.056652
Majestic WQ0042383 0.50688 0.202752 0.051085 0.0105 0.061585 0.141167
* The Firm Capacity (design flow) of any pump station is defined as the maximum pumped flow
that can be achieved with the largest pump taken out of service.
** Design Average Daily Flow is the firm capacity of the pump station divided by a peaking factor
(pf) not less than 2.5,per Section 2.02(A)(4)(c) of the Minimum Design Criteria.
*** A Planning Assessment Addendum shall be attached for each pump station located
between the project connection point and the WWTP where the Available Capacity is<0.
Downstream Facility Name (Sewer): Pluris Hampstead LLC
Downstream Permit Number: WQ0037324
Page 1 of 6
FI'SE 10-18

,
III. Certification Statement:
I Nicholas Evans certify to the best of my knowledge that the addition of
the volume of wastewater to be permitted in this project has been evaluated along the route to the receiving
wastewater treatment facility and that the flow from this project is not anticipated to cause any capacity
related sanitary sewer overflows or overburden any downstream pump station en route to the receiving
treatment plant under normal circumstances, given the implementation of the planned improvements
identified in the planning assessment where applicable. This analysis has been performed in accordance
with local established policies and procedures using the best available data. This certification applies to
those items listed above in Sections I and II plus all attached planning assessment addendums for which I
am the responsible party. Signature of this form certifies that the receiving collection system or treatment
works has adequate capacity to transport and treat the proposed new wastewater.
idti loW3
Signing Official Signature Date
ed ieC xn ScS t Atoc,5ec •
Title of Signing Official
Page 2 of 6
FTSE 10-18

•
PLANNING ASSESSMENT ADDENDUM (PAA)
Submit a planning assessment addendum for each pump station listed in Section II where Available Capacity is <
0.
Pump Station (Name or Number):
Given that:
a. The proportion and amount of Obligated,Not Yet Tributary Daily Flow (C)accounts for
%and MGD of the Available Capacity(E)in Pump Station
; and that
b. The rate of activation of this obligated,not yet tributary capacity is currently approximately
MGD per year; and that
c. A funded Capital Project that will provide the required planned capacity,namely
is in design or under construction with
planned completion in ; and/or
d. The following applies:
Therefore:
Given reasonably expected conditions and planning information, there is sufficient justification to allow
this flow to be permitted, without a significant likelihood of over-allocating capacity in the system
infrastructure.
I understand that this does not relieve the collection system owner from complying with G.S. 143-
215.67(a) which prohibits the introduction of any waste in excess of the capacity of the waste disposal
system.
Signing Official Signature Date
Page 3 of 6
FTSE 10-18

Instructions for Flow Tracking form(FTSE)and Planning Assessment Addendum (PAA)
Section I
a. WWTP Facility Name: Enter the name of the WWTP that will receive the wastewater flow.
b. WWTP Facility Permit#: Enter the NPDES or Non-Discharge number for the WWTP receiving the
wastewater flow.
c. WWTP facility's permitted flow. MGD: From WWTP owner's NPDES or Non-Discharge permit.
d. Estimated obligated flow not yet tributary to the WWTP, MGD: This includes flows allocated to other
construction projects not yet contributing flow to the collection system. Flows allocated through interlocal
agreements or other contracts not yet contributing flow to the collection system are also included. For POTWs
that implement a pretreatment program,include flows allocated to industrial users who may not be using all of
their flow allocation. Please contact your Pretreatment Coordinator for information on industrial flow tributary
to your WWTP.
As of January 15, 2008 the POTW should have reviewed flow allocations made over the last two years and
reconciled their flow records,to the best of their ability, so it is known how much flow has been obligated and
is not yet been made tributary to the WWTP, in accordance with local policies and procedures employed by the
reporting entity.
e. WWTP facility's actual avg. flow,MGD: Previous 12 month average.
f. Total flow for this specific request. MGD: Enter the requested flow volume.
g. Total actual and obligated flows to the facility, MGD Equals [d+e+f]
h. Percent of permitted flow used: Equals [(g/c)*100]
For example:
On January 15 a POTW with a permitted flow of 6.0 MGD, reported to the Regional Office that there is 0.5
MGD of flow that is obligated but not yet tributary. The annual average flow for 2007 is 2.7 MGD. There is a
proposed flow expansion of 0.015 MGD.
The first Form FTSE submitted after January 15,2008 may have numbers like this:
c. = 6.0 MGD
d. = 0.5 MGD
e. = 2.7 MGD
f. = 0.015 MGD
g. = 3.215 MGD
h. = 53.6 %
The next Form FTSE may be updated like this with a proposed flow expansion of 0.102 MGD:
c. = 6,0 MGD
d. = 0.515 MGD
e. = 2.73 MGD
f. = 0.102 MGD
g. = 3.349 MGD
h. = 55.8 %
Each subsequent FTSE form will be updated in the same manner.
Page 4 of 6
FTSE I0-18

Section II
List the pump station name or number and approximate pump station firm capacity, approximate design average
daily flow (A) approximate current average daily flow (B), and the obligated, not yet tributary flow through the
pump station (C) for each pump station that will be impacted by the proposed sewer extension project. Calculate
the total current flow plus obligated flow(D=B+C)and the available capacity(E=A-D). Include the proposed flow
for this project with other obligated flows that have been approved for the pump station but are not yet tributary
(C).
Firm capacity is the maximum pumped flow that can be achieved with the largest pump out of service as per the
Minimum Design Criteria.
Design Average Daily Flow is the firm capacity of the pump station divided by a peaking factor(pf)of not less than
2.5.
If the available capacity (E) for any pump station is <0, then prepare a planning assessment for that pump station
if the system has future specific plans related to capacity that should be considered in the permitting process.
(A) (B) (C) (D)=(B+C) (E)=(A-D)
Obligated,
Design Approx. Not Yet Total Current
Firm Average Current Avg. Tributary Flow Plus
Pump Station Capacity Daily Flow Daily Flow, Daily Flow, Obligated Available
(Name or Number) MGD (Firm/pf) MGD MGD Flow Capacity*
Kaw Creek PS 0.800 0.320 0.252 0,080 0.332 -0.012
Valley Road PS 1.895 0.758 0.472 0.135 0.607 0.151
Page 5 of 6
FTSE 10-18

Planning Assessment Addendum Instructions
Submit a planning assessment addendum for each pump station listed in Section II where available capacity is<0.
A planning assessment for Kaw Creek PS(see example data above)may be performed to evaluate whether there is
significant likelihood that needed improvements or reductions in obligated flows will be in place prior to activating
the flows from the proposed sewer extension project.
If the system decides to accept the flow based on a planning assessment addendum,it is responsible to manage the
flow without capacity related sanitary overflows and must take all steps necessary to complete the project or control
the rate of flow to prevent sanitary sewer overflows.
The planning assessment may identify a funded project currently in design or construction, or a planned project in
the future not yet funded but in a formal plan adopted by the system. The system should carefully weigh the
certainty of successful timely project completion for any expansion, flow management diversion or infiltration and
inflow elimination projects that are the foundation of a planned solution to capacity tracking and acceptance
compliance.
For example:
Given that:
a. The proportion and amount of obligated, not yet tributary flow accounts for 24%and 0.080 MGD of the
committed flow in Pump Station Kaw Creek; and that
b. The rate of activation of this obligated,not yet tributary capacity is currently approximately 0.01 MGD
per year; and that
c. A funded capital project that will provide the required planned capacity, namely
is in design or under construction with planned
completion in ; and/or
d. The following applies:
The master plan and ten year capital plan contain recommended scope and funding for a capital project entitled
Kaw Creek Pump Station upgrade with funding planned in July 2014. This project is planned to add 0.100 MGD
to the firm capacity of the pump station by October 2015. Inclusion of this proposed capital project as a condition
of this Flow Tracking/Acceptance for Sewer Extension Permit Application elevates this project's priority for
funding and construction to be implemented ahead of the activation of obligated,not yet tributary flows in amounts
that exceed the firm pump station capacities identified in Section II above.
Therefore:
Given reasonably expected conditions and planning information,there is sufficient justification to allow this flow
to be permitted,without a significant likelihood of over-allocating capacity in the system infrastructure.
Page 6 of 6
VISE 0-I S

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MYERS 'Pry 0 7 2023
V2 GRINDER SERIES NCDEQ/DWR/NPDES
SHREDDING WASTEWATER
CHALLENGES
' - PATENTED AXIAL
CUTTER TECHNOLOGY
ADVANCED HYDRAULICS
J
4
LEGENDARY SEAL
LEAK DETECTION
pentair.com

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SUBMERSIBLE GRINDER PUMPS
The Myers V2 series grinder is engineered from the grouna up. in order to overcome the increased
debris and higher pressure required in today's wastewater environment. It features a patented
axial cutter design and semi-open impeller to effectively macerate challenging sewage solids into
a fine slurry.
Watch the video at www.Femyers.com
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POLY ROP -• SHOP RAG -
I AIIPIIIP I . -'
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PATENTED
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Easily slices through solids and
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can deliver up to 185'of lift for superior
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•
Features
A. Cable Entry System F. Seal Leak Probe I
• NEW!Optional quick disconnect cord • Located in seal chamber instead of
available for ease of maintenance motor area for true early warning
• Cable jacket sealed by compression of water leaks.Allows corrective
0 fitting;individual wires sealed action before costly motor or
by compression grommet for double seal bearing failure occurs.
protection against water ingress • Activates warning light in control
• Replace power cord without disturbing panel
motor for ease of maintenance
- -Ill G. SST Semi-Open Impeller
i_ B. Oil-Filled Motor • Provides improved performance,
• Maximizes heat dissipation; provides resists clogging
constant bearing lubrication for long life • Pump-out vanes help keep trash
• High torque start/run capacitor for single from seal,reduces pressure at seal
0_ or three-phase motors,assured starting face for longer life
- under heavy loads
H. Axial Cutter System
E 1 ; C. Heavy 416 SST Shaft • Constructed of 440 SST hardened
I. J�t o • Corrosion resistant,reduces
to 57-60Rc
i H.4 I l ii} O shaft deflection for long life for long life
• Easily replaceable without
- D. Lower Double Row Ball Bearings dismantling pump
© r
0 I • Absorb both axial and radial loads for
i increased durability I. Volute Case
• Cast iron 1-1/4"NPT vertical flanged
1 '-' 11 p'-�+• I E. Double Mechanical discharge
-
f LI t' Shaft Seals
H-, • • In oil-filled seal chamber for continuous
lubrication,superior motor protection
NEC Code Service Standard Cord
V/PMIz HP Start Amps 1 FL Amps : Full Load kW Start KVA FL KVA Model
Letter Faetor 20' 35'
230/1/60 2 49 18.5 4.2 11.27 4.26 G i Catalog VH2O 21 20 VH20 21 35
Eng 281480000 281480004
I 200/3/60 2 53 12.5 3.9 18.3 4.33 L 1 Catalog VH20-03-20 VH2O 03-35
' Eng
Catalog 281480001 28148D005
VH2O-23-20 VH2O-23-35
a 230/3/60 • 2 46 2 3.9 8.3 4.77 L Eng 28148D002 281480006
460/3/80 2 23 6 3.9 18.3 4.77 L 1
Catalog VH2O-43-20 VH2O-43-35
Eng 281480003 281480007 I
Catalog VH20-53-20 VH2O-53-35
575/3/60 2 25 5 3.9 24.9 4.98 L Eng 28148D020 281480021
200/1/60 2 66 16 3.2 13.2 3.2 G 1 Catalog VS20-01-20 VS20-01-35
co . Eng 281510020 281510021
4"r Cataloq VS20-21-20 VS20-21-35
230/1/60 2 49 13.5 3.2 11.27 3.12 1 G Enq 281510000 281510004
0_ o •t• V t-0-0 _ VS20-03-35
CO y ' g 2815 1001 281510005
V 1@ I Catalog VS20-23-20 VS20-23-35
•i 230/3/60 2 46 9 3.2 8.3 3.58 L Eng 281510002 281510006
Cat.•. I .20 -20 VS20-43-35
`ilbollisAi lbu ililidl rtet`ii`i`. .' _: roe 281510007
Catalog VS20 53 20 VS20-53-35
LLI 575/3/60 2 25 5 3.9 I 24.9 4.98 I L I I
l ,
Eng 281510022 281510023
200/1/60 2 66 16 3.2 13.2 3.2 G 1 Catalog VF20-01-20 VF20-01-35
Enq 282470020 282470021
Catalog VF20-21-20 VF20-21-35
230/1/60 2 49 13.5 3.2 11.27 3.12 G Enq 282470000 28247D004
I
a 200/3/60 2 53 10 3.2 18.3 3.46 L 1 Catalog VF20-03-20 VF20-03-35
a I Eng 282470001 28247E1005
t
Catalog ' f VF20-23-20 VF20-23-35
z 230/3/60 2 I 46 9 3.2 18.3 3.58 L 1 Enq 282470002 28247D006
I Catalog VF20-43-20 VF20-43-35
460/3/60 2 23 4.2 3.2 18.3 3.35 L 1 Eng 282470003 282470007
575/3/60 2 25 5 3.9 24.9 4.98 Catalog VF20-53-20 VF20-53-35
I_ i Eng I i 282470022 1 _ 282470023 J

•
Performance Data and Dimensions
3450 RPM O D - Product Capabilities
`� I\I I I Capacities To 58.5 gpm 221.4 1pm
[Dimensions in mm]
57 7" Heads To 185ft. .34m
I I l� 5.77 11.69"
• [297] Liquids Handlingdomestic raw sewage56II Intermittent Liquid Temp. up to 140'F up to 60'C
111k7®j7j1 Winding Insulation Temp. 311T 155T
t (Class F)
Motor Electrical Data 2 hp,3450 rpm
8.70" (Single phase motors are capacitor start 1 ph-capacitor start/run.
[221] type.Myers control panels or capacitor kits
t J are recommended for proper operation and 230 volts;60 H2
warranty.) 3 ph-induction run
1 V 200,230,460 volts,60 Hz
15.81" NPT
[402] Std.Third Party Approvals CSA
14111104 =m Acceptable pH Range 6-9
713" Specific Gravity .9-1.1
t7P_IMW1 �- [1:1] Viscosity 28-35SSU
Discharge(Flange Dia.) 1-1/4 in. 31.75 mm
Min.Sump Diameter
Simplex 24 in. 61.0 cm
Duplex 36 in. 91.4 cm
Construction Materials
2HP Pump Curves
200.00 Motor Housing,Seal Housing, Cast Iron,Class 30,
Cord Cap and Volute Case ASTM A48
180.00 - --------- - - Mt Impeller Semi-Open,Stainless Steel
s0.00 —vF20 __ Mechanical Seals:
Standard Double Tandem Carbon and Ceramic
4000 Optional Lower Tungsten Carbide
Pump,Motor Shaft 416 SST
120.00
Fasteners 300 Series SST
100.00 ------ - - Rotating Cutter, 440SST
1 Stationary Cutter 57-60 Rockwell
80.00 ---—---
60.00
40.00 --- - -- --
20.00
0 l0 20 30 40 50 60 70
Flew(9P0
►►ir PENTAIR a
1101 Myers Parkway Ashland,OH 44805 Ph:855.274.8948 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 their 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.
K4694(02/07/19)J20t9 Pentair plc.All Rights Reserved.

UV22
RECEIVED
�► AFk 07 2023
NCDEQ/DWR/NPDES
LEA PROPERTY
(Salters Haven at Lea Marina)
HAMPSTEAD, NC
LOW PRESSURE SEWER APPLICATION NARRATIVE
Prepared for:
WLI INVESMENTS, LLC
60 GREGORY ROAD, SUITE 1
BELVILLE, NC 28451
Prepared by:
v MCK M&CREED
v
243 North Front Street
Wilmington, NC 28401
[phone]
Project#09051 (40) %II rrrr
SEAL =_
March 2023 - �2y2574
%/3-
He- (V
�26 '-O -13

Low Pressure Sewer - Project Narrative
Lea Property
Hampstead, NC
March 2023
WDI Investments, LLC is proposing a low-pressure sewer system for twenty-five (25) proposed
lots in the Salters Haven Community and on seven (7) existing lots along the Intracoastal
Waterway in Hampstead, Pender County, NC. According to the latest FEMA flood mapping, a
portion of the property is within the 100-year flood plain (Zone(es) AE10, AE12, VE14, and
VE16), and according to USGS Mapping, the property drains to Topsail Sound (SA, ORW 18-87-
11.7).
WDI Investments, LLC desires to install a low-pressure sewer system consisting of simplex
grinder pumps within 36-inch wet wells and 2-inch and 3-inch force mains. There are 25 new
residential lots and 7 existing residential lots. Pluris has a flow reduction approved through
NCDEQ of 70 GPD/bedroom with a minimum design flow of 140 GPD. The new 25 lots will be
3-bedroom homes at 210 GPD = 5,250 GPD and the 7 existing lots are 4-bedroom homes at 280
GPD=1,960 GPD. The total requested flow is 7,210 GPD.
The low-pressure sewer system has been modeled to ensure adequate velocities are present
within the proposed force mains for scour and the simplex stations and pumps were designed
to perform within the required flow rate and head range. Modeling data and other calculations
are included herein. Each simplex station provides 24-hours of wastewater storage (360 GPD)
above the pump on elevation. Each station will have controls, alarm panels, and vents a
minimum of 2-foot above the 100-year Flood elevations. See plan and profile drawings and
detail sheets for additional information.
This new low-pressure system is designed in accordance with the NCDEQ minimum design
criteria. Appropriate horizontal and vertical clearances will be provided when proximal to the
proposed storm drainage system and the proposed water system.

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7

NORTH CAROLINA UTILITIES COMMISSION
RALEIGH
Docket No. W-1300, Sub 0 Exceptions Due on or Before January 22. 2013
NOTICE TO PARTIES
Parties to the above proceeding may file exceptions to the report and
Recommended Order hereto attached on or before the day above shown as provided in
G.S. 62-78. Exceptions, if any, must be filed (original and thirty (30) copies) with the
North Carolina Utilities Commission, Raleigh, North Carolina. and a copy thereof mailed
or delivered to each party of record, or to the attorney for such party, as shown by
appearances noted. Each exception must be numbered and clearly and specifically
stated in one paragraph without argument. The grounds for each exception must be
stated in one or more paragraphs, immediately following the statement of the exception,
and may include any argument, explanation, or citations the party filing same desires to
make. In the event exceptions are filed, as herein provided, a time will be fixed for oral
argument before the Commission upon the exceptions so filed, and due notice given to
all parties of the time so fixed; provided, oral argument will be deemed waived unless
written request is made therefor at the time exceptions are filed. If exceptions are not
filed, as herein provided, the attached report and recommended decision will become
effective and final on January 23, 2013 unless the Commission, upon its own initiative,
with notice to parties of record modifies or changes said Order or decision or postpones
the effective date thereof.
The report and Recommended Order attached shall be construed as tentative
only until the same becomes final in the manner hereinabove set out.

STATE OF NORTH CAROLINA
UTILITIES COMMISSION
RALEIGH
DOCKET NO. W-1300, SUB 0
BEFORE THE NORTH CAROLINA UTILITIES COMMISSION
In the Matter of
Application by Old North State Water Company, ) RECOMMENDED
LLC, for a Certificate of Public Convenience and ) ORDER GRANTING
Necessity to Provide Sewer Utility Service in ) FRANCHISE,
Majestic Oaks Subdivision and Hampstead ) APPROVING RATES,
Shopping Center in Pender County, North Carolina, ) AND REQUIRING
and for Approval of Rates. ) CUSTOMER NOTICE
HEARD IN: North Campus of Cape Fear Community College, Room 336, Third Floor,
McKeithan Center, 4500 Blue Clay Road, Castle Hayne, North Carolina,
on December 11 , 2012, at 7:00 p.m.
BEFORE: Ronald D. Brown, Hearing Examiner
APPEARANCES:
For Old North State Water Company, LLC:
Karen M. Kemerait, Styers, Kemerait & Mitchell, PLLC, 1101 Haynes
Street, Suite 101 , Raleigh, North Carolina 27604
For the Using and Consuming Public:
William E. Grantmyre, Staff Attorney, Public Staff-North Carolina Utilities
Commission, 4326 Mail Service Center, Raleigh, North Carolina
27699-4326
BROWN, HEARING EXAMINER On January 12, 2012, Old North State Water
Company, LLC (ONSWC) filed an application for a certificate of public convenience and
necessity (CPCN) to provide wastewater utility service and approval of rates for the
Majestic Oaks Subdivision and Hampstead Shopping Center in Pender County, North
Carolina. Pender County provides the water service to the Majestic Oaks Subdivision.
Hampstead Shopping Center is provided water from a private well.
On September 13, 2012, ONSWC filed an amended application for a CPCN to
provide wastewater utility service and approval of rates for the Majestic Oaks
Subdivision and Hampstead Shopping Center. The amended application included a
request for issuance of temporary operating authority and interim rates.

On November 6, 2012, ONSWC filed an irrevocable letter of credit (LOC) in the
amount of $20.000.00. Thereafter, on November 19, 2012, ONSWC filed an
amendment to the LOC and a bond.
On November 20, 2012, the Commission issued an Order Granting Temporary
Operating Authority, Approving Interim Rates, Scheduling Hearing, and Requiring
Customer Notice (Order Granting Temporary Operating Authority). In the Order
Granting Temporary Operating Authority, the Commission accepted and approved the
bond and surety; granted temporary operating authority to ONSWC: and approved a
Schedule of Interim Rates for sewer utility service rendered by ONSWC in the Majestic
Oaks Subdivision and Hampstead Shopping Center for service rendered on and after
the date of the Order Granting Temporary Operating Authority. Pursuant to the
Schedule of Interim Rates, the Commission approved interim flat monthly sewer rates
of: $60.00 for residential service; $60.00 for non-residential service per residential
equivalent unit (REU); and $1 ,440.00 for the Hampstead Shopping Center (24 REUs).
Also pursuant to the Schedule of Interim Rates, the Commission approved an interim
connection charge of $4,200.00 per REU.
On November 30, 2012, ONSWC filed the Certificate of Service, indicating that
customer notice had been provided in accordance with the Commission's Order
Granting Temporary Operating Authority.
On December 6, 2012, the Public Staff filed testimony of David C. Furr, Utilities
Engineer, Water Division of the Public Staff; Affidavit of Windley E. Henry, Staff
Accountant, Water Section, Accounting Division of the Public Staff; and Affidavit of
Calvin C. Craig, III, Financial Analyst, Economic Research Division of the Public Staff. In
his testimony, Mr. Furr recommended that the Commission approve flat monthly sewer
rates of $60.00 for residential service, $60.00 for non-residential service per REU, and
$840.00 for the Hampstead Shopping Center (14 REUs). Mr. Furr also recommended
that the Commission approve a connection charge of $4,200.00 per REU.
The public hearing was held as scheduled at 7:00 p.m., on December 11. 2012.
Michael John Myers. Member of ONSWC, testified at the public hearing on behalf
of ONSWC. Mr. Myers testified that ONSWC is in agreement with the rates and
connection charge that Mr. Furr recommended in his Testimony.
Mr. Myers also testified that the Majestic Oaks wastewater utility system has
been operating since 2006. The customers at the Majestic Oaks Subdivision and
Hampstead Shopping Center had been receiving wastewater service since 2006 at no
charge until December 1, 2012, at which time ONSWC began operating the system
after receiving temporary operating authority.

Mr. Myers further testified that Hampstead Land Group, LLC (HLG), the
developer of the Majestic Oaks Subdivision, had provided ONSWC with a customer list,
and that ONSWC had used that customer list to provide customer notice in accordance
with the Commission's Order Granting Temporary Operating Authority. After ONSWC
filed the Certificate of Service with the Commission on November 30, 2012, HLG
supplied ONSWC with an updated customer list. ONSWC compared the initial customer
list with the updated customer list, and determined that seven residential customers had
been added to the updated customer list and were not included in the initial list.
ONSWC hand-delivered customer notice to those seven residences within twenty-four
hours of discovering that notice had not already been provided to them.
The Public Staff presented the testimony of Mr. Furr at the public hearing. The
Public Staff admitted into evidence at the hearing the Affidavits of Mr. Henry and Mr.
Craig.
No public witness appeared at the public hearing.
Based upon the application and the amended application. the Commission's
records, the testimony of witnesses at the public hearing. the evidence introduced at the
hearing. and the entire record in this matter, the Commission makes the following
FINDINGS OF FACT
1. This is the first franchise sought by ONSWC.
2. ONSWC is properly before the Commission, seeking approval of a CPCN
pursuant to G.S. 62-110 to provide wastewater utility service in the Majestic Oaks
Subdivision and Hampstead Shopping Center, and approval of rates.
3. The plans for the Majestic Oaks wastewater treatment and high-rate
infiltration system are approved by the North Carolina Department of Environment and
Natural Resources, Division of Water Quality (DWQ) under a permit issued to HLG for
of a 25,005 gpd wastewater treatment plant (WWTP) and high rate infiltration facilities.
The 25,005 gpd WWTP can be expanded to a 59,720 gpd WWTP upon completion of
the second phase of the high-rate infiltration basin. The Majestic Oaks collection
system, which is approved by a DWQ permit issued to HLG, consists of 9..610 linear feet
of 8-inch gravity sewer, three pump stations, and 5,705 linear feet of 3-inch force main.
The Hampstead Shopping Center collection system is permitted to Hampstead Center
Associated, LP. and it includes 365 linear feet of 4-inch gravity sewer, 330 linear feet of
6-inch gravity sewer, 744 linear feet of 8-inch gravity sewer, a pump station, and 1 ,060
linear feet of 2-inch force main, with discharge up to 5,000 gpd into the wastewater
treatment facility. ONSWC intends to acquire the permits from HLG for the wastewater
treatment system and the collection system serving the Majestic Oaks subdivision.
4. Pursuant to the Order Granting Temporary Operating Authority. ONSWC
is currently providing wastewater utility service to approximately 55 residential

customers in the Majestic Oaks Subdivision and Hampstead Shopping Center. ONSWC
began providing wastewater utility service and charging customers as of
December 1 , 2012, after the Commission issued its Order Granting Temporary
Operating Authority on November 20, 2012.
5. There are 139 planned lots for the Majestic Oaks Subdivision, and 113 of
those planned lots have already been approved.
6. ONSWC plans to purchase the Majestic Oaks wastewater utility system
from HLG, at zero cost. However, ONSWC will collect connection fees from future
connections to the wastewater system and reimburse those fees to HLG. When
needed, HLG will complete the construction of the second phase of the high rate
infiltration system, up to a cost of $125,000, with ONSWC paying for costs over
$125,000, if any. HLG will also pay for the construction of any additional collection
system required to serve lots in the Majestic Oaks Subdivision.
7. ONSWC has the technical, managerial, and financial capability to provide
sewer utility service to the Majestic Oaks Subdivision and Hampstead Shopping Center.
8. The quality of wastewater utility service provided to date by ONSWC has
been satisfactory.
9. In its amended application, ONSWC applied for the following flat monthly
sewer rates and connection fee:
Residential Service $ 60.00
Non-residential service per REU $ 60.00
Hampstead Shopping Center (24 REUs) $1 ,440.00
Connection Fee (per REU) $4,200.00
10. ONSWC and the Public Staff are in agreement that the Commission
should approve the following flat monthly sewer rates and connection fee:
Residential Service $ 60.00
Non-residential service per REU $ 60.00
Hampstead Shopping Center (14 REUs) $ 840.00
Connection Fee (per REU) $4,200.00
11 . ONSWC has filed all exhibits required for the CPCN.
12. The service area for which this CPCN is issued is the Majestic Oaks
Subdivision and the Hampstead Shopping Center. The Hampstead Shopping Center
will be served as a bulk customer until the Hampstead Shopping Center wastewater
collection system is transferred to ONSWC. Prior to the transfer, the owner of the
Hampstead Shopping Center shall be responsible for the operation, maintenance and
repair of the wastewater collection system.
4

Based upon the application, the amended application, and the entire record in
this proceeding, the Hearing Examiner is of the opinion that the bond and surety filed by
ONSWC should be accepted and approved; that the sewer utility franchise requested by
ONSWC should be granted; and that the following rates and connection fee that have
been agreed upon by ONSWC and the Public Staff are just and reasonable and should
be approved:
Residential Service $ 60.00
Non-residential service per REU $ 60.00
Hampstead Shopping Center (14 REUs) $ 840.00
Connection Fee (per REU) $4,200.00
IT IS, THEREFORE, ORDERED as follows:
1. That the bond and surety in the amount of $20,000.00 filed by ONSWC is
accepted and approved.
2. That ONSWC is granted a CPCN to provide sewer utility service in the
Majestic Oaks Subdivision and Hampstead Shopping Center service area in Pender
County, North Carolina.
3. That Appendix A constitutes the CPCN.
4. That the Schedule of Rates. attached as Appendix B, is approved for
sewer utility service rendered by ONSWC in the Majestic Oaks Subdivision and
Hampstead Shopping Center service area. The Schedule of Rates is authorized to
become effective for service rendered on and after the date of this Order.
5. That the Notice to Customers, attached as Appendix C, be mailed with
sufficient postage or hand-delivered by ONSWC to all customers not later than 10 days
after the date of this Order; and that ONSWC shall submit to the Commission the
attached Certificate of Service properly signed and notarized no later than 15 days after
the date of this Order.
ISSUED BY ORDER OF THE COMMISSION.
This the 7ch day of January , 2013.
NORTH CAROLINA UTILITIES COMMISSION
rAau 1, 1, .C'tlourni-
rb01041301 Gail L. Mount, Chief Clerk

APPENDIX A
SCHEDULE OF RATES
for
OLD NORTH STATE WATER COMPANY, LLC
for providing sewer utility service in
MAJESTIC OAKS SUBDIVISION AND HAMPSTEAD SHOPPING CENTER
Pender County, North Carolina
Sewer Utility Service: (monthly)
Residential Service $ 60.00
Non-residential service per REU $ 60.00
Hampstead Shopping Center (14 REUs) $ 840.00
Connection Charqe: (per REU) $4,200.00
Reconnection Charqe:
If sewer service is cut off by utility for good cause: $ 15.00
Bills Due: On billing date
Bill Past Due: 15 days after billing date
Billing Frequency: Shall be monthly for service in arrears
Finance Charqe for Late Payment: 1% per month will be applied to the unpaid
balance of all bill still past due 25 days after
billing date
Issued in Accordance with Authority Granted by the North Carolina Utilities Commission
in Docket No. W-1300, Sub 0, on this the 7th day of January, 2013

STATE OF NORTH CAROLINA
UTILITIES COMMISSION
RALEIGH
APPENDIX B
DOCKET NO. W-1300, SUB 0
BEFORE THE NORTH CAROLINA UTILITIES COMMISSION
In the Matter of
Application by Old North State Water Company, LLC, for )
a Certificate of Public Convenience and Necessity to ) NOTICE TO
Provide Sewer Utility Service in Majestic Oaks ) CUSTOMERS
Subdivision and Hampstead Shopping Center in Pender )
County, North Carolina, and for Approval of Rates.
Notice is hereby given that the North Carolina Utilities Commission has issued an
Order Granting Franchise, Approving Rates, and Requiring Customer Notice in the
above-captioned matter. Said Order authorized Old North State Water Company, LLC,
to charge sewer utility rates in Majestic Oaks Subdivision and Hampstead Shopping
Center in Pender County, North Carolina, as follows:
Sewer Utility Service: (monthly)
Residential Service $ 60.00
Non-residential service per REU $ 60.00
Hampstead Shopping Center (14 REUs) $ 840.00
This the 7th day of January, 2013.
NORTH CAROLINA UTILITIES COMMISSION
soul, l .CYlov�rc
Gail L. Mount, Chief Clerk

CERTIFICATE OF SERVICE
, mailed with sufficient
postage or hand delivered to all affected customers the attached Notice to Customers
issued by the North Carolina Utilities Commission in Docket No. W-1300, Sub 0, and
the Notice was mailed or hand delivered by the date specified in the Order.
This the day of , 2013.
By:
Signature
Name of Utility Company
The above named Applicant, . personally
appeared before me this day and, being first duly sworn, says that the required Notice
to Customers was mailed or hand delivered to all affected customers, as required by the
Commission Order dated in Docket No. W-1300, Sub 0.
Witness my hand and notarial seal, this the day of , 2013.
Notary Public
Address
(SEAL) My Commission Expires:
Date

yy
56~1i��
°n aHM men
NORTH CAROLINA
PUBLIC STAFF
UTILITIES COMMISSION
January 7, 2019
MrMichael. Myers
Old North State Water Company, LLC
4700 Homewood Court, Suite 108
Raleigh, NC 27609
RE: Old North State Water Company, LLC
Docket No. W-1300, Sub 56
Notification of Intention to Begin Operations in Area Contiguous to Present
Service Area — Salter's Haven at Lea Marina Subdivision, Pender County
TO WHOM IT MAY CONCERN:
The North Carolina Utilities Commission has received a Notification of Intention
to Begin Operations in Area Contiguous to Present Service Area to provide sewer utility
service in Salter's Haven at Lea Marina Subdivision in Pender County, North Carolina.
The service area is contiguous to Old North State Water Company's Majestic Oaks
service area. The Public Staff anticipates that approval will be granted upon
investigation and review of the submitted notification.
Please feel free to call if you have any questions or if I can be of further
assistance.
Sincerely,
Lindsay arden, PE
Engineer
Public Staff—Water Division
North Carolina Utilities Commission
cc: Chief Clerk
Freda Hilburn
Executive Director Communications Economic Research Legal Transportation
733-2435 733-5610 733-2902 733-6110 733-7766
Accounting Consumer Services Electric Natural as Water
733-4279 733-9277 733-2267 733- 26 7 3-5610
4326 Mail Service Center•Raleigh,North Carolina 27699-4326•Fax[phone]
An Equal Opportunity/Affirmative Action Employer

PAT MCCRORY
Governor
DONALD R. VAN DER VAART
M Secretary
Water Resources
ENVIRONMENTAL QUALITY S. JAY ZIMMERMAN
Dircctor
February 19, 2016
Michael J. Myers, President
Old North State Water Company, LLC
1620 Chalk Road
Wake Forest, NC 27587
Subject: Adjusted Daily Sewage Flow Rate Approval
Majestic Oaks
Majestic Oaks WWTF(WQ0030088)
Dear Mr. Myers:
On January 19, 2016, the Division of Water Resources (Division) received an adjusted daily sewage flow
rate (flow reduction) request that would apply to all future residential connections tributary to the
Majestic Oaks WWTF(WQ0030088).
In accordance with 15A NCAC 02T .0114(f)(2), the Division has evaluated the request and based on the
data submitted, the Division hereby approves for use by the applicant an adjusted daily sewage design
flow rate with the following conditions:
• The flow reduction is granted for future residential connections tributary to the system.
•
Permitted but not yet tributary connections can be granted the flow reduction, however a permit
modification request must be submitted to the Division.
• The flow reduction is applicable to residential single family dwellings only.
• The minimum flow for 1 and 2 bedroom dwellings shall be 140 gallons per day.
• Each additional bedroom above two bedrooms shall increase the volume by 70 gallons per day
per bedroom.
• This flow reduction shall not apply to sewer extension applications and/or permits for any other
public or private organizations whose wastewater flows are or might become tributary to the
Majestic Oaks WWTF(WQ0030088).
All other aspects of the permitting process remain unchanged, and all applications must be in compliance
with the statues, rules, regulations and minimum design criteria as certified by the owner and engineer.
Regardless of the adjusted design daily wastewater flow rate, at no time shall the wastewater flows
exceed the effluent limits defined in the for the treatment facility or exceed the capacity of the sewers
downstream of any new sewer extension or service connection(s).
State of North Carolina I Environmental Quality I Water Resources
1617 Mail Service Center I Raleigh,North Carolina 27699-1611
919 807 6300

Majestic Oaks WWTF
February 19, 2016
The granting of this flow reduction does not prohibit the Division from reopening, revoking, reissuing
and/or modifying the flow reduction as allowed by the laws, rules,and regulations contained in 15A NCAC
02T, NCGS 143-215.1, or as needed to address changes in State and/or Federal regulations with respect
to wastewater collection systems, protection of surface waters and/or wastewater treatment.
If you have any questions, please contact Michael Leggett at [phone], or via e-mail at
[e-mail].
Sincerely,
for S.Jay Zimmerman, P.G.
Director, Division of Water Resources
by Deborah Gore,Supervisor
Pretreatment, Emergency Response, Collection System Unit
cc: Donna Cote, Hampstead Land Group, LLC
120 Penmarc Drive, Suite 118, Raleigh, NC 27603
Scott Smart, PE—Envirolink ([e-mail])
Nathaniel Thornburg, Unit Supervisor—Non-Discharge Permitting Unit
Wilmington Regional Office Regional Office, Water Quality Section Regional Operations
Water Resources Central Files:WQ0030088
PERCS(electronic copy)

RECEIVED
Ar'r, 0 7 O21,
NCDEQ/DWR/NPDES
LEA PROPERTY
HAMPSTEAD, NC
LOW PRESSURE SEWER TECHNICAL SPECIFICATIONS
Prepared for:
WLI INVESMENTS, LLC
60 GREGORY ROAD, SUITE 1
BELVILLE, NC 28451
Prepared by:
, McIQM&CREED
v
243 North Front Street
Wilmington, NC 28401
[phone]
Project#09051 (40)
March 2023 SEAL
22574
2023-03-13

Low Pressure Sewer — Technical Specifications
Lea Property - Hampstead, NC
March 2023
Table of Contents:
3123 34.01 Excavating, trenching,Dewatering, and Backfilling for Utility Work (21 pages)
33 3123 Sanitary Sewer Force Mains,Valves, and Appurtenances (9 Pages)
33 3217 Low Pressure Sewer Systems and Residential Grinder Pumps(15 Pages)

SECTION 31 23 34.01
EXCAVATING, TRENCHING, DEWATERING AND BACKFILLING FOR UTILITY WORK
PART 1 GENERAL
1_1 SUMMARY
A. Furnish all labor, equipment, supplies and materials, and perform all operations in
connection with the following:
1. Clearing, grubbing, and preparation of the site; removal and disposal of all debris.
2. Pipeline and utility structure excavations including trenching, subgrade
preparation, embedment, backfilling, pumping, and dewatering
3. Tunneled (trenchless construction) crossings.
4. Sheeting, shoring, and protection of work.
5. Borrow, transportation, handling, storage, and disposal of suitable and unsuitable
materials for pipelines, utility structures, site fills, curb and gutters, sidewalks,
driveways, and pavements
6. Subgrade preparation, grading, wetting, rolling, surfacing and other operations
pertaining to the site work
7. Protection of adjacent property.
B. No classification of excavated materials will be made. Excavation includes all materials
regardless of type, character, composition, moisture, or condition thereof.
C. Related Requirements:
1. Section 03 05 00 - Concrete
2. Section 32 92 01 - Seeding and Sodding
3. Section 33 14 13-Water Distribution Piping, Valves, Hydrants, and Appurtenances
4. Section 31 31 11 - Sanitary Sewer Gravity Mains
5. Section 33 31 23 - Sanitary Sewer Force Mains, Valves, and Appurtenances
6. Section 33 32 11 - Wastewater Pumping Stations
1.2 REFERENCES
A. Definitions:
1. "Subgrade" is the uppermost surface of native soil material unmoved from cuts,
the bottom of excavation.
B. Reference Standards:
1. OSHA - Safety and Health Regulations for Construction, Chapter XVII of Title 29,
CFR, Part 126
2. NCDOT Positive Shoring Plan - issued with Right-of-Way Encroachment
Agreement
3. AASHTO T99/T180 - Standard Method of Test for Moisture-Density Relations of
Soils.
4. ASTM C136 - Sieve analysis of fine and coarse aggregates.
5. ASTM D448 - Standard Classification for Sizes of Aggregate for Road and Bridge
Construction.
Date 1/1/23 Excavating, Trenching, Dewatering and Backfilling for Utility Work Cape Fear Public
31 23 34.01-1 Utility Authority

6. ASTM D698 - Tests for moisture-density relations of soils and soil-aggregate
mixture using 5.5 lb (2.49 kg) rammer and 12 inch (305 mm) drop.
7. ASTM D2321 — Underground Installation of Thermoplastic Pipe for Sewers and
Other Gravity-Flow Applications.
8. ASTM D2487 - Classification of Soils for Engineering Purposes.
9. ASTM D4253 - Test Methods for Maximum Index Density and Unit Weight of Soils
Using a Vibratory Table.
10. ASTM D4254 - Test Methods for Minimum Index Density and Unit Weight of Soils
and Calculation of Relative Density.
11. ASTM D4318 - Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils.
12. ASTM D4832 - Test Method for Preparation and Testing of Controlled Low
Strength Material (CLSM) Test Cylinders.
13. ASTM D6023-Test Method for Density(Unit Weight), Yield, Cement Content, and
Air Content (Gravimetric) of Controlled Low-Strength Material (CLSM).
14. ASTM D6938 - Standard Test Methods for In-Place Density and Water Content of
Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).
1.3 SUBMITTALS
A. Contractor Excavation Protection Plans or NCDOT Positive Shoring Plans:
1. Provide sheeting, shoring, and bracing materials and installation required to
protect excavations and adjacent structures and property.
2. At least 30 days before starting construction on sheeting and shoring, and in
accordance with the OSHA and NCDOT requirements, the Contractor shall ensure
the sheeting and shoring design engineer complete and submit the Protective
System Design Certificate(s) for the sheeting and shoring systems that the
Contractor will install.
3. If required by the OSHA regulations to protect existing facilities, the Contractor
shall submit separate certificates for each unique design. The certificate(s) shall
be signed and sealed by the registered professional engineer that designed the
protection system.
B. Geotextile Fabrics: Samples, manufacturer's product data, installation instructions
C. Embedment and Backfills Materials:
1. Name and location of proposed material suppliers.
2. Standard test results for materials proposed by independent materials testing firm.
D. Trench Shields: Fabricator/manufacturer certifications
1.4 QUALITY ASSURANCE
A. Contractor to provide experienced on-site Safety Officer and Superintendent to comply
with OSHA regulations for site excavations and engineered shoring plans.
B. Safety Officer and Superintendent shall hold OSHA 30-Hour Construction Certifications
and classified as the competent person.
Date 1/1/23 Excavating, Trenching, Dewatering and Backfilling for Utility Work Cape Fear Public
31 23 34.01-2 Utility Authority

1.5 EXISTING SITE CONDITIONS
A. Every reasonable effort has been made to provide accurate information on existing site
conditions. The Contractor should become familiar with the site and satisfy himself as
to the scope of the work involved and the materials to be encountered. Any significant
change in conditions should be immediately brought to the attention of the Engineer.
PART 2 PRODUCTS
2.1 MATERIALS
A. Geotextile Fabric. The fabric shall be provided in rolls wrapped with covering for
protection from mud, dirt, dust, and debris.
1. Geotextile Fabric Type A. Geotextile fabric Type A shall be provided for installation
at locations indicated on the Drawings and as specified herein. Geotextile Fabric
Type A shall be a nonwoven fabric consisting of only continuous chains of
polymeric filaments or yarns of polyester formed into a stable network by needle
punching. The fabric shall be inert to commonly encountered chemicals; shall be
resistant to mildew, rot, ultraviolet light, insects, and rodents; and shall have the
indicated properties:
Property Test Method Unit Minimum Average
Roll Value *
Fabric Weight ASTM D3776 oz/yd2 5.7
Grab Strength ASTM D4632 lb 155
Grab Elongation ASTM D4632 percent 50
Mullen Burst ASTM D3786 psi 190
Strength
Apparent Opening CW-02215 U.S. Std. 70
Size Sieve Size
* Minimum average roll value in weakest principal direction.
B. Polyethylene Film: Polyethylene film beneath concrete slabs or slab base course
material shall be Product Standard PS17, 6 mil minimum thickness.
C. Granular Materials and Soils: Five classes defined according to properties and
characteristics as follows.
a. Class I - Angular, 25 mm (1-in.) to No.4 (3/16 in.) in size, #57 or#67 graded
stone or equivalent regional material from crushed rock, slag, and/or coral.
b. Class II - Coarse sands and gravels with maximum size of 25 mm (1-in.),
including variously graded sands and gravels containing small percentages of
fines, generally granular and non-cohesive, either wet or dry. Soil Types GW,
GP, SW, and SP are included in this class.
c. Class III - Fine sand and clayey gravels, including fine sands, sand-clay
mixtures, and gravel-clay mixtures. Soil Types GM, GC, SM, and SC are
included in this class.
Date 1/1/23 Excavating, Trenching, Dewatering and Backfilling for Utility Work Cape Fear Public
31 23 34.01-3 Utility Authority

d. Class IV - Silt, silty clays, and clays, including inorganic clays and silts of
medium to high plasticity and liquid limits. Soil Types MH, ML, CH, and CL
are included in this class. These materials are not acceptable for bedding,
haunching, or initial backfill.
e. Class V - This class includes the organic soil, OL, OH, PT as well as soils
containing frozen earth, debris, rocks, larger than 37.5 mm (1-1/2 in.) in
diameter, and other foreign materials. These materials are not acceptable for
bedding, haunching, initial backfill, or final backfill.
D. General Fill:
1. Use soils free of organic matter, refuse, rocks and lumps greater than 4 inches in
diameter and other deleterious matter.
2. Fill shall have a liquid limit not greater than 45, and plasticity index not greater than
25.
3. Previously excavated materials complying with the Contract Documents
requirements for general fill may be used for general fill.
4. When on-site materials are found unsuitable for use as general fill, provide
approved off-site general fill materials. Prior to using off-site material as general
fill, furnish submittal for and obtain Engineer's approval of the material proposed
for use.
5. General fill material not otherwise specified shall be Class II or Ill.
E. Granular Fill: Granular fill under floor slabs shall be Class I material.
F. Structural Fill: Fill material placed inside the line of the building foundation or slab shall
be Class I or II.
G. Fill Under Pavement: Fill material used beneath pavement and for road shoulders shall
be Class II or Ill.
H. Topsoil: Natural, friable soil free of subsoil, stumps, rocks larger than 2 inches in
diameter, weeds, and other material detrimental to plant growth.
I. Concrete: Concrete placed for cradles, thrust blocks, or encasement shall be Class B
concrete as specified in Section 03 05 00 - Concrete.
J. Subbase Material:
1. Material shall be naturally- or artificially graded mixture of natural or crushed
gravel, crushed stone, or natural or crushed sand. Crushed slag is unacceptable.
K. Drainage Fill:
1. Material shall be washed, uniformly graded mixture of crushed stone, or crushed
or uncrushed gravel, with 100 percent passing 1-1/2-inch sieve and not more than
10 percent passing a No. 4 sieve (#57 or#67 stone).
L. Controlled Low Strength Material (CLSM):
1. CLSM shall be self-leveling and self-compacting cementitious material.
a. Cement: Type I or Type II Portland cement complying with ASTM
C 150/C 150M.
b. Fly Ash Mineral Admixture: Comply with ASTM C618, Class F.
Date 1/1/23 Excavating, Trenching, Dewatering and Backfilling for Utility Work Cape Fear Public
31 23 34.01-4 Utility Authority

c. Water: Clean, potable.
d. Admixtures: Provide admixtures in accordance with product manufacturer's
published instructions. Admixtures shall be compatible with each other. Do
not use calcium chloride or admixtures containing chloride ions. Use only
admixtures that have been tested and approved in the mix designs.
e. Fine Aggregates: ASTM C33/C33M.
2. CLSM Mix:
a. Cement Content: 50 pounds per cubic yard.
b. Fly Ash Mineral Admixture: 250 pounds per cubic yard.
c. Fine Aggregate Content: 2910 pounds per cubic yard.
d. Water Content: 500 pounds per cubic yard.
e. Admixtures shall comply with manufacturer's recommendations for use with
CLSM.
f. Unconfined compressive strength shall be not more than 100 psi.
g. Adjustment of Mixes.
1) Mix design adjustments may be requested by Contractor when warranted
by characteristics of materials, Site conditions, weather, test results, or
other, similar circumstances.
2) Submit for Engineer's approval laboratory test data for adjusted mix
designs, including compressive strength test results.
3) Implement adjusted mix designs only after Engineer's approval.
4) Adjustments to mix designs shall not result in additional costs to Owner.
2_2 SOURCE QUALITY CONTROL
A. Perform quality assurance testing, and submit results to Engineer, in accordance with
the 'Submittals" Article in Part 1 of this Section.
PART 3 EXECUTION
3.1 INSPECTION
A. Familiarization: Prior to commencement of the Work, become thoroughly familiar with
the site, the site conditions, and all portions of the work specified in this Section.
B. Provide Engineer with sufficient notice and with means to examine areas and
conditions under which excavating, filling, and grading will be performed. Do not
proceed with the Work until unsatisfactory conditions are corrected.
C. Approvals: Backfilling and grading operations near foundations, walls, pipes and other
portions of the work to be covered shall not commence until the Engineer has
completed all required inspections, tests and approvals. Work covered prior to
inspection shall be uncovered for inspection purposes and backfilled.
3_2 SUBSURFACE UTILITY LOCATION AND EXPLORATION
A. Existing Utilities Location:
Date 1/1/23 Excavating, Trenching, Dewatering and Backfilling for Utility Work Cape Fear Public
31 23 34.01-5 Utility Authority

1. Prior to excavation, Contractor shall contact local underground alert hotlines,
"North Carolina 811" and/or individual utility owners for marking underground
utilities. A survey shall be made of the utility size, material, location, and elevation
prior to trench excavation and information shall be recorded on the record
Drawings maintained by the Contractor.
2. Once utilities are marked and recorded, Contractor shall excavate to expose the
existing utilities in advance of the construction.
3. Perform all work required in connection with excavating, stockpiling, maintaining,
sheeting, shoring, filling, and replacing pavement for utility location pits.
4. Contractor shall be responsible for the definite location of each existing
underground utility involved within the area of excavation for the Work and exercise
care during such location work to avoid damaging and disrupting the affected
underground facilities or structures. Contractor shall be responsible for repairing,
at his expense, damage to underground facility or structures caused during
exploratory Work.
3_3 PREPARATION
A. Surface Preparation
1. Clearing: Areas designated for clearing and required for construction operations
shall be cleared of trees, brush, structures and other materials within the defined
rights-of-way, easements, and limits of disturbance indicated. Trees which are to
remain shall be protected during clearing operations and subsequent work.
2. Grubbing: Roots, stumps and other materials shall be grubbed from the
cleared areas to a depth of at least 18 inches. Tree stumps shall be grubbed in
their entirety, including tap roots where applicable.
3. Topsoil: Strip existing topsoil to a depth of 4 inches from areas to be excavated or
graded. Stockpile the topsoil in a suitable area for use during final grading
operations. Protect the topsoil from excessive erosion.
4. Unsuitable Material: Remove sod, muck, or other unsuitable material to firm
subsoil in areas designated for filling or grading operations.
5. Disposal: Trees, stumps, roots, rubbish, unsuitable soil, or other material resulting
from surface preparation shall be remove from the site by the Contractor and
disposed of.
B. Prohibited Work:
1. Burning or blasting and use of explosives is not allowed.
C. Dust Control:
1. Control objectionable dust caused by Contractor's operation of vehicles and
equipment, clearing and other actions. To minimize airborne dust, apply water or
use methods subject to approval of authorities having jurisdiction.
3_4 EXCESS WATER CONTROL
A. General Dewatering:
1. Grade and maintain all areas of the site to preclude surface runoff into excavations
and prevent ponding of water.
2. Remove all soil softened or eroded by the presence of water and replace with
suitable backfill material.
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3. Provide and maintain drainage and dewatering equipment to remove and dispose
of all surface water and ground water entering excavations, or other parts of the
Work areas. Keep excavations dry during execution of Work, subgrade
preparation, and continually thereafter until the pipeline or structure to be built
therein is acceptable to Engineer and backfilling operations are completed and
acceptable to Engineer.
4. Provide temporary drainage ditches and temporary dikes and provide required
temporary pumping and other work necessary for diverting or removing rainfall and
all other accumulations of surface water from excavations and fill areas. Perform
diversion and removal of surface water in manner that prevents accumulation of
water behind permanent or temporary structures and at any other locations in the
construction area where such accumulations may be detrimental.
5. Water used for working or processing, resulting from dewatering operations, or
containing oils or sediments that will reduce the quality of the surface water or
groundwater downstream of the point of discharge, shall not be directly
discharged. Divert such waters through temporary settling basin or filter before
discharging to surface water, groundwater, or drainage routes.
6. Contractor shall be responsible for condition of piping, conduits, and channels
used for drainage and such piping, conduits, and channels shall be clean and free
of sediment.
B. Temporary Dewatering Systems:
1. Contractor shall design, provide, and operate dewatering system to include
sufficient trenches, sumps, pumps, hose, piping, well points, deep wells, and
similar facilities, necessary to depress and maintain groundwater level below the
base of each excavation during all stages of construction operations.
2. Design and operate dewatering system to avoid settlement and damage to existing
structures and underground facilities.
3. Groundwater table shall be lowered in advance of excavation for a sufficient period
of time to allow dewatering of fine grain soils.
4. Maintain groundwater level at excavations 2-feet below lowest subgrade
excavation until the structure has sufficient strength and weight to withstand
horizontal and vertical soil and water pressures from natural groundwater.
5. Operate dewatering system continuously, 24-hours per day, 7-days per week.
Provide standby pumping facilities and personnel to maintain the continued
effectiveness of the system. Do not discontinue dewatering operations without first
obtaining Engineer's acceptance for such discontinuation.
6. Locate elements of temporary dewatering system to allow continuous dewatering
operation without interfering with the Work to the extent practicable.
7. Where portions of dewatering system are located in the area of permanent
construction, submit to and obtain Engineer's acceptance of details of proposed
methods of constructing the Work at such location. Control of ground water shall
continue until the permanent construction provides sufficient dead load to
withstand hydrostatic uplift of the normal groundwater, until concrete has attained
sufficient strength to withstand earth and hydrostatic loads, and until waterproofing
Work is completed.
8. Perform pumping of water from excavations in a manner that prevents carrying
away of unsolidified concrete materials, and that avoids damaging the subgrade.
C. Disposal of Water Removed by Dewatering System:
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1. Contractor's dewatering system shall discharge to in accordance with the NC
Sedimentation Pollution Control Act, NCDEQ Erosion Control Permit, and NC
Stormwater Permit for Construction Activities.
2. Convey water from excavations in closed conduits. Do not use trench excavations
as temporary drainage ditches.
3. Dispose of water removed from excavations in a manner that does not endanger
health and safety, property, the Work, and other portions of the Project.
4. Dispose of water in manner that causes no inconvenience to Owner, others
involved in the Project, and adjacent and downstream properties.
3_5 SHEETING, SHORING AND BRACING
A. General:
1. Design and provide sheeting, shoring, bracing, cofferdams, and similar excavation
supports as shown, specified, and required for the Work. Where sheeting, shoring,
bracing, or trench boxes are used, they must be designed and sealed by a
professional engineer licensed to practice in the State of North Carolina.
2. Clearances and types of temporary sheeting, shoring, bracing, and similar
excavation supports, insofar as they may affect the finished character of the Work
and the design of sheeting to be left in place, will be subject to the Engineer's
approval; but Contractor is responsible for adequacy of all sheeting, shoring,
bracing, cofferdams, and similar excavation supports.
3. Materials:
a. Previously used materials shall be in good condition and shall not be damaged
or excessively pitted. All steel or wood sheeting designated to remain in place
shall be new. New or used sheeting may be used for temporary sheeting,
shoring, and bracing.
b. All steel work for sheeting, shoring, bracing, cofferdams, and other excavation
supports, shall be in accordance with ANSI/AISC 360, except that field welding
will be allowed.
c. When required, provide permanent steel sheet piling or treated timber sheet
piling where subsequent removal of sheet piling might allow lateral movement
of soil under adjacent structures
4. As excavation progresses, carry down shoring, bracing, cofferdams, and similar
excavation supports to required elevation at bottom of excavation.
5. Maintain sheeting, shoring, bracing, bracing, and other excavation supports in
excavations regardless of time-period excavations will be open.
6. Unless otherwise shown, specified, or directed, remove materials used for
temporary construction when the Work is completed. Perform such removal in
manner not injurious to the structures and underground facilities,their appearance,
and adjacent construction.
B. Removal of Shoring, Sheeting and Bracing:
1. Remove sheeting and bracing from excavations, unless otherwise directed by
Engineer in writing. Perform removal to avoid damaging the Work and adjacent
construction. Removal shall be equal on both sides of excavation to ensure no
unequal loads on structures and underground facilities.
2. Defer removal of sheeting and bracing, where removal may cause soil to come
into contact with concrete, until the following conditions are satisfied:
a. Concrete has cured for not less than 7 days.
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b. Wall and floor framing, up to and including grade level floors, is in place.
3. When shoring is installed that does not extend below the invert of the underground
structure, the shoring shall be removed. Backfill and compaction shall be executed
in conformance with the specifications.
C. Shoring Left in Place:
1. Only shoring authorized by the Engineer and approved by the Engineer shall be
left in place.
2. When shoring is installed to extend below the underground structure, the shoring
shall remain with the top edge 4-feet below the finished grade.
D. Sheeting Left in Place:
1. Materials: Steel sheeting shown or indicated to be left in place shall consist of
rolled sections of continuous interlocking type. Steel sheeting material designated
to be left in place shall be new. Type and design of the sheeting and bracing shall
comply with the above requirements for steel work for all sheeting and bracing.
2. Installation:
a. Steel sheeting to be left in place shall be driven straight to lines and grades
as shown, indicated, or directed. Piles shall penetrate into firm materials with
secure interlocking throughout pile's entire length. Damaged piling having
faulty alignment shall be pulled and replaced by new piling.
b. Type of guide structure used and method of driving steel sheeting to be left in
place shall be determined by Contractor's professional engineer.
3. Cut off at elevations shown, indicated, or directed by Engineer sheeting left in place
and remove cut off pilings from the Site.
4. Clean wales, braces, and all other items to be embedded in the permanent
structure and ensure that concrete surrounding the embedded element is sound
and free of air pockets and harmful inclusions. Provisions shall include the cutting
of holes in the webs and flanges of wale and bracing members, and welding of
steel diaphragm water stops perpendicular to the centerline of brace ends that are
to be embedded.
3_6 TRENCH EXCAVATION
A. Cutting Existing Surface Pavements.
1. Cuts in concrete pavement and concrete base pavements shall be no larger than
necessary to provide adequate working space for proper installation of pipe and
appurtenances.
2. Cutting shall be started with a concrete saw in a manner which will provide a clean
groove at least 1-1/2 inches deep along each side of the trench and along the
perimeter of cuts for structures.
3. Concrete pavement and concrete base pavement over trenches excavated for
pipelines shall be removed so that a shoulder not less than 12-inches in width at
any point is left between the cut edge of the pavement and the top edge of the
trench.
4. Pavement cuts shall be made to and between straight or accurately marked curved
lines which, unless otherwise required, shall be parallel to the center line of the
trench.
5. Pavement removal for connections to existing lines or structures shall not exceed
the extent necessary for the installation.
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6. Where the trench parallels the length of concrete walks, and the trench location is
all or partially under the walk, the entire walk shall be removed and replaced.
7. Where the trench crosses drives, walks, curbs, or other surface construction, the
surface construction shall be removed and subsequently replaced between
existing joints or between saw cuts as specified for pavement.
B. Trench Width: Trenches shall be excavated to a width which will provide adequate
working space and sidewall clearance for proper installation, jointing, and embedment
haunching. Trench banks from the top of the pipe to trench bottom shall be as vertical
as practicable.
C. Over-Excavation: Over-depth excavation carried below required grade, unless
authorized by the Engineer, shall be backfilled with Class I material, and compacted as
embedment at no additional cost to Owner.
D. Alignment and Depth: Trench to the lines and grades shown on the drawings. Where
elevations are not shown, trench to a depth sufficient to provide at least 36-inches of
cover above the top of pipe, unless otherwise specified. Grade trenches to provide a
constant slope free of sags and high spots.
E. Dewatering: Keep trenches free of water.
F. Trench Bracing: Properly brace, sheet and support trench walls as soil conditions
indicate and in conformance OSHA regulations. Provide adequate bracing and shoring
to protect adjacent improvements according to contractor submitted excavation plan or
NCDOT positive shoring plan. Contractor shall provide certification for all
premanufactured trench bracing devices prior to any excavation activities.
G. Bedding, Haunching and Backfill: Tamp to provide firm, even bedding. Excavate
bedding material to match the shape of the bottom of the pipe and bell, as detailed in
the drawings. Shovel slice haunching material to provide full bearing around the bottom
of the pipe.
H. Method of Compaction Density Testing: ASTM D698 Standard Proctor
I. Pipe Trench Construction: (Depth measured from top of pipe to final grade)
1. Bedding requirements for sewer force mains and water mains listed in Section 3.6.1
below shall be followed, if it has been determined that unsuitable soils exist within
the excavated trench. Otherwise bedding for sewer force mains and water mains
may be Class I or Class II. All other backfill for sewer force mains and water mains
shall be as shown below.
2. Type A— Sewer mains 12-feet and deeper
a. Bedding, Haunching, and Initial Backfill — Class I bedding material, 4-inch
minimum depth or 1/8 pipe diameter from stable subgrade to pipe invert; Class
I haunching and initial backfill from invert to 6-inces above top of pipe; compact
all zones to 95% standard density.
b. Final Backfill — Class II material from top of initial backfill to ground surface;
compact to 95% standard density.
3. Type B — Sewer mains between 6-feet and 12-feet deep (occasional water and
sewer force mains)
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a. Bedding and Haunching — Class I bedding material, 4-inch minimum depth or
1/8 pipe diameter from stable subgrade to pipe invert; Class I haunching to
spring-line of pipe; compact both zones to 95% standard density.
b. Initial Backfill —Class II material from spring-line of pipe to 6-inches above top
of pipe; compact to 95% standard density.
c. Final Backfill — Class II or III material from top of initial backfill to ground
surface; compact to 95% standard density.
4. Type C— Sewer, water, and sewer force mains 3-feet to 6-feet deep
a. Bedding and Haunching — Class I material 4-inch minimum depth or 1/8 pipe
diameter from stable subgrade to 1/6 pipe outside diameter above invert;
compact to 95% standard density.
b. Initial Backfill — Class II or III material from top of pipe to a minimum of 6-
inches above top of pipe; compact to 95 standard density.
c. Final Backfill — Class II or III material from top of initial backfill to ground
surface; compact to 95% standard density.
5. Type S—Water and sewer service lines 3-feet to 6-feet deep
a. Bedding, Haunching, and Initial Backfill—Class I or II material 3-inch minimum
depth from stable subgrade to 3-inch minimum above top of pipe; compact to
95% standard density.
b. Final Backfill — Class II or III material from top of initial backfill to ground
surface; compact to 95 percent standard density.
J. Trench Compaction Lifts:
1. Embedment and initial backfill zones — 6-inch lifts
2. Final backfill zone— 8-inch lifts
K. Subgrade Stabilization: Wet, yielding, and mucky trench bottoms shall be stabilized by
removal of the material and replacement with sufficient Class I embedment material to
correct the instability.
L. Backfilling Under NCDOT or City Pavements
1. As indicated on standard detail drawings
a. Top 12-inches of final backfill for road or street subbase shall be compacted
to 98% standard density.
b. CLSM trench embedment and backfill.
M. Trench Shields:
1. When using a shield for installing pipe, bottom of the shield shall not extend below
pipe spring-line and haunching embedment.
2. When using a shield for installing structures, bottom of the shield shall not extend
below the top of the bedding for the structures.
3. When removing the shield or moving the shield ahead, exercise extreme care to
prevent moving piping, structures, and other underground facilities, and prevent
disturbance of bedding material for piping, structures, and other underground
facilities. When piping, structures, or underground facilities are disturbed, remove,
and reinstall the disturbed items.
3.7 SITE AND STRUCTURE EXCAVATION
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A. Perform all excavation required to complete the Work as shown, specified, and
required. Excavation shall include the removal and replacement of all asphalt, concrete,
curb, rock, earth, fences, trees, shrubs, and other materials as applicable within the
defined rights-of-way, easements, and limits of disturbance indicated.
B. Excavation Protection:
1. Under all other conditions, excavations shall be sloped and benched, shielded, or
shored and braced.
2. Provide and maintain excavation protection system(s) in accordance with
submittals accepted by Engineer.
C. All areas of the site shall be graded and maintained at all times to prevent surface runoff
from draining into the excavations, and to prevent ponding of water therein.
D. Excavation shall be accomplished in accordance with the grades and lines as
established by the Engineer and as required by the work to be performed. Exercise
care to prevent undercutting lower than the required subgrades. When excavations
are made below required grades without written order of Engineer, fill such excavations
with compacted select fill material, as directed by Engineer, at Contractor's expense.
E. Extend excavations sufficiently on each side of foundation slabs, wet wells, manholes,
valve vaults, and similar construction to allow setting of forms, installation of shoring
and bracing, and the safe sloping of banks, as necessary.
F. General Site Subgrades:
1. Subgrades shall be firm, dense, and thoroughly compacted and consolidated; shall
be free from mud, muck, and other soft or unsuitable materials; and shall remain
firm and intact under all construction operations. Subgrades that are otherwise
solid but become soft or mucky on top due to construction operations shall be
reinforced with select fill. Finished elevation of stabilized subgrades shall not be
above subgrade elevations shown.
2. If, in Engineer's opinion, subgrade becomes softened or mucky because of
construction delays, failure to dewater properly, or other cause within Contractor's
control, subgrade shall be excavated to firm material, trimmed, and backfilled with
select fill material at Contractor's expense.
3. Upon completion of site preparation and excavation, scarify to a depth of 12-inches
and compact as specified. For areas to receive fill, the compacted subgrade shall
be scarified to a depth of 4-inches prior to placing the fill.
G. Proof-rolling Subgrades:
1. Prior to placing fill or constructing pavements or slabs-on-grade, proof-roll the
subgrade surface with sufficient proof-rolling apparatus. Before starting proof-
rolling, submit to and obtain acceptance from Engineer of proof-rolling apparatus
and procedure to be used.
2. Proof-rolling operations shall be made in the presence of Engineer. Notify Engineer
in advance of start of proof-rolling operations.
3. Subgrades displaying pronounced elasticity or deformation, deflection, cracking,
or rutting shall be stabilized as directed by Engineer. Unsuitable materials shall
be undercut to the depth directed by Engineer and replaced with select fill material.
Other suitable stabilization methods may be directed by Engineer.
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H. Excavated Materials to be Used as Fill:
1. All materials from excavation, considered as suitable by the Engineer, shall be
used as fill wherever required, and the Contractor shall arrange his work so that
this usage of excavated materials will be possible.
2. Stockpile excavated materials that are acceptable for use as fill.
3. As excavation proceeds, keep stockpiles of excavated materials suitable for use
as fill separate from unsuitable materials and waste materials.
4. Place, grade, and shape stockpiles for proper drainage.
5. Locate and retain soil materials away from edge of excavations.
6. Dispose of excess soil material and waste materials.
7. Stockpiled excavated soils for use as select fill or general fill shall be tested and
classified by laboratory as on-Site select fill or on-Site general fill. Perform required
quality assurance testing for material verification on stockpiled materials as soon
as possible to demonstrate compliance of excavated materials.
3_8 SITE AND STRUCTURE FILL AND COMPACTION
A. Provide and compact all fill required for the finished grades as shown on the drawings.
B. Place fill in excavations as promptly as progress of the Work allows, but not until
completing the following:
1. Engineer's authorization after observation of construction below finish grade,
including damp-proofing, waterproofing, perimeter insulation, and similar Work.
2. Inspection, testing, approval and recording of locations of underground facilities.
3. Removal of concrete formwork.
4. Removal of shoring and bracing, and filling of voids with satisfactory materials.
5. Removal of trash and debris.
6. Permanent or temporary horizontal bracing is in place on horizontally supported
walls.
7. Field testing of tanks, underground facilities including piping and conduits, and
water-retaining structures.
C. Fill that includes organic materials, debris, roots, trash, stones, or other unacceptable
material shall be removed and replaced with approved fill material.
D. Borrow: The Contractor will supply all borrow necessary and will provide all labor and
equipment necessary to dig and haul such borrow.
E. Placement:
1. Place fill to the grades shown or indicated. Bring up evenly on all sides fill around
structures and underground facilities.
2. Fill shall be spread in successive layers of loose material not more than 8 inches
in depth. Each layer shall be spread uniformly by motor grader or other approved
device and rolled with an approved tamping or 3-wheeled power roller until
thoroughly compacted to 90 percent of maximum density obtained at optimum
moisture content, as determined by the AASHTO Standard Method T-180.
3. Fill areas shall be undercut, and proof rolled as directed by Engineer.
4. Place fill materials at moisture content and density as specified in Table 31 23 34-
A of this Section and this Article's requirements on compaction density. Furnish
and use equipment capable of adding measured amounts of water to the fill
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materials to bring fill materials to a condition within required moisture content
range. Furnish and use equipment capable of disking, aerating, and mixing the fill
materials to ensure reasonable uniformity of moisture content throughout the fill
materials, and to reduce moisture content of borrow materials by air drying, when
necessary. When subgrade or lift of fill materials requires moisture-conditioning
before compaction, fill material shall be sufficiently mixed or worked on the
subgrade to ensure uniform moisture content throughout the lift of material to be
compacted. Materials at moisture content in excess of specified limit shall be dried
by aeration or stockpiled for drying.
5. Perform compaction with equipment suitable for the type of fill material placed.
Select and use equipment capable of providing the minimum density required. Use
lightweight or hand operated compaction equipment within horizontal distance of
10 feet from the wall of completed, below-grade structures. Furnish and use
equipment capable of compacting in restricted areas next to structures and around
piping and underground facilities. Effectiveness of the equipment selected by
Contractor shall be tested at start of compacted fill Work by constructing a small
section of fill within the area where fill will be placed. If tests on the test section of
fill indicate that required compaction is not obtained, do one or more of the
following: increase the amount of coverage, decrease the lift thicknesses, or use
different compactor equipment.
6. Place fill materials in horizontal, loose lifts, not exceeding specified uncompacted
thickness. Place fill in a manner ensuring uniform lift thickness after placing.
Mechanically compact each lift, by not less than two complete coverages of the
compactor. One coverage is defined as the conditions reached when all portions
of the fill lift have been subjected to the direct contact of compactor's compacting
surface. Compaction of fill materials by inundation with water is unacceptable.
7. Do not place fill materials when standing water is present on surface of the area
where fill will be placed. Do not compact fill when standing water is present on the
fill to be compacted. Do not place or compact fill in a frozen condition or on top of
frozen material. Fill containing organic materials or other unacceptable material
previously described shall be removed and replaced prior to compaction.
8. If required densities are not obtained because of improper control of placement or
compaction procedures, or because of inadequate or improperly-functioning
compaction equipment, Contractor shall perform all work required to provide the
required densities. Such work shall include, at no additional cost to Owner,
complete removal of unacceptable fill areas and replacement and re-compaction
until acceptable fill is provided.
9. Repair, at Contractor's expense, observed or measured settlement. Make repairs
and replacements as required within 30 days after being so advised by Engineer.
10. When any portion of the fill is constructed on an old roadbed, the existing surfaces
shall be scarified and manipulated as directed by the Engineer in order that, when
compacted, it shall have a uniform density. Fills shall be shaped and maintained
at all times during their construction to prevent an accumulation of standing water
in the event of rain.
F. Fill Against Concrete:
1. Placing fill against concrete below finished grade is not allowed until the concrete
has attained its specified strength, as determined by duration of concrete curing
and testing of field-cured concrete cylinders. Requirements for strength and curing
time are in Section 03 05 00— Concrete.
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2. Backfill structural foundation units as soon as practicable, after concrete has
gained sufficient strength to avoid damage, to avoid ponding of surface water and
accumulation of debris.
3. Where fill is placed against waterproofed surface, exercise care that waterproofing
material is not damaged.
G. Fill in Electrical Ductbank Trenches:
1. Provide general fill for full depth of electrical ductbank trench, below and above
electrical ductbank.
2. Where one ductbank passes beneath another pipe or ductbank, provide select fill
to the elevation of the bottom of upper ductbank or pipe, as applicable.
3. Placing and compacting fill in electrical ductbank trenches shall comply with Type
S trench construction requirements.
H. Pavement:
1. Compact the subgrade and fill material beneath paved areas and shoulders to a
minimum 98 percent ASTM D698 maximum density at optimum moisture content.
2. Place 1-1/2 inches of temporary asphalt concrete pavement immediately after filling
excavations in paved roadways and other paved areas that will remain for
permanent use.
3. Maintain surface of paved area over the fill in good and safe condition during
progress of the Work, and promptly fill depressions over and adjacent to the fill
area caused by settlement of fill.
4. Permanent replacement pavement shall be equal to that of the existing roadways,
unless otherwise shown or specified.
I. Subbase Placement:
1. Provide subbase material where shown to the limits shown or indicated.
2. Place subbase material in compacted lifts not exceeding depth of 6-inches each.
J. Drainage Fill Placement:
1. Provide drainage fill material where shown to the limits shown or indicated.
2. Place drainage fill material in compacted layers of uniform thickness not exceeding
depth of 6-inches each. Compact lifts of drainage fill using suitable compaction
equipment.
K. Granular Fill Placement
1. Place granular fill on compacted subgrade.
L. Compaction Density Requirements:
1. Compaction required for all types of fills shall be in accordance with Table 31 23
34-A of this Section. Moisten material or aerate the material as necessary to
provide the moisture content that will facilitate obtaining the required compaction.
2. Fill shall be wetted and thoroughly mixed to achieve optimum moisture content
plus-or-minus 3-percent, with the following exceptions:
a. On-site clayey soils: Optimum to plus 3-percent.
3. Replace natural, undisturbed soils or compacted soil subsequently disturbed or
removed by construction operations with materials compacted as indicated in
Table 31 23 34-A.
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TABLE 31 23 34-A
REQUIRED MINIMUM DENSITY
Percent Compaction Uncompacted
Material (ASTM D698) Lift (inches)
General Fill
More than 5-feet below final grade 100 8
Less than 5-feet below final grade 95 8
Select Fill
Below concrete slabs or mats 100 8
Below pavement and sidewalks 100 12
Behind concrete walls 95 8
Subbase Material
Below pavement and sidewalks 100 12
All other locations 100 8
Drainage Fill N/A 6
Structural Fill 98 -
Granular Fill 100 -
Landscaped Areas
Subgrade 98 -
Topsoil 85
4. Field quality control testing for density; to verify that specified density was
obtained, will be performed during each day of compaction Work. Responsibility
for field quality control testing is specified in the "Field Quality Control" Article in
Part 3.
5. When field quality control testing indicates unsatisfactory compaction, provide
additional compaction necessary to obtain the specified compaction. Perform
additional compaction Work at no additional cost to Owner until specified
compaction is obtained. Such work includes complete removal of unacceptable
(as determined by Engineer) fill areas and replacement and re-compaction until
acceptable fill is provided in accordance with the Contract Documents.
M. Replacement of Unacceptable Excavated Materials: In cases where over-excavation
to replace unacceptable soil materials is required, backfill the excavation to required
subgrade with select fill material and thoroughly compact in accordance with Table 31
23 34-A and the associated "Compaction Density Requirements" in this Article. Slope
the sides of excavation in accordance with the maximum inclinations specified for each
structure location
3.9 SITE GRADING
A. General:
1. Uniformly grade areas within limits of grading under this Section, including
adjacent transition areas. Finished grades should be smooth and provide positive
drainage.
a. Rough Grade Plus or minus 0.1 foot
b. Finish Grade Plus or minus 0.1 foot
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2. Smooth subgrade surfaces within specified tolerances, compact with uniform
levels or slopes between points where elevations are shown, or between such
points and existing grades.
B. Topsoil: The top 4-inches of soil in landscaped areas shall be topsoil.
C. Protection: Protect areas which have been graded from equipment traffic.
D. Grading Outside Building Lines: Grade areas adjacent to building lines to drain away
from structures and to prevent ponding. Finish surfaces free of irregular surface
changes, and shall comply with the following:
E. Grassed Areas or Areas Covered with Gravel, Stone, Wood Chips, or Other Special
Cover: Finish areas to receive topsoil or special cover to within not more than one inch
above or below the required subgrade elevations.
F. Sidewalks: Shape surface of areas under sidewalks to line, grade, and cross section,
with finish surface not more than 1-inch above or below the required subgrade
elevation.
G. Pavements: Shape surface of areas under pavement to line, grade, and cross section,
with finish surface not more than 1/2-inch above or below the required subgrade
elevation.
H. Grading Surface of Fill Under Concrete Slabs: Grade smooth and even, free of voids,
compacted as specified, and to required elevation. Provide final grades within a
tolerance of 1/2-inch when tested with a 10-foot straight edge.
I. Compaction: After grading, compact subgrade surfaces to the depth and percentage of
maximum density for each area classification.
3.10 CONTROLLED LOW STRENGTH MATERIAL (CLSM)
A. Controlled Low Strength Materials Placement:
1. Discharge CLSM from the mixer by reasonable means into the space to be filled.
2. Bring the fill material uniformly up to the fill line indicated on drawings.
3. Placement of fill over the CLSM may proceed after a curing period of not less than
3-days.
3.11 SITE PAVEMENT SUBBASE COURSE
A. General:
1. Place subbase material, in layers of specified thickness, over ground surface to
support pavement base course.
2. After completing filling and grading, shape, and compact pavement subgrade to
an even, firm foundation in accordance with this Section. Remove unsuitable
subgrade materials, including soft materials, boulders, vegetation, and loose
stones, and replace with compacted fill material as directed by Engineer.
Date 1/1/23 Excavating, Trenching, Dewatering and Backfilling for Utility Work Cape Fear Public
31 23 34.01-17 Utility Authority

B. Undercutting: Undercutting, unless authorized by the Engineer, shall be replaced, and
compacted at the Contractor's expense. If the material, after excavation to subgrade,
is found to be soft, spongy, or unfit for use as subgrade, such unsuitable material shall
be removed to a depth as directed by the Engineer and the subgrade shall be brought
to proper elevation by filling with suitable material from excavation or from an approved
borrow site.
C. Grade Control:
1. During construction, maintain lines and grades including crown and cross-slope of
subbase course.
D. Placing of Pavement Subbase Course:
1. Place subbase course material on prepared subgrade in layers of uniform
thickness, in accordance with indicated cross-section and thickness. Maintain
optimum moisture content for compacting subbase material during placing
operations.
2. When indicated on the drawings, provide geotextile separation fabric over the
prepared subgrade
E. Compaction and Grade Control: Comply with compaction requirements for excavation
and fill in this Section, and the following requirements:
a. Compaction with roller shall begin at the sides of the area to be paved and
continue toward the center. Continue compaction until there is no movement
of the course ahead of the roller.
b. After compaction of top lift of pavement subbase, provide and uniformly
spread pipe bedding material and screenings compacted, on the surface, and
sweep using gang-dragged broom, followed by compaction.
c. After rolling, check for grade with a line not less than 40-feet in length;
depression over 1/2-inch deep shall be filled to satisfaction of Engineer.
d. After completing compaction, other than that necessary for bringing material
for the next course, do not haul or drive over the compacted subbase.
e. Do not install pavement subbase in excess of 500-feet in length without
compacting to prevent softening of the subgrade.
f. If subgrade material becomes churned up into or mixed with the subbase
material, remove the mixed material, and replace with clean, compacted
subbase material.
3.12 DISPOSAL OF EXCAVATED MATERIALS
A. Unsuitable materials encountered in an excavation shall be removed by the Contractor
and backfilled with suitable material and compacted. Unsuitable materials include
organic soils, muck, soft and compressible silts, and clays and running sands.
B. Excavated materials not required for topsoil, fill, or backfill shall be removed from the
site of the work by the Contractor, but none shall be deposited on private property
without written consent of the property owner.
Date 1/1/23 Excavating, Trenching, Dewatering and Backfilling for Utility Work Cape Fear Public
31 23 34.01-18 Utility Authority

3.13 TEMPORARY BARRIERS
A. Provide temporary barrier surrounding excavations and excavation work areas to
provide temporary protection to persons and property. Barrier shall have openings only
at vehicular, equipment, and worker access points.
B. Minimum Material Requirements for Temporary Barriers:
1. Temporary barrier shall not be less snow fence-type fencing, 4-feet high.
2. Fence shall be constructed of vertical hardwood slats measuring not less than 1-
1/2 inches by 1/4 inch interwoven with strands of horizontal wire or shall be of
equivalent plastic construction.
3. Posts:
a. Posts shall be steel, either "U"-, "Y"-, "T"-shaped, or channel section.
b. Posts shall have a nominal weight of not less than 0.33-pound per linear foot,
exclusive of the anchor.
c. Posts shall have tapered anchors weighing not less than 0.67 pounds, each
firmly attached by means of welding, riveting, or clamping.
d. Posts shall have corrugations, knobs, notches, or studs placed and
constructed to engage a substantial number of fence line wire in the proper
position.
e. Provide each post with sufficient quantity of galvanized wire fasteners or
clamps, of not less than 0.120-inch diameter, for attaching fence wire to post.
3.14 FIELD QUALITY CONTROL
A. Field inspection, sampling and testing shall be performed.
B. Site Tests: Owner will employ an independent testing laboratory to perform field quality
control testing.
1. Testing Laboratory Scope:
a. Perform field moisture content and density tests to ensure that the specified
compaction of embedment and fill materials has been obtained.
b. Perform tests of actual unconfined compressive strength or bearing tests on
structure subgrades.
c. Report results of each test to CFPUA, Engineer, and Contractor.
2. Authority and Duties of Testing Laboratory:
a. Technicians representing the testing laboratory shall inspect the materials in
the field, perform testing, and report findings. When materials furnished or the
Work performed does not comply, technician will direct attention of CFPUA,
Engineer, and Contractor to such failure.
b. Technician will not act as foreman or perform other duties for Contractor.
Work will be checked as it progresses, but failure to detect defective Work or
non-complying materials shall not in any way prevent later rejection when
defect is discovered. Technicians are not authorized to revoke, alter, relax,
enlarge, or release requirements, or to approve any portion of the Work.
3. Responsibilities and Duties of Contractor:
a. To facilitate testing laboratory, Contractor shall advise testing laboratory at
least 2-days in advance of excavating filling operations to allow for assignment
of personnel for field quality control testing.
Date 1/1/23 Excavating, Trenching, Dewatering and Backfilling for Utility Work Cape Fear Public
31 23 34.01-19 Utility Authority

b. It shall be Contractor's responsibility to control construction operations to
accomplish the specified compaction for fill and trench construction and
confirm tests verify that Contractor has complied and is complying relative to
compaction control.
c. Contractor shall demonstrate adequacy of compaction equipment and
procedures before exceeding one or more of the following quantities of
earthwork:
1) 200 linear feet of trench embedment and backfill.
2) 10 cubic yards of select fill.
3) 100 cubic yards of general fill.
4) 50 cubic yards of subbase material.
d. Each test location shall include tests for each layer, type, or class of fill to finish
grade.
4. Testing laboratory will inspect and indicate acceptable subgrades and fill layers
using the interval/units listed below as a guide. Actual inspection and testing
interval/units will vary based on specific project conditions.
a. Trenches for pipelines and underground facilities (including buried
ductbanks):
1) In Open Fields: Two locations every 1,000 linear feet.
2) Along Dirt or Gravel Roads or Off Traveled Right-of-Way: Two locations
every 500 linear feet.
3) Crossing Paved Roads: Two locations along each crossing.
4) Under Pavement Cuts or Within Two Feet of Pavement Edges: One
location every 400 linear feet.
b. Footing Subgrade: For each stratum of soil on which footings will be placed,
perform not less than one test to verify required design bearing capacities.
Subsequent verification and approval of each footing subgrade may be based
on a visual comparison of each subgrade with related tested strata, when
acceptable to Engineer.
c. For Select Fill: On 30-foot intervals on all sides of the structure for every
compacted lift, but not less than one per lift on each side of the structure for
structures less than 60 feet long on a side.
d. For General Fill: One per 1,000 square feet on every compacted lift.
e. Subbase Material: One per 1,000 square feet on every compacted lift.
5. Test reports shall be provided to Owner, Engineer and Contractor.
6. If testing laboratory reports or inspections indicate subgrade, fills, or bedding
compaction below specified density, Contractor shall remove unacceptable
materials as necessary and replace with specified materials and provide additional
compaction at Contractor's expense until subgrades, bedding, and fill are
acceptable.
END OF SECTION
Date 1/1/23 Excavating, Trenching, Dewatering and Backfilling for Utility Work Cape Fear Public
31 23 34.01-20 Utility Authority

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Date 1/1/23 Excavating, Trenching, Dewatering and Backfilling for Utility Work Cape Fear Public
31 23 34.01-21 Utility Authority

SECTION 33 31 23
SANITARY SEWER FORCE MAINS, VALVES, AND APPURTENANCES
PART 1 GENERAL
1.1 DESCRIPTION
A. Section Includes Installation of:
1. Pipe and fittings for sewer force mains and interconnections.
2. Valves, air release assemblies, and other force main appurtenances.
B. Related Requirements:
1. CFPUA Material Specification Manual (MSM).
2. Section 01 50 00 - Bypass Pumping.
3. Section 03 05 00 -Concrete.
4. Section 31 23 34.01 - Excavation, Trenching, Dewatering and Backfilling.
5. Section 33 01 12 - Identification for Utilities Piping
6. Section 33 05 05.31 - Hydrostatic Testing.
7. Section 33 05 09.33-Thrust Restraint for Utility Piping.
8. Section 33 05 13 - Precast Concrete Manholes and Utility Structures.
1.2 REFERENCE STANDARDS
A. American Water Works Association:
1. AWWA C105 - Polyethylene Encasement for Ductile-Iron Pipe Systems.
2. AWWA C110 - Ductile-Iron and Gray-Iron Fittings.
3. AWWA C111 - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.
4. AWWA C115 - Flanged Ductile-Iron Pipe with Ductile-Iron or Gray-Iron Threaded
Flanges.
5. AWWA C116 - Protective Fusion-Bonded Coatings for the Interior and Exterior
Surfaces of Ductile-Iron and Gray Iron Fittings.
6. AWWA C151 - Ductile-Iron Pipe, Centrifugally Cast.
7. AWWA C153 - Ductile-Iron Compact Fittings.
8. AWWA C509- Resilient-Seated Gate Valves for Water Supply Service.
9. AWWA C512 - Air-Release, AirNacuum, and Combination Air Valves for Water
and Wastewater Service.
10. AWWA C517 - Resilient-Seated Cast Iron Eccentric Plug Valves.
11. AWWA C600 - Installation of Ductile Iron Mains and Their Appurtenances.
12. AWWA C605 - Underground Installation of Polyvinyl Chloride (PVC) and Mo-
lecularly Oriented Polyvinyl Chloride (PVCO) Pressure Pipe and Fittings.
13. AWWA C900 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings,
9
4 In. Through 60 In. for Water Transmission and Distribution.
14. AWWA C906 - Polyethylene Pressure Pipe and Fittings, 4-In. Through 65-In. for
Waterworks.
B. ASTM International:
1. ASTM D698 - 12e2 Standard Test Methods for Laboratory Compaction Charac-
teristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
Date 1/1/23 Sanitary Sewer Force Mains, Valves, and Appurtenances Cape Fear Public
33 31 23-1 Utility Authority

2. ASTM D1557 — 12e1 Standard Test Methods for Laboratory Compaction Charac-
teristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).
3. ASTM D2241 — Standard Specification for Poly(Vinyl Chloride) (PVC) Pressure-
Rated Pipe (SDR Series).
4. ASTM D6938 — Standard Test Method for In-Place Density and Water Content of
Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).
1.3 ADMINISTRATIVE REQUIREMENTS
A. Section 01 30 00 —Administrative Requirements
B. Coordination:
1. Coordinate Work of this Section with termination of force main connection at Site
boundary, connection to CFPUA, and trenching.
2. The existing system must be kept in operation at all times. Where connec-
tions are made to existing mains or other shutdowns are necessary, permis-
sion must be obtained and arrangements must be made with the CFPUA
Wastewater Collections ORC, Utility Services Division for removing from service
those mains that will be affected.
3. No valves are to be operated unless a CFPUA representative is present. Any
valves operated without a CFPUA representative present, or a directive may be
subject of penalties in accordance with CFPUA's ordinance.
4. Notify CFPUA no less than two business days prior to an event requiring a
CFPUA representative to be present.
5. The Contractor shall, at least two business days in advance, notify citizens sub-
ject to interruption of service by means of door hangers or any other approved
method of the starting time and duration of such interruption.
6. Bypass pumping and hauling operations may be required to interrupt service. A
bypass pumping plan shall be submitted in accordance with Section 01 50 00 —
Bypass Pumping. Shutdowns must be held to a minimum in both number and du-
ration.
1.4 SUBMITTALS
A. Section 01 33 00 — Submittals: Requirements for submittals.
B. Product Data/Source Quality:
1. Manufacturer's literature and specifications, as applicable, for products specified
in this Section.
2. Shop test results and inspection data, certified by manufacturer.
C. Testing Procedures:
1. Submit proposed testing procedures, methods, apparatus, and sequencing. Ob-
tain ENGINEER and CFPUA approval prior to commencing testing.
D. Manufacturer Instructions:
1. Submit manufacturer's instructions for handling, storing, and installing valves and
appurtenances. Provide templates and setting drawings for valves and appurte-
nances that require anchor bolts or similar anchorages.
Date 1/1/23 Sanitary Sewer Force Mains, Valves, and Appurtenances Cape Fear Public
33 31 23-2 Utility Authority

E. Manufacturer Certificates:
1. Certificates of compliance with referenced standards, where applicable, including
those of AWWA and others required by Engineer.
F. Field Quality Control Submittals:
1. Results of Contractor furnished laboratory testing and field test results.
1.5 CLOSEOUT SUBMITTALS
A. 01 70 00— Execution and Closeout Requirements
A. Project Record Documents:
1. Maintain accurate and up-to-date record documents showing modifications made
in the field, in accordance with approved submittals, and other Contract modifica-
tions relative to buried piping Work.
2. Record actual locations of piping mains, valves, hydrants, connections, thrust re-
straints, elevations, and other utilities found and not indicated on design plans.
B. Record actual locations of piping mains, valves, hydrants, connections, thrust re-
straints, elevations, and other utilities found and not indicated on design plans.
C. Operations and Maintenance Data:
1. Furnish in operations and maintenance manuals complete data for materials in
accordance with 01 60 00 - Product Requirements.
1.6 QUALITY ASSURANCE
A. Qualifications: Company specializing in manufacturing products specified in the
CFPUA Materials Specification Manual.
1. Cast manufacturer's name, pressure rating, and year of fabrication into valve
body.
B. Perform according AWWA an
d o Workacco d g to a d PVC Pipe Association standards.
1.7 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 — Product Requirements.
B. Inspection: Accept materials on Site in manufacturer's original packaging and inspect
for damage.
C. Storage:
1. Store materials according to manufacturer instructions.
2. Block individual and stockpiled pipe lengths to prevent moving.
3. Do not place pipe or pipe materials on private property or in areas obstructing
pedestrian or vehicle traffic.
4. Store PE and PVC materials out of sunlight.
Date 1/1/23 Sanitary Sewer Force Mains, Valves, and Appurtenances Cape Fear Public
33 31 23-3 Utility Authority

D. Protection:
1. Protect materials from moisture and dust by storing in clean, dry location remote
from construction operations areas.
2. Provide additional protection according to manufacturer instructions.
1.8 SITE CONDITIONS
A. Field Measurements:
1. Verify field measurements prior to fabrication.
2. Indicate field measurements on Shop Drawings.
1.9 WARRANTY
A. Section 01 70 00 — Execution and Closeout Requirements.
B. Furnish 10-year manufacturer's warranty for valves.
PART 2 PRODUCTS
2.1 CFPUA MATERIALS SPECIFICATION MANUAL
A. Refer to CFPUA Material Specification Manual (MSM) for the following products:
MSM Section Material
A Pipe
B Fittings and Accessories
C Joint Restraints
D Valves and Accessories
F Service Saddles and Tapping Devices
I Castings & Aluminum Access Covers
K Miscellaneous
L Electrical
M Coatings and Sealants
N Concrete
2.2 MATERIALS &ACCESSORIES
A. Bedding, Cover, and Backfill:
1. As specified in Section 31 23 34.01 — Excavating, Trenching, Dewatering and
Backfilling.
B. Pipe Location Wire: As specified in Section 33 01 12 — Identification for Utilities Pip-
ing.
C. Thrust Restraints: As specified in Section 33 05 09.33 — Thrust Restraint for Utility
Piping.
Date 1/1/23 Sanitary Sewer Force Mains, Valves, and Appurtenances Cape Fear Public
33 31 23-4 Utility Authority

D. Vaults and Utility Boxes: As specified in Section 33 05 13 — Precast Concrete Man-
holes and Utility Structures.
PART 3 EXECUTION
3_1 EXAMINATION
A. Section 01 70 00 — Execution and Closeout Requirements.
B. Identify project horizontal and vertical control points, establish easement and right-of-
way lines, stakeout construction points for work and pipeline alignments, establish
limits of disturbance.
C. Determine exact location and size of water mains, valves, hydrants, and appurte-
nances from Drawings
D. Verify location and elevation of existing facilities prior to excavation and installation of
proposed interconnecting force mains and valves.
3_2 PREPARATION
A. Section 01 35 00 — Special Procedures
1. Pre-construction Site AudioNideo Inspections and Photography:
2. Show mailboxes, curbing, lawns, driveways, signs, culverts, and other existing
Site features.
B. Section 01 70 00 — Execution and Closeout Requirements.
C. All materials, unless otherwise directed, shall be unloaded as nearby as possible to
the location of installation by the Contractor. Materials shall be handled with care to
avoid damage.
D. All materials found during the progress of work to have flaws, cracks, or other defects
will be rejected by the Engineer regardless of whether or not it has been installed and
shall be replaced by and at the expense of the Contractor.
E. All PVC pressure pipe, upon delivery to the site and until such time as it is placed in
the trench, shall be shielded from the weather and direct sunlight to prevent pipe de-
terioration.
F. Slings, hooks, or tongs used for lifting shall be padded in such a manner as to pre-
vent damage to exterior surfaces, interior linings, and components. If any part of the
coating, lining or components is damaged, the repairs or replacement shall be made
by the Contractor at his expense and in a manner satisfactory to the Engineer prior to
attempting installation.
Date 1/1/23 Sanitary Sewer Force Mains, Valves, and Appurtenances Cape Fear Public
33 31 23-5 Utility Authority

G. Pipe Cutting:
1. Cut pipe ends square, ream pipe and tube ends to full pipe diameter, and remove
burrs.
2. Use only equipment specifically designed for pipe cutting; use of chisels or hand
saws is not permitted.
3. Grind edges smooth with beveled end for push-on connections.
H. Remove scale and dirt on inside and outside before assembly.
I. Prepare pipe connections to equipment with flanges or unions.
3.3 INSTALLATION
A. Placement: As specified in Section 31 23 34.01 — Trenching, Excavation, Dewatering
and Backfilling.
1. All mains shall be laid and maintained at the required lines and grades with fit-
tings, valves, and appurtenances at the described locations. All pipe shall be laid
to the depth as shown on the drawings, or when a depth is not indicated, with a
minimum cover of thirty-six (36) inches and a maximum of sixty (60) inches be-
low finished grade. Grade lines shall be set by the Contractor. Realignments
must be approved by the Engineer. The Contractor shall have suitable survey
equipment on the site at all times.
2. After placement in the trench the spigot end of the pipe shall be centered in the
bell and the pipe shall be driven home and then brought to the proper line and
grade by tamping approved backfill material under it, except for the bell. Joint de-
flection shall not exceed manufacturer's limit.
3. The Work shall at all times progress with caution so as to prevent damage to un-
derground obstructions both known and unknown. Should an obstruction not
shown on the drawings be encountered, the Engineer shall be immediately noti-
fied, and he shall be responsible for alteration to the design should realignment
be necessary. Notify the Engineer far enough in advance to allow the realign-
ment to be accomplished by deflection in the pipe joints.
B. Pipe and Fittings:
1. Handle and assemble pipe according to manufacturer instructions.
2. Install pipe and fittings in strict conformance with AWWA C600 and C605.
3. Install plastic pipe in conformance with ASTM D2774 and recommended practic-
es of the UNI-BELL Plastic Pipe Association.
4. Joint Deflection: Maximum joint deflection shall meet requirements of AWWA
C600 or AWWA Manual of Practice M23.
5. Prevent foreign material from entering pipe during placement and Work stoppag-
es using plugs designed for that purpose. If trench contains standing water in
joining zone, plug shall remain in place until the trench has been pumped dry be-
fore proceeding pipe laying.
6. Allow for expansion and contraction without stressing pipe or joints.
7. Install access fittings to permit work performed under Section 33 05 05.31 — Hy-
drostatic Testing.
a. Blowoffs shall be installed for pipe flushing and pressure testing as follows:
1) Dead ends
2) Valves closed against flushing or pressure testing.
Date 1/1/23 Sanitary Sewer Force Mains, Valves, and Appurtenances Cape Fear Public
33 31 23-6 Utility Authority

b. Blowoff should be installed as follows:
1) Opening pointing downward.
2) Minimum 24-inches clearance between opening and ground for proper
sampling.
8. Cover: Measure depth of cover from final surface grade to top of pipe barrel and
record.
9. Jointing:
a. Fused HDPE
1) HDPE Pipe shall be joined by the butt-fusion process in accordance with
pipe manufacturer's directions.
2) Contractor shall provide butt-fusion technicians who are trained and cer-
tified by the HDPE pipe manufacturer to complete the project. The date
of technician certification shall not exceed 12 months before commenc-
ing construction.
3) Butt-fusion means the butt-joining of the pipe by softening the aligned
faces of the pipe ends in a suitable apparatus and pressing them to-
gether under controlled pressure.
4) The internal and external beads resulting from the butt-fusion process
shall be visible and examined for penetration 360 degrees around the
pipe diameter.
5) DI/HDPE Mechanical Joint Adaptors shall be ductile iron mechanical
joint fittings per CFPUA Material Specification Manual and shall be
joined to the HDPE pipe by a heat-fused joint on one end, and connect-
ed to a ductile iron pipe valve, or fitting with a mechanical joint on the
other end.
6) Solvent epoxy cementing, electro-fusion couplings, and mechanical join-
ing with bolt on wrap around clamps or mechanical joints without an
adapter shall not be used for connections.
b. Push-On Joints
1) The inside of the bell and the outside of the spigot end shall be thor-
oughly cleaned to remove dirt, grit, oil or excess coatings and other for-
eign matter. For ductile iron pipe, the gasket shall be flexed inward and
inserted in the gasket recess of the bell socket.
2) A thin film of gasket lubricant shall be applied to either the inside surface
of the gasket or the spigot ends, care will be taken to avoid contact with
the ground.
3) The joint shall be completed by forcing the plain end to the bottom of the
socket with a forked tool or jacking device or other approved method. All
pipe shall have depth mark prior to insertion. Pipe cut in the field shall
be filed to resemble the spigot end of manufactured pipe.
4) When deflection is required, the joint shall be completed prior to setting
the deflection. The deflection shall conform to applicable AWWA Stand-
ards or manufacturer's recommendation.
c. Mechanical Joints
1) The inside of the socket, the outside of the spigot end and the gland
shall be thoroughly cleaned and or washed with an approved solution to
remove dirt, grit, oil or excess coatings and foreign matter to improve
gasket seating.
Date 1/1/23 Sanitary Sewer Force Mains, Valves, and Appurtenances Cape Fear Public
33 31 23-7 Utility Authority

2) The gland shall then be placed on the plain end of the pipe with the lip
extension toward the plain end, followed by the gasket with the narrow
edge of the gasket toward the plain end of the pipe.
3) The pipe shall be inserted into the socket and the gasket pressed firmly
and evenly into the gasket recess. The joint shall be kept straight during
the assembly and any deflection required shall be done after the joint
has been assembled but prior to tightening the bolts.
C. Valves:
1. Valves shall be set and joined to the pipe and each type of joint as specified for
pipe.
e.
2. Cast iron valve boxes shall be firmly supported, maintained centered and plumb
over the operating nut of the valve. Outside of paved areas, valve boxes shall be
set in a 2' diameter x 6" thick concrete collar. The box cover shall be flush with
the surface of the finished pavement. All force main valve box lids shall have the
word "SEWER" cast in the lid.
3. All reasonable effort must be made to locate valves/valve boxes, back of curb, in
grass areas and at street corners, whenever possible.
4. Valve boxes in areas that will require sod at a later date must be left one to two
inches above existing grade (to allow for sod thickness).
5. All valves must be centered over the operating nut/wheel and all valves, after be-
ing fully opened, will be backed off one-quarter turn to prevent them from being
jammed open. This procedure should take place only after the main has passed
pressure testing and has been certified by the Engineer.
6. Should the operating nut be more than three feet below the final grade, an exten-
sion shall be supplied and installed by the Contractor. The extension shall bring
the nut to within twelve (12) inches of final grade.
D. Insertion Valves or Line Stops on Existing Mains
1. When installing valves in existing mains (cutting-in), the Contractor shall insure
that the pipe integrity is maintained and there is no sewage release.
2. A contingency bypass plan must be in place before beginning work.
E. Installation of Tapping Sleeves and Valves
1. Install the tapping sleeve and valve and pressure test prior to making the tap.
2. If leaks are present, the Contractor shall repair them to the satisfaction of the En-
gineer or Resident Project Representative.
3. Complete the tapping operation and close tapping valve.
4. Tapping valve shall not be opened until new main has been tested and certified
for operation.
F. Thrust Restraints: As specified in Section 33 05 09.33 — Thrust Restraint for Utility
Piping.
1. New main construction shall be restrained by means of field or factory applied
systems as shown on the Engineer drawings.
2. Thrust blocks in new mains are prohibited except when directed by the Engineer.
3. Where a fitting or device is to be inserted into an existing main, thrust blocking
shall be installed as directed by the Engineer or CFPUA.
G. Polyethylene (PE) encasement when indicated for ductile iron pipe and fittings:
Date 1/1/23 Sanitary Sewer Force Mains, Valves, and Appurtenances Cape Fear Public
33 31 23-8 Utility Authority

1. Encase piping in PE as indicated on Drawings to prevent contact with surround-
ing soil material or insulation from adjacent cathodic protection system.
2. Comply with AWWA C105.
3. Where pipe exits ground, terminate encasement 3 to 6 inches above surface.
H. Pipe Locator Wire: Install per Section 33 01 12 — Identification for Utilities Piping.
I. Pipe Markers: According to CFPUA Details and Material Specification Manual.
3_4 FIELD QUALITY CONTROL
A. Section 01 70 00 — Execution and Closeout Requirements.
B. Section 33 05 05.31 — Hydrostatic Testing.
1. Pressure test piping system according to AWWA C600.
END OF SECTION
Date 1/1/23 Sanitary Sewer Force Mains, Valves, and Appurtenances Cape Fear Public
33 31 23-9 Utility Authority

SECTION 33 32 17
LOW PRESSURE SEWER SYSTEMS AND RESIDENTIAL GRINDER PUMP STATIONS
PART 1 GENERAL
1.1 DESCRIPTION
A. Section Includes Installation of:
1. Low-pressure force main sewer system.
2. Residential simplex grinder pump station and force main appurtenances.
B. Related Requirements:
1. CFPUA Material Specification Manual (MSM).
2. Section 31 23 34 — Excavation, Trenching, Dewatering and Backfilling.
3. Section 33 01 12 — Identification for Utilities Piping.
4. Section 33 05 05.31 — Hydrostatic Testing.
5. Section 33 05 09.33—Thrust Restraint for Utility Piping
6. Section 33 05 13 — Precast Concrete Manholes and Utility Structures
7. Section 33 31 11 — Sanitary Sewer Gravity Mains
8. Section 33 31 23 — Sanitary Sewer Force Mains, Valves, and Appurtenances
1.2 REFERENCE STANDARDS
A. American Water Works Association:
1. AWWA C600 — Installation of Ductile Iron Mains and Their Appurtenances.
2. AWWA C900 — Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings
B. ASTM International:
1. ASTM D1785 - Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic
Pipe, Schedules 40, 80, and 120
2. ASTM D2241 - Standard Specification for Poly(Vinyl Chloride) (PVC) Pressure-
Rated Pipe (SDR Series)
3. ASTM D2239 - Standard Specification for Polyethylene (PE) Plastic Pipe (SIDR-
PR) Based on Controlled Inside Diameter
4. ASTM D3139 - Standard Specification for Joints for Plastic Pressure Pipes Using
Flexible Elastomeric Seals
1.3 ADMINISTRATIVE REQUIREMENTS
A. Section 01 30 00 —Administrative Requirements
B. Coordination:
1. Coordinate inspections and field start-up with Manufacturer, Owner, Engineer
and CFPUA to run all pump station equipment through its proper functions.
2. The existing low-pressure system must be kept in operation at all times.
Where connections are made to existing mains or other shutdowns are nec-
essary, permission must be obtained and arrangements must be made with
the CFPUA Wastewater Collections ORC, Utility Services Division.
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
33 32 17 Utility Authority

3. No valves are to be operated unless a CFPUA representative is present. Any
valves operated without a CFPUA representative present, or a directive may be
subject of penalties in accordance with CFPUA's ordinance.
4. Notify CFPUA no less than two business days prior to an event requiring a
CFPUA representative to be present.
5. The Contractor shall, at least two business days in advance, notify citizens sub-
ject to interruption of service by means of door hangers or any other approved
method of the starting time and duration of such interruption.
6. Bypass pumping and hauling operations may be required to interrupt service. A
bypass pumping plan shall be submitted in accordance with Section 01 50 00 -
Bypass Pumping. Shutdowns must be held to a minimum in both number and du-
ration.
1.4 SUBMITTALS
A. Section 01 33 00 — Submittals
B. Product Data/Source Quality:
1. Manufacturer's literature and specifications, as applicable, for products specified
in this Section.
C. Shop Drawings adequate for control panel fabrication, installation and maintenance
shall be submitted and approved prior to manufacturer. Drawings shall include:
1. Elementary control (ladder) diagram.
2. Interconnection wiring (schematic) diagram.
3. Interior and exterior panel component layout drawings.
4. Dimensioned outline drawing of the enclosure with mounting supports.
5. Component catalog cuts and Contractor's installation drawings.
D. Testing Procedures:
1. Submit proposed testing procedures, methods, apparatus, and sequencing. Ob-
tain ENGINEER and CFPUA approval prior to commencing testing.
E. Manufacturer Certificates:
1. Certificates of compliance with referenced standards, where applicable, including
those of AWWA and others required by Engineer.
F. Field Quality Control Submittals:
1. Results of Contractor furnished laboratory testing and field test results.
1.5 CLOSEOUT SUBMITTALS
A. 01 70 00— Execution and Closeout Requirements
B. Project Record Documents:
1. Maintain'accurate and up-to-date record documents showing modifications made
in the field, in accordance with approved submittals, and other Contract modifica-
tions relative to buried piping Work.
2. Record actual locations of piping mains, valves, connections, thrust restraints,
elevations, and other utilities found and not indicated on design plans.
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
33 32 17 Utility Authority

C. Operations and Maintenance Data:
1. Furnish complete operations and maintenance manuals for materials in accord-
ance with 01 60 00 - Product Requirements.
1.6 QUALITY ASSURANCE
A. Qualifications: Company specializing in manufacturing products specified in this Sec-
tion.
B. Perform Work according to AWWA, ASTM and PVC Pipe Association standards.
1.7 QUALIFICATIONS
A. Installation Contractor shall hold a NC Public Utility License.
1.8 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 — Product Requirements.
B. Inspection: Accept materials on Site in manufacturer's original packaging and inspect
for damage.
C. Storage and Protection:
1. Store and protect materials according to manufacturer instructions.
2. Block individual and stockpiled pipe lengths to prevent moving.
3. Do not place pipe or pipe materials on private property or in areas obstructing
pedestrian or vehicle traffic.
4. Store materials out of sunlight and protect from moisture and dust.
1.9 WARRANTY
A. Section 01 70 00 — Execution and Closeout Requirements.
B. Furnish 10-year manufacturer's warranty for valves.
C. Furnish 2-year parts and labor warranty on the complete station and accessories, in-
cluding but not limited to the control panel, pump and motor assembly, and integral
check valve.
PART 2 PRODUCTS
2.1 CFPUA MATERIALS SPECIFICATION MANUAL
A. Refer to CFPUA Material Specification Manual (MSM) for the following products:
MSM Section Material
A Pipe
B Fittings and Accessories
C Joint Restraints
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
33 32 17 Utility Authority

D Valves and Accessories
F Service Saddles and Tapping Devices
Castings & Aluminum Access Covers
K Miscellaneous
L Electrical
M Coatings and Sealants
2.2 MATERIALS &ACCESSORIES
A. Grinder Pump Systems:
1. Simplex residential low-pressure sewer rinder pumps shall be
a. Barnes OGP 2 HP, or approved equal
2. Wet well shall be fiberglass with a minimum storage capacity of three hundred
and sixty (360) gallons above the Pump Off level; (4) inch diameter PVC inlet
flange for Schedule 40 PVC sanitary line, pump discharge brass adapter socket,
aluminum lid with bug free screen mushroom vent on tank lid, extended base for
anchoring the anti-flotation concrete ballast to tank.
3. Pump and motor shall be a vertical rotor, motor driven, solids handling type;
Double 0-ring seal at all casting joints, pump castings cast iron, fully epoxy coat-
ed 8-10 mils nominal dry thickness; rotor shall be stainless steel, through hard-
ened, polished' maximum discharge pressure shall not exceed 150 psi, 2 HP
Standard.
4. Grinder shall be direct driven, fastened to the pump motor by means of a thread-
ed connection; cutter teeth hardened to Rockwell 50-60 abrasion resistance; sol-
ids must be fed in an upward flow.
B. Low pressure force mains shall be:
1. PVC Pipe manufactured in accordance with ASTM and AWWA Standards:
a. Pipes (2) inches diameter: minimum SDR-21
b. Pipes (3) inches diameter: SDR-21
c. Pipes (4) inches diameter and larger: minimum DR-18
d. All low-pressure sewer main piping installed within NCDOT right-of-way shall
be minimum DR-18.
2. DIP manufactured in accordance with AWWA and ASTM Standards with pres-
sure class 350.
3. HDPE Pipe manufactured in accordance with ASTM Standards.
4. Fusible PVC or HDPE Pipe manufactured in accordance with ASTM Standards.
C. Low-pressure sewer service laterals:
1. (2) inch residential service, SDR-9, or Polyethylene (PE), with a minimum pres-
sure rating of (200) psi.
D. Bedding, Cover, and Backfill:
1. As specified in Section 31 23 34.01 — Excavating, Trenching, Dewatering and
Backfilling.
E. Pipe Location Wire: As specified in Section 33 01 12 — Identification for Utilities Pip-
ing.
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
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F. Valves shall include (2) inch square operating nut. No wheel handled gate valves.
G. Vaults and Utility Boxes: As specified in Section 33 05 13 — Precast Concrete Man-
holes and Utility Structures.
H. Electrical Equipment: Electrical equipment shall be capable of operating successfully
at full-rated load, without failure, with ambient outside air temperature of 0 degrees F
to 104 degrees F.
1. Control panel shall consist of main power input terminals, inlet for connection of a
portable generator connector, surge protector, power transfer relay, auxiliary re-
lays, indicator lights, circuit breakers, motor contactor, alarm light and buzzer,
circuitry, battery backup for alarm circuitry, and terminal blocks with all compo-
nents mounted in one common enclosure.
a. Shall be listed to UL 508A, Industrial Control Panels.
b. Short Circuit Current Rating (SCCR): 10,000 AIC.
c. Float switches shall be used for level sensing:
1) Pump operates upon reaching the On level.
2) Upon pumping down to the Off level, the pump will shut down.
3) If level continues to rise, a high-water alarm shall be activated.
d. Relays, circuitry, etc. for monitoring and indication of the following shall be
provided:
1) Motor RUN status.
2) High wet well level.
e. Alarm buzzer and light activated by:
1) High wet well level.
f. The alarm buzzer shall be silenced by an alarm silence pushbutton.
g. Alarm functions shall operate when power is lost by utilizing a battery back-
up.
2. Enclosure:
a. NEMA 4X.
b. External hardware, hinges, etc., shall be 316 series stainless steel.
c. Weatherdoor: Gasketed, continuously hinged quick release latches and a
hasp assembly for padlocking.
d. Control compartment shall incorporate a fixed, rigid back panel on which
control components shall be mounted. Back panel shall be tapped to accept
all mounting screws.
e. Mounting provisions: Mounting lugs shall be provided for wall mounted pan-
els.
3. Components:
1. Generator inlet connection matching CFPUA's portable generator connector.
2. A surge protection device for the control panel shall be connected to the main
power input terminals.
3. Power transfer relay assembly shall automatically transfer power to portable
generator source when it is active.
4. Circuit Breakers: Individual breakers for pump motor, controls, and alarms.
5. Pushbutton operator: Momentary, for alarm silence.
6. Indicator lights:
a. Compact, LED, push-to-test.
b. Lens Colors:
1) Green for indication of ON, running status.
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
33 32 17 Utility Authority

2) Red for indication of high-level alarm.
7. Auxiliary and control relays:
a. General purpose, plug-in type rated for continuous duty.
b. Contacts: Silver cadmium oxide rated not less than 5 A resistive.
c. Clear plastic dust cover.
d. Pilot light to show energized coil.
8. Contactor:
a. Individual full voltage across the line type.
b. Size contactor in accordance with the nameplate rating of the motor
provided.
c. Contactor shall meet UL 508 & NEC requirements.
9. Alarm buzzer shall be provided on the control panel exterior, with waterproof
connections to the control panel.
10. Terminal blocks shall be provided for connection of both internal connections
and connections for external circuitry.
a. Channel mounted, sectional type.
b. Rated 600 volts, 20 amps minimum.
11. Labeling:
a. All switches, pilot lights, control devices, major components, etc., shall
be clearly labeled according to function with engraved plastic plates,
black with white core. Minimum letter size shall be 1/8 inch.
b. All conductors and terminal strips shall be labeled, matching schematic,
and wiring diagrams.
c. Identification labeling shall match the bill of materials, schematic dia-
gram, and wiring diagram.
d. Schematic and wiring diagrams shall be displayed via a placard mount-
ed to the inside surface of the panel door.
12. All other components necessary for a completely operable system performing
the functions required shall be supplied.
4. Wiring:
a. Outdoors: PVC Schedule 80, THWN-2, or XHHW-2 conductors, NEMA 4X
Enclosure
b. Indoors: PVC Scheduler 40 or 80. THWN-2 or XHHW-2 conductors.
c. All wiring workmanship and schematic wiring diagrams shall be in compli-
ance with applicable standards and specifications for industrial controls set
forth by the Joint Industrial Council (JIC), National Machine Tool Builders
Association (NMTBA), National Electrical Code (NEC), electrical require-
ments of these specifications and other pertinent electrical codes and stand-
ards.
d. All control circuit wiring shall be stranded copper, color coded and clearly
marked at each end to match schematic wiring diagrams, and of adequate
size to safely carry required electrical loads. All control wires shall be marked
using T&B Shur-code sleeve markers. All wires on the back panel shall be
contained in wire troughs with removable covers to facilitate field repairs and
addition of optional/additional components. Splices shall not be used.
5. Insulated conductors shall be single conductor copper cable complying with
ASTM B3 and ASTM B8 with flame retardant, moisture, and heat-resistant insu-
lation for 90 degrees C in dry or wet locations; Listed by UL as Type XHHW-2 or
THWN-2 compliant with UL 44. Wires shall not be smaller than No. 12 AWG for
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
33 32 17 Utility Authority

power and No. 14 AWG for 120-volt control circuit. 600-volt cable shall be
stranded.
6. Cable Connectors, Solderless Type: For wire sizes up to and including No. 6
AWG, use compression type. Alarm and control wire shall be terminated using
forked type connectors at terminal boards. Properly size connectors to fit fas-
tening device and wire size. Connectors shall be rated for 90 degree C, 600
volts.
7. Cable Splices:
a. For wire sizes No. 8 AWG and larger, splices shall be made up with pre-
Insulated solderless connectors with one spare port for future conductor
connection.
b. For wire sizes No. 10 AWG and smaller, splices may be made up with pre-
insulated spring connectors.
c. No electrical connections, splices, or junction boxes with the wet well or in
locations of condensing humidity. For wet locations, splices shall be water-
proof. Spring connector splices shall be waterproofed with sealant filler.
d. Splices shall be suitably sized for cable, rated 90 degrees C, and 600 volts.
8. Hangers and Struts shall be 1 5/8 inches by 1 5/8 inches, Type 316 stainless
steel, unless otherwise noted. Attachment holes, when required, shall be factory-
punched on hole centers and shall be 9/16-inch diameter. All fittings, braces,
brackets, hardware, nuts, bolts, screws, washers, and accessories shall be Type
316 stainless steel.
a. Hex nuts shall be Type 316 stainless steel and include nylon inserts.
9. Rigid Conduits:
a. Fastener material, to the extent possible, shall be consistent with conduit
material.
b. Duct sealing compound shall be soft, fibrous, slightly tacky, non-hardening
compound. Remains workable at all temperatures.
c. Warning tape shall be provided in accordance with this Section. Polyeth-
ylene or polyester with detectable metal core and polyester underlaminate.
Yellow or Red with permanently printed black letters.
10. Pull, Junction and Terminal Boxes shall be NEMA 4X, with neoprene gaskets
provided for wet and corrosive locations.
11. Identification for manufactured units shall include engraved name plates, lami-
nated thermoset plastic, legend plate for push buttons, pilot lights, and selector
switches. Engraved nameplate shall be attached with 2-part epoxy adhesive.
12. Arc-flash Safety Signs shall read, "Warning — Arc Flash and Shock Hazard. Ap-
propriate PPE Required."
PART 3 EXECUTION
3_1 EXAMINATION
A. Section 01 70 00 — Execution and Closeout Requirements.
B. Identify project horizontal and vertical control points, establish easement and right-of-
way lines, stakeout construction points for work and pipeline alignments, establish
limits of disturbance.
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
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C. Determine exact location and size of low-pressure force mains, valves, and appurte-
nances from Drawings.
D. Verify location and elevation of existing facilities prior to excavation and installation of
proposed interconnecting low-pressure force main and valves.
3_2 PREPARATION
A. Section 01 70 00 — Execution and Closeout Requirements.
B. All materials found during the progress of work to have flaws, cracks, or other defects
will be rejected by the Engineer regardless of whether or not it has been installed and
shall be replaced by and at the expense of the Contractor.
C. Slings, hooks, or tongs used for lifting shall be padded in such a manner as to pre-
vent damage to exterior surfaces, interior linings, and components. If any part of the
coating, lining or components is damaged, the repairs or replacement shall be made
by the Contractor at his expense and in a manner satisfactory to the Engineer prior to
attempting installation.
D. Pipe Cutting:
1. Cut pipe ends square, ream pipe and tube ends to full pipe diameter, and remove
burrs.
2. Use only equipment specifically designed for pipe cutting; use of chisels or hand
saws is not permitted.
3. Grind edges smooth with beveled end for push-on connections.
E. Remove scale and dirt on inside and outside before assembly.
F. Prepare pipe connections to equipment with flanges or unions.
3_3 INSTALLATION
A. Placement: As specified in Section 31 23 34 — Trenching, Excavation, Dewatering
and Backfilling.
1. All mains shall be laid and maintained at the required lines and grades with fit-
tings, valves, and appurtenances at the described locations. All pipes shall be
laid to the depth as shown on the drawings, or when a depth is not indicated, with
a minimum cover of thirty-six (36) inches and a maximum of sixty (60) inches be-
low finished grade. Grade lines shall be set by the Contractor. Realignments
must be approved by the Engineer. The Contractor shall have suitable survey
equipment on the site at all times.
2. After placement in the trench the spigot end of the pipe shall be centered in the
bell and the pipe shall be driven home and then brought to the proper line and
grade by tamping approved backfill material under it, except for the bell. Joint de-
flection shall not exceed manufacturer's limit.
3. The Work shall at all times progress with caution so as to prevent damage to un-
derground obstructions both known and unknown. Should an obstruction not
shown on the drawings be encountered, the Engineer shall be immediately noti-
fied, and he shall be responsible for alteration to the design should realignment
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
33 32 17 Utility Authority

be necessary. Notify the Engineer far enough in advance to allow the realign-
ment to be accomplished by deflection in the pipe joints.
B. Low-pressure sewer main and fittings:
1. Handle and assemble pipe according to manufacturer instructions.
2. Install pipe and fittings in strict conformance with AWWA C600 and C605.
3. Install plastic pipe in conformance with ASTM D2774 and recommended practic-
es of the UNI-BELL Plastic Pipe Association.
4. Joint Deflection: Maximum joint deflection shall meet requirements of AWWA
C600 or AWWA Manual of Practice M23.
5. Prevent foreign material from entering pipe during placement and Work stoppag-
es using plugs designed for that purpose. If trench contains standing water in
joining zone, plug shall remain in place until the trench has been pumped dry be-
fore proceeding pipe laying.
6. Allow for expansion and contraction without stressing pipe or joints.
7. Install access fittings to permit work performed under Section 33 05 05.31 — Hy-
drostatic Testing.
a. Lateral service connections shall be used for injections and blowoff loca-
tions.
b. Fittings permanently installed for testing procedures will not be permitted un-
less directed by CFPUA or the Engineer.
8. Jointing:
a. Fused HDPE
1) HDPE Pipe shall be joined by the butt-fusion process in accordance with
pipe manufacturer's directions.
2) Contractor shall provide butt-fusion technicians who are trained and cer-
tified by the HDPE pipe manufacturer to complete the project. The date
of technician certification shall not exceed 12 months before commenc-
ing construction.
3) Butt-fusion means the butt-joining of the pipe by softening the aligned
faces of the pipe ends in a suitable apparatus and pressing them to-
gether under controlled pressure.
4) The internal and external beads resulting from the butt-fusion process
shall be visible and examined for penetration 360 degrees around the
pipe diameter.
5) DI/HDPE Mechanical Joint Adaptors shall be ductile iron mechanical
joint fittings per CFPUA Material Specification Manual and shall be
joined to the HDPE pipe by a heat-fused joint on one end, and connect-
ed to a ductile iron pipe valve, or fitting with a mechanical joint on the
other end.
6) Solvent epoxy cementing, electro-fusion couplings, and mechanical join-
ing with bolt on wrap around clamps or mechanical joints without an
adapter shall not be used for connections.
b. Push-On Joints
1) The inside of the bell and the outside of the spigot end shall be thor-
oughly cleaned to remove dirt, grit, oil or excess coatings and other for-
eign matter. For ductile iron pipe, the gasket shall be flexed inward and
inserted in the gasket recess of the bell socket.
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
33 32 17 Utility Authority

2) A thin film of gasket lubricant shall be applied to either the inside surface
of the gasket or the spigot ends, care will be taken to avoid contact with
the ground.
3) The joint shall be completed by forcing the plain end to the bottom of the
socket with a forked tool or jacking device or other approved method. All
pipe shall have depth mark prior to insertion. Pipe cut in the field shall
be filed to resemble the spigot end of manufactured pipe.
4) When deflection is required, the joint shall be completed prior to setting
the deflection. The deflection shall conform to applicable AWWA Stand-
ards or manufacturer's recommendation.
c. Mechanical Joints
1) The inside of the socket, the outside of the spigot end and the gland
shall be thoroughly cleaned and or washed with an approved solution to
remove dirt, grit, oil or excess coatings and foreign matter to improve
gasket seating.
2) The gland shall then be placed on the plain end of the pipe with the lip
extension toward the plain end, followed by the gasket with the narrow
edge of the gasket toward the plain end of the pipe.
3) The pipe shall be inserted into the socket and the gasket pressed firmly
and evenly into the gasket recess. The joint shall be kept straight during
the assembly and any deflection required shall be done after the joint
has been assembled but prior to tightening the bolts.
C. Low-pressure connection to sewer infrastructure:
1. Connections to manholes shall be installed per Section 33 31 11 — Sanitary
Sewer Gravity Mains and Section 33 05 13 Precast Concrete Manholes and Utili-
ty Structures.
2. If a connection is made to an existing manhole, the manhole shall be lined per
Section 33 05 13 - Precast Concrete Manholes and Utility Structures.
D. Low-pressure sewer service laterals:
1. No joints are permitted in the service lateral from the main to the valve box. Valve
boxes shall contain an isolation plug valve and check valve with the isolation
valve installed between the main and the check valve to allow for check valve re-
placement.
E. Grinder pump systems:
1. Wet well shall not be installed in the rear of the house or inside any fenced area;
removal of the pumps and / or operation of discharge valve shall not require per-
sonnel entry into the tank or disconnection.
2. Top of wet well shall be installed flush with final grade.
3. Minimum six (6) inches of separation between all penetrations including cable
hangers and discharge piping.
4. Floodplain applications shall include a watertight lid, no mushroom vent on lid; a
(2) inch NPT female hub shall be provided in place of the mushroom vent for in-
stallation by the Contractor for side wall venting of the tank utilizing Schedule 80
PVC vent piping.
5. Control panel and accessory equipment shall be installed in strict accordance
with the manufacturer's instructions and good practice in a workmanship manner.
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
33 32 17 Utility Authority

a. Control panel must be within line of sight of the wet well, a placard shall be
affixed to the control panel with the Cape Fear Public Utilities Emergency
phone number listed for the Owner's use and a 2nd copy placed inside the
control panel. Alarm light must be visible from the street.
1) A schematic wiring diagram shall be permanently affixed to the inside of
the panel door. An installation and service manual shall be provided
6. Integral check valve shall be factory installed, gravity operated; Flapper type in-
tegral check valve built into the stainless-steel discharge piping; Must provide a
full-ported passageway when open; Working parts construction of 316 stainless
steel and fabric reinforced synthetic elastomer to ensure corrosion resistance.
7. Low Voltage Electrical Power and Conductors:
a. Install cables complete with proper terminations at both ends.
b. Slack: Provide maximum slack at all terminal points.
c. Splices:
1) Where possible, install cable continuous, without splice, from termina-
tion to termination. All splices not specifically indicated on the drawings
9
shall require approval of the Engineer.
2) Where required, splice as shown and also where required for cable in-
stallation. No electrical connections or splices within the wet well or in
locations of condensing humidity.
3) Splices are not allowed in conduits.
8. Grounding and Bonding Equipment:
a. Ground conductors, pulled into conduits with non-grounded conductors, shall
be insulated, green.
b. Connect to equipment ground bars.
c. Where grounding provisions are not included, drill suitable holes in locations
recommended by equipment manufacturer and connect to equipment by
means of lug compressed on cable end.
d. Scrape bolted surfaces clean and coat with conductive oxide resistant com-
pound.
9. Hangers and Supports Installation:
a. Provide hangers and supports for electrical systems with necessary chan-
nels, fittings, brackets, and related hardware for mounting and supporting
materials and equipment. Provide anchor systems, concrete inserts, and as-
sociated hardware for proper support of electrical systems.
b. Supports for Cabinets, Panels, Enclosures, and Boxes:
1) Wall-Mounted: Provide space not less than 1/4-inch between cabinets,
consoles, panels, enclosures, and boxes and the surface on which each
is mounted. Provide non-metallic or stainless-steel spacers as required.
10. Rigid Conduits Installation:
a. Supports: Support conduits by means of one-hole pipe clamps in combina-
tion with one-screw back plates, to raise conduits from the support surface.
b. Exposed Conduit: Install parallel or perpendicular to structural members or
walls.
c. Underground Conduits:
1) Install individual, underground conduits minimum of 20 inches below
grade.
2) Perform excavation, bedding, backfilling, and surface restoration, includ-
ing pavement replacement where required.
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
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3) Install warning tape 12 inches below finished grade over buried con-
duits.
d. Terminations:
1) Install insulated bushings on conduits entering boxes or cabinets, ex-
cept when threaded hubs are used.
2) Provide locknuts on both inside and outside of enclosure, except when
threaded hubs are used.
e. Moisture Protection: Seal conduit openings within control panels and distri-
bution equipment with duct sealing compound to provide watertight seal.
f. Corrosion Protection:
1) Dissimilar Metals: Prevent occurrence of electrolytic action between dis-
similar metals.
11. Electrical: 240 VAC, 60 Hz, single phase, 3450 RPM; pump cord length (25) feet
minimum, UL and CSA listed; Quick connect cord for watertight attachment to
pump.
a. Pumps will not operate on 208 VAC circuits and shall not be connected to a
208 VAC circuit. Buildings with 208 VAC electrical systems shall require a
208/240 VAC transformer to provide the required 240 VAC.
12. Level controls shall be located in the cast iron enclosure of the core unit; Provide
float switch type level controls for Pump Off, Pump On, and High-Level Alarm in
the wet well for simplex grinder pump stations.
a. Float switches shall consist of a mercury tube switch sealed within a corro-
sion resistant polypropylene housing with a minimum (18) gauge, (2) wires,
SJOW / A jacketed cable. The cable shall be of sufficient length to reach the
connection junction box without splicing. The floats shall be suspended from
a stainless-steel support bracket mounted inside the wet well such that any
adjustment or replacement may be done without entering the tank; Float lev-
el controls shall be UL / CSA listed and approved.
13. Power and control cables shall be a minimum of (25) feet long or as needed to
connect the wet well to the pump control panel. The power and control cables
shall not be spliced between the wet well and pump control panel. The cables
shall be UL / CSA listed and approved. The power and control cables shall be in-
stalled in minimum (1.5) inch PVC conduit. The conduit ends shall be sealed at
each end with non-hardening duct sealant.
a. Direct burial rated power and control cable assembly may be installed with
the approval of CFPUA. Direct burial cable assembly shall be UL / CSA
listed and approved.
b. Connection of power and control cables at the wet well shall be a sealed wa-
tertight connection. Power cable shall be sealed at the motor and clamped in
place with a rubber watertight seal bushing to seal the outer jacket against
leakage and to provide for strain relief. Cables shall withstand a pull of 300 lb
force.
14. Local Disconnects: A safety switch disconnection shall be provided adjacent to
the pump control panel.
a. Single family residential grinder pumps are required to have the pump alarm
and control circuit powered independently of the pump power circuit. There-
fore, separate breakers shall be provided in the pump control panel for pump
alarm and control, and pump power.
b. Pump alarm and control circuit: 120 VAC, single phase, (15) amperes, single
pole disconnect.
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
33 32 17 Utility Authority

c. Pump power circuit: 240 VAC, single phase, (3) amperes, double pole dis-
connects.
d. Disconnects shall be UL listed and rated for outdoor applications and in-
stalled per the NEW and Authority Having Jurisdiction (AHJ) requirements.
e. Disconnects are required on the homeowner's branch circuit supplying the
grinder pump panel and shall be installed before the grinder pump system is
energized.
F. Valves:
1. Valves shall be set and joined to the pipe and each type of joint as specified for
pipe.
2. Cast iron valve boxes shall be firmly supported, maintained centered and plumb
over the operating nut of the valve. Outside of paved areas, valve boxes shall be
set in a 2-foot diameter x 6-inch thick concrete collar. The box cover shall be
flush with the surface of the finished pavement. All force main valve box lids shall
have the word "SEWER" cast in the lid.
3. All reasonable effort must be made to locate valves/valve boxes, back of curb, in
grass areas and at street corners, whenever possible.
4. Valve boxes in areas that will require sod at a later date must be left one to two
inches above existing grade (to allow for sod thickness).
5. All valves must be centered over the operating nut and all valves, after being fully
opened, will be backed off one-quarter turn to prevent them from being jammed
open. This procedure should take place only after the main has passed pressure
testing and has been certified by the Engineer.
6. Should the operating nut be more than three feet below the final grade, an exten-
sion shall be supplied and installed by the Contractor. The extension shall bring
the nut to within twelve (12) inches of final grade.
G. Installation of Tapping Sleeves and Valves
1. Install the tapping sleeve and valve and pressure test prior to making the tap.
2. If leaks are present, the Contractor shall repair them to the satisfaction of the En-
gineer or Resident Project Representative.
3. Complete the tapping operation and close tapping valve.
4. Tapping valve shall not be opened until new main has been tested and certified
for operation.
H. Thrust Restraints: As specified in Section 33 05 09.33 — Thrust Restraint for Utility
Piping.
1. New main construction shall be restrained by means of field or factory applied
systems as shown on the Engineer drawings.
2. Thrust blocks in new mains are prohibited except when directed by the Engineer.
3. Where a fitting or device is to be inserted into an existing main, thrust blocking
shall be installed as directed by the Engineer or CFPUA.
I. Polyethylene (PE) encasement when indicated for ductile iron pipe and fittings:
1. Encase piping in PE as indicated on Drawings to prevent contact with surround-
ing soil material or insulation from adjacent cathodic protection system.
2. Comply with AWWA C105.
3. Where pipe exits ground, terminate encasement 3 to 6 inches above surface.
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
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J. Vent Pipe (If determined necessary by Engineer due to existing flood elevations):
1. (2) inch Schedule 80 PVC, vented through the side wall of the grinder tank, and
shall replace the standard top mounted vent, and the vent pipe opening shall be
screened and terminate a minimum of (2) feet above the (100) year flood eleva-
tion or as directed by the Engineer.
K. Pipe Locator Wire: Install per Section 33 01 12— Identification for Utilities Piping.
1. All low-pressure sewer main shall be marked with diameter, manufacturer's
name, pressure pipe type, and grade and class.
L. Pipe Markers: According to CFPUA Details and Material Specification Manual.
M. Landscaping: Shrubs, bushes, trees, and similar vegetation shall be planted in a
manner that will provide a minimum of three feet unrestricted access from the meter
box and clean-out to the road. No shrubs, bushes, or trees shall be planted within
three feet around the meter box or clean-out that may hinder CFPUA's ability to main-
tain infrastructure. Small (less than 18" diameter and height), shallow rooted or sea-
sonal planting may be approved within three feet of the meter box or cleanout, pro-
vided that these plantings do not hinder the CFPUA's ability to access and maintain
the infrastructure at the planting's mature growth.
3_4 FIELD QUALITY CONTROL
A. Section 01 70 00 — Execution and Closeout Requirements.
B. Section 33 05 05.31 — Hydrostatic Testing.
1. Prior to pressure test, all piping shall be flushed at a minimum of (2.5) feet per
second to result in at least a 100% turnover of water in the pipe.
2. Working pressure shall be 100 PSI and test pressure shall be a minimum of 150
PSI. All piping shall be tested for a period not less than (2) hours and shall be
witnessed by a CFPUA Inspector. The pressure gauge must be liquid filled with 2
psi increments maximum. The gauge must be a minimum of three feet above
grade. No more than 3 psi can be lost during the two-hour test. The gauge must
return to 0 psi when the test is completed. There will be no allowable leakage. Air
testing will not be accepted on mains and services, but will be accepted for tap-
ping sleeves, 40 psi for 15 minutes or hydrostatic testing @150 psi for 15 min
with zero pressure loss for both.
C. Start-Up Testing:
1. Test instrumentation system for proper function and sequencing of all motors, in-
dication, and remote notification capabilities in accordance with the Manufactur-
er's recommendations.
2. Conduct a test for observation by the Owner's representative to demonstrate op-
eration in accordance with the drawings and specifications.
3. At a minimum, the pumps shall run through two (2) cycles for proper functioning.
4. Alarm and Light Test as recommended per the Manufacturer.
5. Battery Backup Test:
a. Switch residential power off, and trip alarm to test that the battery backup
successfully powers the alarm.
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
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D. Low-Voltage Electrical:
1. Operate power circuits to verify proper operation and connection to electrical sys-
tems materials and equipment, including mechanical key-interlocks for circuit
breakers.
2. Test each electrical circuit after permanent cables are in place, to demonstrate
that circuit and equipment are connected properly and will perform satisfactorily,
free from improper grounds and short circuits.
3. Individually test 600-volt cable mechanical connections after installation and be-
fore they are put in service, with calibrated torque wrench. Values shall be in ac-
cordance with manufacturer's recommendations.
4. Individually test 600-volt cables for insulation resistance between phases and
from each phase to ground. Test after cables are installed and before they are
put in service, with Megger for one minute at voltage rating recommended by ca-
ble manufacturer. Insulation resistance for each conductor shall not be less than
value indicated in IEEE 525-2016 for the circuit run length as indicated below:
a. Length of Cable Minimum Acceptable Value (M-ohms)
1) 100 ft 16
2) 200 ft 8
3) 300 ft 5.3
E. Tracer Wire Test:
1. The tracer wire on mains and services up to the shut off ball curb valve located at
right-of-way will be tested at the time of site development.
2. The tracer wire on laterals from shut off ball curb valve to wet well shall be tested
at the time of installation.
END OF SECTION
Date 1/1/22 Low Pressure Sewer Systems and Residential Grinder Pump Stations Cape Fear Public
33 32 17 Utility Authority