WQ0044792_Application (ATC)_20230531

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Sewer Narrative
Montavello Section 1 Phase 2
May 31, 2023
Owner:
Town of Ayden
Engineer:
Stroud Engineering, PA
107B Commerce St.
Greenville, NC 27858
A. Description of Project
Montavello Section 1 Phase 2 is proposed as a Single Family residential
development consisting of 16 lots located along Seven Iron Drive which is a culdesac
street that will betaken over by the Town of Ayden in Pitt County, NC. At a rate of 480
gpd/lot, the estimated discharge is 480 x 16= 7680 gpd.
This project will tie into the existing sewer system at the manhole located near the
intersection of Montavello Lane and Seven Iron Drive.
Richard A. Brown, PE Date
III ,11„/..
O'ER'••.
=pe�0Esso 0<�-
SEA
' 6846
'�. �' I N EO% ��`

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

E. Flow Tracking/Acceptance Form (Form: FTSE 04-16) (If Applicable):
® Submit the completed and executed FTSE form from the owners of the downstream sewers and treatment facility.
➢ Multiple forms maybe required where the downstream sewer owner and wastewater treatment facility are different.
➢ The flow acceptance indicated in form FTSE must not expire prior to permit issuance and must be dated less than one
year prior to the application date.
➢ Submittal of this application and form FTSE indicates that owner has adequate capacity and will not violate G.S. 143-
215.67 a .
➢ Intergovernmental agreements or other contracts will not be accepted in lieu of a project -specific FTSE.
F. Site Maps (All Application Packages):
® Submit an 8.5-inch x 11-inch color copy of a USGS Topographic Map of sufficient scale to identify the entire project
area and closest surface waters.
➢ Location of the project (gravity sewer, pump stations & force main)
➢ Downstream connection points and permit number (if known) for the receiving sewer
® Include a street level map (aerial) showing general project area so that Division staff can easily locate it in the field.
G. Existing Permit (All Modification Packages):
❑ Submit the most recently issued existing permit.
❑ Provide a 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.).
H. Power Reliability Plan (Required if portable reliability option utilized for Pump Station):
❑ Per 15A NCAC 02T .0305(h)(1), submit documentation of power reliability for pumping stations.
➢ This alternative is only available for average daily flows less than 15,000 gallons per day
➢ It shall be demonstrated to the Division that the portable source is owned or contracted by the applicant and is compatible
with the station. The Division will accept a letter signed by the applicant (see 15A NCAC 02T .0106(b)) or proposed
contractor, stating that "the 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)
I. Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
❑ Per 15A NCAC 02T .0115(a)(1) provide the Certificate of Public Convenience and Necessity from the North Carolina
Utilities Commission demonstrating the Applicant is authorized to hold the utility franchise for the area to be served by
the sewer extension, or
❑ Provide a letter from the North Carolina Utilities Commission's Water and Sewer Division Public Staff stating an
application for a franchise has been received and that the service area is contiguous to an existing franchised area or that
franchise approval is expected.
J. 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 .0115(b), submit the properly executed Operational Agreement (FORM: DEV).
For more information, visit the Division's collection systems website
INSTRUCTIONS FOR FORM: FTA 04-16 & SUPPORTING DOCUMENTATION Page 2 of 3

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

rn State of North Carolina
lJ V Y q 7 12 Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0300 — FAST TRACK SEWER SYSTEM. EXTENSION APPLICATION
DMslon of Water Resources FTA 04-16 & SUPPORTING DOCUMENTATION
Application Number: (to be completed by DWR)
All items mast be completed or the application will be returned
L APPLICANT INFORMATION:
1.
Applicant's name: Town of Ayden (company, municipality, HOA, utility, etc.)
2.
Applicant type: ❑ Individual ❑ Corporation
❑ General Partnership
❑ Federal ❑ State/County
® Municipal
3.
Signature authority's name: Scott Howard per 15A NCAC
02T .0106(b)
Title: Town Manager
4.
Applicant's mailing address: PO Box 219
City: Auden State: NC Zip: 28513-
5.
.Applicant's contact information:
J 481-5826 Email Address: showardAgyden.com
Phone number: Q2
❑ Privately -Owned Public Utility
❑ Other
EL PROJECT INFORMATION:
1. Project name: Montavello Section 1 Phase 2
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: Pitt
4. Approximate Coordinates (Decimal Degrees): Latitude: 35.4659' Longitude: -77.3 01'
5. Parcel ID (if applicable): 86715
(or Parcel ID to closest downstream sewer)
IM CONSULTANT INFORMATION:
1. Professional Engineer: Richard A. Brown License Number: 36845
Firm: Stroud Engineering, PA
Mailing address: 107B CommerceStreet
City: Greenville State: NC Zip: 27858-
Phone number: 252 756-9 52 Email Address: [e-mail]
IV. WASTEWATER TREATMENT FACILITY (WWTF) INFORMATION: C7�
1. Facility Name: Town of Ayden Permit Number: Unlmown �' ,� �
Owner Name: Town of A d "�� low ! 6
V. RECEIVING DOWNSTREAM SEWER INFORMATION (if different than WWTF):
1. Permit Number(s): W own Downstream (Receiving) Sewer Size: 8 inch
System Wide Collection System Permit Number(s) (if applicable): WQCS
Owner Name(s): Town of Ayden
FORM: FTA 04-16 Page 1 of 5

VL GENERAL REQUIREMENTS
1. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been attached?
❑ Yes ❑No ®N/A
2. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FARM: DEV) been attached?
❑ Yes ONO ®N/A
3. If the Applicant is a Home/Property Owners' Association, has an Operational Agreement (FORM: HOA) been attached?
❑ Yes ❑No ®N/A
4. Origin of wastewater: (check all that apply):
® Residential Owned ❑ Retail (stores, centers, malls) ❑ Car Wash
❑ Residential Leased ❑ Retail with food preparation/service ❑ Hotel and/or Motels
❑ School / preschool / day care ❑ Medical / dental /veterinary facilities ❑ Swimming Pool /Clubhouse
❑ Food and drink facilities ❑ Church ❑ Swimming Pool/Filter Backwash
❑ Businesses / offices / factories ❑ Nursing Home ❑ Other (Explain in Attachment)
5. Nature of wastewater: 100 % Domestic/Commercial % Commercial
% Industrial (See 15A NCAC 02T .0103(2QD
4 Is there a Pretreatment Program in effect? ❑ Yes ❑ No
6. Hasa flow reduction been approved under 15A NCAC 02T .0114(f)? ❑ Yes ®No
➢ If yes, provide a copy of flow reduction approval letter
7. Summarize wastewater generated by project:
Establishment Type (see 02T.0114(f))
Daily Design Flow n.b
No. of Units
Flow
single family lots
480 gal/day
16
7680 GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Total
7680 GPD
V
a See 15A NCAC 02T .0114(b), (d), (e)(1) and (e)(2) for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S. 42A-4).
b Per 15A NCAC 02T .0114(c), design flow rates for establishments not identified [in table 15A NCAC 02T.01141 shall be
determined using available flow data, water using fixtures, occupancy or operation patterns, and other measured data.
8. Wastewater generated by project: 7680 GPD (per 15A NCAC 02T .0114)
➢ Do not include future flows or previously permitted allocations
If permitted flow is zero, indicate why:
❑ Pump Station or Gravity Sewer where flow will be permitted in subsequent permits that connect to this line
❑ Flow has already been allocated in Permit Number:
❑ Rehabilitation or replacement of existing sewer with no new flow expected
❑ Other (Explain):
FORM: FTA 04-16 Page 2 of 5

0
i 11
1
GRAVITY SEWER DESIGN CRITERIA (If Applicable) - 02T .0305 & MDC (Gravity Sewers):
Summarize gravity sewer to be permitted:
Size (inches)
Length (feet)
Material
8"
285
SDR 26
➢ Section H & III of the MDC for Permitting of Gravity Sewers contains information related to design criteria
➢ Section III contains information related to minimum slopes for gravity sewer(s)
➢ Oversizing lines to meet minimum slope requirement is not allowed and a violation of the MDC
PUMP STATION DESIGN CRITERIA (If Applicable) — 02T .0305 & MDC (Pump Stations/Force Mains):
COMPLETE FOR EACH PUMP STATION INCLUDED IN THIS PROJECT
1. Pump station number or name:
2. Approximate Coordinates (Decimal Degrees): Latitude: Longitude: - °
3. Design flow of the pump station: millions gallons per day (firm capacity)
4. Operational point(s) of the pump(s): gallons per minute at feet total dynamic head (TDIT)
5. Summarize the force main to be permitted (for this Pump Station):
Size (inches) Length (feet) Material
6. Power reliability in accordance with 15A NCAC 02T .0305(h)(1):
❑ Standby power source or pump with automatic activation and telemetry - 15A NCAC 02T .0305(h)(1)(B)_
➢ Required for all pump stations with an average daily flow greater than or equal to 15,000 gallons per day
➢ Must be permanent to facility
Or if the pump station has an average daily flow less than 15,000 gallons per day:
❑ Portable power source with manual activation, quick -connection receptacle and telemetry - 15A NCAC 02T
.0305(h)(1)(C)
or
❑ Portable pumping unit with plugged emergency pump connection and telemetry - 15A NCAC 02T .0305(h)(1)(C):
➢ It shall be demonstrated to the Division that the portable source is owned or contracted by the applicant (draft agreement)
and is compatible with the station.
➢ If the portable power source or pump is dedicated to multiple pump stations, an evaluation of all the pump stations' storage
capacities and the rotation schedule of the portable power source or pump, including travel timeframes, shall be provided
in the case of a multiple station power outage.
FORM: FTA 04-16 Page 3 of 5

M SETBACKS & SEPARATIONS — (02B .0200 & 15A NCAC 02T.0305(f)):
1. Does the project comply with all separations found in 15A NCAC 02T.0305(f) & (g) ® Yes ❑ No
D 15A NC'Ar.. n?T n wf) cnntains minimum separations that shall be provided for sewer systems:
Setback Parameter*
Separation Required
Storm sewers and other utilities not listed below vertical
24 inches
Water mains vertical -water over sewer including in benched trenches
18 inches
Water mains(horizontal)
10 feet
Reclaimed water lines vertical - reclaimed over sewer
18 inches
Reclaimed water lines(horizontal - reclaimed over sewer
2 feet
**Any private or public water supply source, including any wells, WS-I waters of Class I or
Class H 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
➢ 15A NCAC 02T.0305(g) contains alternatives where separations in 02T.0305(f) cannot be achieved.
➢ **Stream classifications can be identified using the Division's NC Surface Water Classifications webpage
➢ If noncompliance with 02T.0305(f) or (g), see Section X of this application
2. Does the project comply with separation requirements for wetlands? (50 feet of separation) ®Yes [:]No [:]N/A
➢ See the Division's draft separation requirements for situations where separation cannot be meet
➢ No variance is required if the alternative design criteria specified is utilized in design and construction
➢ As built documents should reference the location of areas effected
3. Does the project comply with setbacks found in the river basin rules per 15A NCAC 02B .0200? ❑ Yes ❑ No ® N/A
➢ This would include Trout Buffered Streams per 15A NCAC 2B.0202
4. Does the project require coverage/authorization under a 404 Nationwide or ❑ Yes ® No
individual permits or 401 Water Quality Certifications?
➢ Information can be obtained from the 401 & Buffer Permitting Branch
5. Does project comply with 15A NCAC 02T.0105(c)(6) (additional permits/certifications)? ® Yes ❑ No
Per 15A NCAC 02T.0105(c)(6), directly related environmental permits or certification applications are being prepared, have
been applied for, or have been obtained. Issuance of this permit is contingent on issuance of dependent permits (erosion and
sedimentation control plans, stormwater management plans, etc.).
6. Does this project include any sewer collection lines that are deemed "high -priority?"
Per 15A NCAC 02T.0402, "high -priority sewer" means "any aerial sewer, sewer contacting surface waters, siphon, or sewer
positioned parallel to streambanks that is subject to erosion that undermines or deteriorates the sewer.
❑ Yes ® No ❑ N/A
➢ If yes, include an attachment with details for each line, including type (aerial line, size, material, and location).
High priority lines shall be inspected by the permittee or its representative at least once every six -months and inspections
documented per 15A NCAC 02T.0403(a)(5) or the permitee's individual System -Wide Collection permit.
FORM: FTA 04-16 Page 4 of 5

t
X. 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/Altemative Design Request application (VADC 10-14) and supporting documents for
review. Approval of the request is required prior to submittal of the Fast Track Application and supporting documents.
2. Professional Engineer's Certification:
I 1 f*' ky_fL ) A- . f3y o w J attest that this application for
(Professional Engineer's name from Application Item III.1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications,
engineering calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best
of my knowledge the proposed design has been prepared in accordance with the applicable regulations, Gravity Sewer
Minimum Design Criteria for Gravity Sewers (latest version), and the Minimum Design Criteria for the Fast -Track Permitting
of Pump Stations and Force Mains (latest version). Although other professionals may have developed certain portions of this
submittal package, inclusion of these materials under my signature and seal signifies that I have reviewed this material and
have judged it to be consistent with the proposed design.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.613, any person who knowingly makes any false
statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may
include a fine not to exceed $10,000, as well as civil penalties up to $25,000 per violation.
`%,tt,.n,,,,,,rrry,,,.
North Carolina Professional Engineer's seal, signature, and date: ! ��Z�
p�11-o�ESS, O �f
,
j = 36
- 845
j , =
3. Applicant's Certification per 15A NCAC 02T .0106(b):
I, .sco I I 4,,(xPd �ovm ' ' ,4*,"e:ev attest that this application for
(Signature Authority's name title from Application Item I.3.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that if all required parts of
this application are not completed and that if all required supporting documentation and attachments are not included, this
application package is subject to being returned as incomplete. I understand that any discharge of wastewater from this non -
discharge system to surface waters or the land will result in an immediate enforcement action that may include civil penalties,
injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a condition
of this permit be violated. I also understand that if all required parts of this application package are not completed and that if
all required supporting information and attachments are not included, this application package will be returned to me as
incomplete.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false
statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may
include a fine not to exceed $10,000 as well as civil penalties up to $25,000 per violation.
Signature: Date:
FORM: FTA 04-16 Page 5 of 5

CHARLE$ M. SMFTHWiCK" JR.
41STRICt YANAdER
C'ii .M&Wt Seweay6
�MS:D
POST OFFICE, BOX 477
GRIFTON, NORTH CAROILINA 18530
September 26, 2023
Mr,, Richard A. BroWO, PE
Stt4ud Engineering; PA,
107-B Cornmerce St.
Greenville, NC 27858
Fie: Montevallo -Section 1, Phase 2 (16.4 ots)
lore
RECEWED/NCDENRMvM
SEP 2 9 2023
R Water Quality
W
eglonal Cperatlons Sectlon
Mixon Reglonat Ofryc'q
Mr. Browm:
I a,m in're:ceipt.of your request for the Contentnea Metropolitan Sewerage district tq accept the
wastewater generated by the above -mentioned project. It is understood that these are 4-:bedroom
dwellings and the point of entryin to the. CM$D system will, be. the. South Edge PU 0 Station.
1 have provided the required FTSE 1048 form and supporting documentation.formy calculations.
Please by advised that a "Wastewater Capacity Fee" of $M-53.00 (payable to the CM$b) will be -required
for each dwelling.
Please advise if you need pdditiohai informationi
since y,
Charles M.:Smithwick, Jr.
District Mangget=, CMSD

STROUD ENGINEERING, P.A.
k.UI17ULI INU ENGINEERS
107-B COMMERCE STREET
GREENVILLE, NORTH CAROLINA 27858
[phone]
0.0647
September 22, 2023
Mr. Chuck Smithwick
Contentnea Metropolitan Sewer District
900 Wiley Gaskhns Road
Griffon, NC 28530
Re; Montevallo — Section 1 Phase 2 (16 Lots)
Dear Mr. Smithwick,
Please accept this Ietter as our formal request for CMSD to accept approximately 7,680
gpd of wastewater expected to be generated by the above referenced project. This project
is located in Ayden, at the current Terminus of Seven Iron Drive which is off of
Montevallo Lane.
If there are any fiufiher questions, please do not hesitate to call.
Sincerely,
Richard A. Brown, PE
107-B COMMERCE ST. 102-D CINEMA DRIVE
GREENVILLE, NC 27858 WILMINGTON. NC W403 422 NC HWY 24
[phone] [phone] MOREHEAD CITY, NC 28557
(252) 247-74I8

.y .
State of North Carolina
Department .of Environmental Quality
Divgion of Water Resources
Dlvlsloti of Wate't Resourct;5 Flow Tracking for Sewer E%tension Applications
(FTSE 10-18)
Entity Requesting Allocation: Town of Ayden
Project Name for which flow iS being requested; Montevallo -Section 1 Phase 2
More than one ME may be requiredfor a singleprolect f the owner of the WIVTP Is not respoitsible for all pump
slations'aloftg the route of the proposed wastewater`., flow.
I. Complete this section only if you 'axe the owner of the wastewater treatment plant,
a- '9VViWTP Facility Name: ContehInea Metropolitan Sewerage District
b. WWTP Facility Peripit 4. NCO032077
A11 lows are in MGD
c. WWTP facility's permitted. flow 3�5
�. Estimated obligated flow not yet tributary to the WWTP .511
e. WWTP facility's actual avg. flow 1.585
f. Total flow for this specific request .00768
g. Total actual and obligated flows to the facility 2.104
h. Percent of permitted flow used 60.11%
II. Complete
flow_ this. section for eac
wasastewh pump station you are responsible for along the route of this proposed
List pump stations located between the project connection
point and the WWTP:
(A)
Design
'(B)
Approx.
(
(D)=(B+C)
(lENA-D)
Pump
Pump
Average
Dad**
Current
Avg.
Obligated,
Total
Station
(Name or
Station
Permit
Firm
Capacity, *
Flow
/
Daily
Not Yet
Tributary
Current
Flow Plus
Number)
No.
MGD
(Firm p fl,
MGD '
Flow,
MGD
Daily Flow,
Obligated
Available -
MGD
Flow
Capacity***
S. Edge
WQCS00080
2.4
.962
:3D5
.117
.422
.54
Hwy 11
WQC$0.0080
7.5
3
1.277
.419
1.696
1.304
* 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 capacjity of the pump station divided, by a peaking factor
00 not less than 2.5, per Section 2-01(A)(4)(c of the Minimumq,Design Crite-''i
*** A Planning Assessment Addendum shall be attached for each pump station located
between the project connection point and the WWTP wherethe Available Capacity is < 0.
Downstream Facility Name (Sewer); _Conte
titnea Metropolitan Sewerage Distr.
Downstream Permit,Number: NC0032077
Page 1 of.6
.FTSE 10-18

A-;.
III. Certification Statement:
I Charles M. Smithwick, Jr. 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 H plus all attached planning assessment addendutns for which I
am the responsible party. Signature of this form certifies that the receivingcollection
works has adequate- capacity to transport and e system or treatment
anspo treat the proposed new wastewater.
Signing Official Signature
Title of Signing Officigl
f-X-Aop 3
Date
Page 2. of 6
FTSE 10-1 S

12 Month. Pump Station Flows (Total and Average)
EEWE22EETotal
September
Main Plant
Average
40.942 1365
Grifton PS
Total Average,
5.743 0.191
Hwy,11 PS
Total Average
27.84 0.928
Ayden PS
Total
6.806
Average
0:227
Wintervllle PS
Total Average
8.153 0.272
October
41.616
1.342
5.549
0.179
29.475
1.016
6.07
0.196
8.552
0.276
No.vembe
40.223
1.341
5.122
0,171
81.774
1.059
5.806
0.194
8,137
0.271
December
42:711
1.3Z8
5.594
0.18
35A19
1.143
6,722
0.217
8.659
0.279
2023
January
49.823
1.607
5.798,
0.187
39.804
1.284
9.189
0.296
8381
0.283
February
57.262
2.045
6.795
0.243
48.735
1.741
12.663
0.452
9.581
0.342
March
48.878
1.577
6.611
0.213
41.239
1,33
9.441
0.305
8.977
0.29
April
62.32
2.077
8.289
0.276
50.32
1.677
14.394
0.48
9,548
0.318
May
53.02
1.71
7.537
0.243
42,795
1.38
11.202
0.361
9
0.29
June
48317
1.61
6.615
0.22
38.46
1.282
9,712
0.324
8.237
0.275
JuIY
48.23
1.556
6.711
0.216
41.603
1.342
9.535
0.308
9.165
0.296
August
43.739
1.411
5.496
0.17
335.207
1.136
7.128
0.3
8,353
0.269
Total/Average
577.081
1:584917
75.86
0.208
462,71
1.2765
108.668
0.305
105.143
0.288417
Note: All flows are In
WWTP
Act•'Flows 1.584917
80% Cap. 2.8
Avall.Cap, 1.:215083
MGD
Firm Capacity,
Design Capacity
Actual Flow
Available Capacity
Gr'ifton PS
1,32
M3
0.208
0.322
Hwy 11.
7.5
3
1.2765
1.7235
Ayden PS
2.4
0.962
0.305
0.657
-
Wintervllle. PS
2.16
0,864
0'.289417
0.575583
Obligated
- 0.511
Obligated Not Trib.
0.01932
0.418999
0.11664
-
0.082289
Cap..Remain
% Cap•
fl.704083
0.598833
Capacity Remaining
0.30268
1.304501
0.54036
0.493294

Wastewater Flow Tracking I i
Flow Not Tributary to WWfP
-1— -
--
-
- -.L-_
Ayden
- --�
--
-
_ _ --
I Date CMSD
_�-
Subdlvislon I#Lots Platted
_ _
#Lots w/Constructlon
�# Lots Polnt of
-
—1 iAcce ted
Pineview Sub. I 5
--
Remaining iEntry
- --
Flow Not Trlbutary
_
Yr/Month
The Arbors J 128
21 _ _'
720'
32011-Nov
Stanfield Sub. 40
6 -
17--
--�--
- 1088_11
�- 23 Hwy 11�
38;880;
8,280!
Country Club Creek 127
11
--
2007-Mar !* see note
Ayden CC(pool/clubh) 53
10
_
116 S Edge
41,760
2020-Sepf
Montevallo(Sec1, Ph 1, 1 g
- 121
431S Edge
6 -
S Edge
15 480 -_
2,160
200E-Feb
East Ridge. See 2 84
0
2020-May
o_�Q (R_ 5wftCreek 39
0
84 S Edge
30,240
2020-Oct
Hart Estates 27
0�
1 39IS Edge
-
- 140401
_
2020-Nov
Kings
ngs Mill Sub T 31
--�—
I Oi
j
27 S Edge
311Hwy 11
12,960
_
2022-Ma
--- 1
11,160
.2022-Ju1�--
Totals 6-- 552
+ 73I
479
-
Total Flow Obllgated but ------l—
---
-r-
- - - -
-- --
--
175,680
Not Tributary to WWTP
- - �-
�-
Ayden 175,680I--
-
- ---
-�- ---� -
�_
_ I
Wnterville 243,319,
- ---
- -
Gditon 91,__920'
- ----
- --
-
Total 610,919
-- —
-�
-i-- !
,,—--------
-
T -_
Spreadsheet updated on 4-24-2023
-----1-
- --
-
--- -- -- -
-
- -I-
I
-

Wastewater Flow Tracking
Flow Not Tributary to WWTP-
-- -
-I#Lots w/Construction
8 I
0 I
-
01 __ ��
3 Bedroom 01
dB droom=— 0 --I
-I
5 Bedroom _-
�- ---- --
--- -
0 1
I
— —T --- I
�----
— 1---�- -- -
I
I#E Lots _ Point of _
IRemalning IEntry - Flow Not Tributary
224 Church St 107520
521 Ma Rid. 187201
g'
_ r 154 Reedy Br 55440I
- 16 Reedy Br 57601
---- --1
20 Reeder Br 9600, _
_ 4 Reedy Bra_ 2400
�- -- - Church St 171501
_ _� _ Reedy Br _ - 9Q89
49 Chuurch St 176401
— I- --
iDate CMSDi
Accepted
Yr/Month
2019-Aug
I 2021-FebT—
_2021-Nov
2022- Juf y
12022-July .
_ 12022-July
1 -
2022-Aug I
2023-Apr 1
2023-June
-t----
Winterville I
Subdivision #Lots Platted
Ridge I 232
Ell'sCopper
El per Creek Seat I 52
Eleven At Main 1.54
Villa Grande Ph 3 16
I 20
4
Long Branchan Cal
_
Wintervile Commons Lowe's Foods)
Brookstone Phase 2 49
— —
-
-
I
---------1
I --
--�_—�
Totals — I 527
— 8L -
5191
-
Total .Flow.Not Tributary I
I --
Note: Updated by Winterville on 4-18.2023—
Long Br. Canal Sewer Outfall Is "Aces for Autism" school/campus
— - -- - -1---
- 243,3191
I— I
-
i
i
—

Wastewater Flow Tracking
Flow Not Tributary to WWTP
-
-
- -
Grlfton -
-�- -
`- -----I- - --
_
Subdivision #Lots Platted i#Lots w/_ no struction
_ _ ots P na t of
_�Remainin Entry_'Flow
_ __Date'CMSD
Not Tributary
_
Accepted
�Yr[Month
-- _�_ _
Hams Landing_- 43 3 Bedroom _
- 0
-
_ - 43:F of Dreams
- I-
-�---
2023-Jan
15480'
_ —`— 44 4 j:dro�'_
Meadowbrook 23 3 droomj
T-
O
-- - ---
_44 F of Dreams
231WaterSt�-
__
21120 -- -
-8280�
- - �-
23 4 droom _—_-
Lane Farms Sub
0 --�-
-L-
-_ _ 2_3 Water Sty 11040'
2023-Jan
- -
100 3 Bedroom
_ _
- 2023-July
-F- -
-- -----
-- --- --
-
r
T-
Totals _ 233
- -�-
- -----
--�
-
Totalflow not Tributary to WWTP --
�- ---
- - - - �- ---� -
91920i
-� -

Average Yearly Flow for:
Jan.2022
Feb.2022
M a r.2022
Apr.2022
May2022
Jun2022
Ju12022
Aug2022
Sept2022
oct2022
Nov2022
Dec2022
CMSD, NCO032077
Permitted Flow:
1.9013548
1.8454643
1.6549677
1.4774
1.2995807
1.2183333
1.4907097
1.4142581
1.3647333
1.3424516
1.3407667
1.3777742
1.4773162 Avg. Flow
2022 % of Permitted Flow:
3.5
0.422090343
(<80%/90% 0K)

WATER & SEWER SPECIFICATIONS
MONTAVELLO
SECTION 1 PHASE 2 & SECTION 2 PHASE 1
DEVELOPER:
MONTAVELLO CORPORATION
i oo TOT°TENHAM COURT
ZVINTERVILLE, NC z8590
RICHARD A_ BROWN, PE
z )2'b
DATE
-S STROUD ENGINEERING P.A.
107 B COMMERCE STREET
G EE V L,T E, NORTH CAROLINA 27858
[phone]
0

r
SECTION 31 2316.13
TRENCHING
PART1 GENERAL
1.01 SECTION INCLUDES
A. Backfilling and compacting for utilities outside the building to utility main connections.
1.02 RELATED REQUIREMENTS
A Section 02510 -Water Distribution System.
B. Section 02535 - Sanitary Sewer Piping.
1.03 UNIT PRICES
A. No extra payment for excavation and backfill of trenches, using on -site materials. Include in unit
price for pipe and structures.
B. No extra payment for granular fill used for bedding, haunching, and cover for sewer pipe.
Include in unit price for pipe.
C. Payment will be made for imported borrow. Method of measurement: cubic yard, loose truck
measure.
1.04 REFERENCES
A. AASHTO T 180 - Standard Specification for Moisture -Density Relations of Soils Using a 4.54 kg
(10-1b) Rammer and a 457 mm (18 in.) Drop; 2010.
B. ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-Ibf/ft3 (600 kN-m/m3)); 2012.
C. ASTM D1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the
Sand -Cone Method; 2007.
D. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Modified Effort (56,000 ft-Ibf/ft3 (2,700 kN m/m3)); 2012.
E. ASTM D 1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Modified Effort (56,000 ft-Ibf/ft3 (2,700 kN m/m3)); 2002.
F. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place by the
Rubber Balloon Method; 2008.
G. ASTM D 2487 - Standard Practice for Classification of Soils for Engineering Purposes (Unified
Soil Classification System); 2000.
H. ASTM D 2922 - Standard Test Methods for Density of Boil and Soil -Aggregate in Place by
Nuclear Methods (Shallow Depth); 2004.
1. ASTM D 3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear
Methods (Shallow Depth); 2004.
1.05 DEFINITIONS
A. Foundatlon:That portion of the pipe support structure bounded by the undisturbed trench
bottom, the trench walls, and the pipe bedding. The construction of a pipe foundation Is
generally not required unless unstable materials are encountered In the trench bottom
B. Bedding: That portion of the pipe support structure bounded by the foundation or undisturbed
trench bottom, the trench walls and the bottom of the pipe
C. Haunching: That portion of the pipe support structure bounded by the bedding, the trench walls,
the outside of the pipe and a horizontal plane having elevation equal to that of the springline of
the pipe
D. Initial Backfill: That portion of the backfill lying above the sprngline of the pipe and below a
horizontal plane having an elevation which is one (1) foot above the top of the pipe
E. Final Backfill: That portion of the backfill lying above the initial backfill
P1784-001 / Montavello 31 2316.13 - 1 TRENCHING

F. Select Backfill: General fill, type 1 or 2, or sand fill; must be approved for use by the Engineer.
1.06 PROJECT CONDITIONS
A. Provide sufficient quantities of fill to meet project schedule and requirements. When necessary,
store materials on site in advance of need.
B. When fill materials need to be stored on site, locate stockpiles where designated.
1. Separate differing materials with dividers or stockpile separately to prevent intermixing.
2. Prevent contamination.
3. Protect stockpiles from erosion and deterioration of materials.
C. Verify that survey bench marks and intended elevations for the Work are as indicated.
D. Protect plants, lawns, rock outcroppings, and other features to remain.
E. Protect bench marks, survey control points, existing structures, fences, sidewalks, paving, and
curbs from excavating equipment and vehicular traffic.
PART 2 PRODUCTS
2.01 FILL MATERIALS
A. General Fill - Fill Type 1: Subsoil excavated on -site.
B. General Fill Type 2: Imported borrow or on site subsoil complying with ASTM D 2487, types
SW, SP, SM, and SC.
C. Granular Fill - Fill Type 3: No. 57 Stone, conforming to State of North Carolina Department of
Transportation Standard Specifications for Roads and Structures.
D. Sand - Fill Type 4: Natural river or bank sand; free of silt, clay, loam, friable or soluble
materials, and organic matter.
PART 3 EXECUTION
3.01 PREPARATION
A Identify required lines, levels, contours, and datum locations.
B. Locate, identify, and protect utilities that remain and protect from damage.
C. Grade top perimeter of trenching area to prevent surface water from draining into trench.
Provide temporary means and methods, as required, to maintain surface water diversion until
no longer needed, or as directed by the Stroud Engineering, PA
3.02 TRENCHING
A. Notify Stroud Engineering, PA of unexpected subsurface conditions and discontinue affected
Work in area until notified to resume work.
B. Slope banks of excavations deeper than 4 feet to angle of repose or less until shored.
C. Hand trim excavations. Remove loose matter.
D. Remove large stones and other hard matter which could damage piping or Impede consistent
backfilling or compaction.
E. Remove excavated material that is unsuitable for re -use from site.
F. Stockpile excavated material to be re -used in area designated on site .
G. Remove excess excavated material from site.
H. Provide temporary means and methods, as required, to remove all water from trenching until
directed by the Stroud Engineering, PA. Remove and replace soils deemed unsuitable by
classification and which are excessively moist due to lack of dewatering or surface water
control.
1. Determine the prevailing groundwater level prior to trenching. If the proposed trench extends
less than 1 foot into the prevailing groundwater, control groundwater intrusion with perimeter
drains routed to sump pumps, or as directed by the Stroud Engineering, PA.
P1784-001 / Montavello 31 2316.13 -2 TRENCHING

3.03 DEWATERING
A. The Contractor shall remove by pumping, balling or otherwise any water which may accumulate
or be found in the trench and other excavations and shall form all dams, flumes or other work
necessary to keep them entirely clear of water while the pipes, foundations and structures are
being constructed. Water from the trenches and excavations shall be disposed of in such a
manner as will not cause injury to the work completed or in progress, to the public health, to
public or private properly, nor cause any interference with the use of the same by the public
B. When it is necessary to excavate a drainage trench from an excavation site to a natural
watercourse in lieu of pumping or bailing, such trenching work shall be done by the Contractor
at his own expense
C. The Contractor shall provide slit fences or other erosion control devices which may be required
by the Engineer
D. Well points shall be furnished by the Contractor if required for dewatering. The cost of well
points shall be included in the unit price bid for pipe
3.04 SHORING
A. The Contractor shall furnish, put in place and maintain such sheeting, bracing, etc., as may be
required to support the excavation and to prevent any movement which can In any way injure
the masonry, or otherwise injure or delay the work or endanger adjacent building or other
structures or create undue hazards to workmen employed therein., If the Engineer is of the
opinion that at any point sufficient or proper supports have not been provided, he may order
additional supports put in at the expense of the Contractor, and the compliance with such orders
shall not release the Contractor from his responsibility for the sufficiency of such support. Care
shall be taken to prevent voids outside of the sheeting, but If voids are formed, they shall be
immediately filled and rammed to the satisfaction of the Engineer. All sheeting and bracing that
Is removed from the backfill shall be removed in such a manner as not to endanger the
constructed pipe of other structures, utilities or property, whether public or private. All voids left
or caused by the withdrawal of sheeting shall be immediately refilled with earth as directed by
the Engineer
3.05 PREPARATION FOR UTILITY PLACEMENT
A. Cut out soft areas of subgrade not capable of compaction In place. Backfill with select fill.
B. Compact subgrade to density equal to or greater than requirements for subsequent fill material.
C. Until ready to backfill, maintain excavations and prevent loose soil from falling into excavation.
3.06 BACKFiLLING
A. Backfill to contours and elevations indicated usrng unfrozen materials.
B. Fill up to subgrade elevations unless otherwise Indicated.
C. Employ a placement method that does not disturb or damage other work.
D. Do not fill over porous, wet, frozen or spongy subgraade surfaces.
E. Maintain optimum moisture content of fill materials to attain required compaction density.
F. Granular Fifl: Place and compact materials in equal continuous layers not exceeding 8 inches
compacted depth.
G. Soil Fill: Place and compact material in equal continuous layers not exceeding 8 inches
compacted depth.
H. Correct areas that are over excavated.
1. Thrust bearing surfaces: Fill with concrete.
2. Other areas: Use select fill, flush to required elevation, compacted to minimum 97 percent
of maximum dry density.
I. Compaction Density Unless Otherwise Specified or Indicated:
1. Under paving: 97 percent of maximum dry density.
2. At other locations: 95 percent of maximum dry density.
P1784-001 I Montavello 31 2316.13 - 3 TRENCHING

Reshape and re -compact fills subjected to vehicular traffic.
3.07 BEDDING AND FILL AT SPECIFIC LOCATIONS
A. At Pipe Culverts and Storm Drains:
1. Bedding: Use genera[ fill,or select fill as directed by the Engineer.
2. Cover with select fill as directed by the Engineer.
3. At areas to be paved, fill up to subgrade with select fill as directed by the Engineer.
4. At areas not to be paved fill up to finish grade with general fill, type 1.
5. Compact in maximum 8 inch lifts to 95 percent of maximum dry density.
B. At Gravity Sewer Pipes:
1. Bedding:
a. PVC Pipe: Use Granular fill, type 1
b. PVC Composite: Use granular fill, type 1.
G. DIP: Stable undisturbed or select fill.
2. Haunching: Use granular fill, type 1
3. Initial Backfill:
a. PVC Pipe: Use granular fill, type
b. DIP Pipe: Use select fill
c. PVC Composite Pipe: Use select fill.
4. Final Backfill:
a. At areas to be paved, use select fill.
b. At areas not to be paved, use general fill, type 1
5. Compact in maximum 8 inch (200 mm) lifts to 95 percent of maximum dry density.
C. At Water Pipes:
1. Bedding: Use select fill as directed by the Engineer.
2. Cover with [select fill] as directed by the Engineer.
3. At areas to be paved, fill up to subgrade with select fill as directed by the Engineer.
.4. At areas not to be paved fill up to finish grade with general fill, type 1
5. Compact in maximum 8 inch (200 mm) lifts to 95 percent of maximum dry density.
3.08 TOLERANCES
A. Top Surface of General Backfilling: Plus or minus 2 inch from required elevations.
B. Top Surface of Backfilling Under Paved Areas: Plus or minus 1/2 inch from required elevations.
3.09 SURFACE RESTORATION
A. The surfacing of all roads, yards or ditches, etc., that is disturbed or damaged by any of the
contractors operations shall be restored to its original state. Surfacing shall be taken to mean
clay, gravel, grass, hardtop or any other specially treated surfaces. Natural ground surfaces
shall be graded so as to prevent ponding of water
3.10 FIELD QUALITY CONTROL
A. If at any time, the Engineer is of the opinion that the compaction requirements are not being
met, he may order a compaction test to be conducted by a qualified soils testing lab.lnitial
density tests will be at the expense of the owner. If the tests fail, subsequent density tests will be
at the expense of the contractor.
1. Perform compaction density testing on compacted fill in accordance with ASTM D1556,
ASTM D2167, ASTM D2922, or ASTM D3017, when directed by the engineer..
2. Evaluate results in relation to compaction curve determined by testing uncompacted
material in accordance with ASTM D 698 ("standard Proctor"), ASTM D 1557 ("modified
Proctor"), or AASHTO T 180.
3. If tests indicate work does not meet specified requirements, remove work, replace and
retest.
3.11 CLEAN-UP
A. Leave unused materials in a neat, compact stockpile.
P1784-001 / Montavello 31 2316.13 - 4 TRENCHING

B. Remove unused stockpiled materials, leave area in a clean and neat condition. Grade stockpile
area to prevent standing surface water.
C. Leave borrow areas in a clean and neat condition. Grade to prevent standing surface water.
END OF SECTION
P1784-001 / Montavello 31 2316.13 - 5 TRENCHING

SECTION 33 1116
WATER DISTRIBUTION - EPWC
PART1 GENERAL
1.01 SECTION INCLUDES
A. Pipe valves.
B. Fire hydrants.
C. Pipe and fittings for site water lines including domestic water lines and fire water lines.
D. Valves and Fire hydrants.
1.02 RELATED REQUIREMENTS
A. Section 312316 - Excavation: Excavating of trenches.
B. Section 31 2323 - Fill: Bedding and backfilling.
C. Section 31 2316.13 - Trenching: Excavating, bedding, and backfilling.
1.03 PRICE AND PAYMENT PROCEDURES
A. Pipe and Fittings: By the Ilnear foot Includes hand trimming excavation, pipe and fittings,
bedding, concrete thrust restraints, and related items.
B. Valves: By the unit. Includes valve, fittings and accessories.
C. Hydrant. By the unit. Includes hand trimming excavation, gravel sump, hydrant, valve,
connection, and accessories.
1.04 REFERENCES
A. ASTM A 126 - Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe
Fittings; 1995.
B. ASTM D 1784 - Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and
Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds; 1996.
C. ASTM D2241 - Standard Specification for Poly (Vinyl Chloride) (PVC) Pressure -Rated Pipe
(SDR Series); 2015.
D. ASTM D3139 - Standard Specification for Joints for Plastic Pressure Pipes using Flexible
Elastomeric Seals; 1998 (Reapproved 2011).
E. ASTM F 477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe;
1996a.
F. AWWA C104/A21.4 - Cement -Mortar Lining for Ductile -Iron Pipe and Fittings for Water, 2013.
G. AWWA C110/A21.10 - Ductile -Iron and Gray -Iron Fittings, 3 In. Through 48 In. (75 mm Through
1200 mm), for Water and Other Liquids; 1993 (ANSI/AWWA C110/A21.10).
H. AWWA C111/A21.11 - Rubber -Gasket Joints for Ductile -Iron Pressure Pipe and Fittings; 2012.
I. AWWA C151/A21.51 - Ductile -Iron Pipe, Centrifugally Cast; 2009.
J. AWWA C153/A21.53 - Ductile -Iron Compact Fittings, 3 In. Through 24 In. (76 mm Through 610
mm) and 54 In. Through 641n. (1,400 mm Through 1,600 mm), for Water Service; 1994
(ANSI/AWWA C153/A21.53).
K. AWWA C502 - Dry -Barrel Fire Hydrants; 2014.
L. AWWA C504 - Rubber -Seated Butterfly Valves 3 In. (75 mm) Through 72 In. (1,800 mm); 2010.
M. AWWA C509 - Resilient -Seated Gate Valves for Water Supply Service; 2009.
N. -AWWA C600 - Installation of Ductile -Iron Water Mains and Their Appurtenances; 2010.
0. AWWA C651 - Disinfecting Water Mains; 1992 (ANSI/AWWA C651).
P. UL 246 - Hydrants for Fire -Protection Service; Current Edition, Including All Revisions.
P1784-001 / Montavello 33 1116 -1 WATER DISTRIBUTION - EPWC

1.05 PRECONSTRUCTION CONFERENCE
A. No work shall begin until a preconstruction conference has been held. The Engineer will notify
the Contractor of the time and place for the preconstruction conference.
1.06 SUBMITTALS
A. Project Record Documents:
1. The Contractor will keep one (1) record copy of all Specifications, Drawings, Addenda,
Modifications and Shop Drawings at the site in good order.
2. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted
utilities.
3. Record actual locations of piping mains, valves, connections, thrust restraints, and invert
elevations. Identify and describe unexpected variations to subsoil conditions or discovery
of uncharted utilities.
B. Product Data: Provide data on pipe materials, pipe fittings, valves and accessories.
1.07 REGULATORY REQUIREMENTS
A Perform work in accordance with utility company requirements.
B. Pavement Cuts: Prior to making a pavement cut, the Contractor shall obtain a permit from the
applicable Right of Way owner.
C. The existing water system (hydrants and valves) shall be operated only by Eastern Pines Water
Corporation personnel.
D. Water mains shall be cleaned by pigging and flushing.
1.08 PROJECT CONDITIONS
A. Underg-round Utilities and Structures:
1. Utilities and other existing underground structures shown on the drawings are shown for
the purpose of indicating the existence of such utility or structure and no guarantee is
given as to the exact location or the completeness of the information shown. It shall be the
responsibility of the Contractor to locate all such utilities and structures and to maintain
service or promptly restore service, at his own expense, in the event interruption is caused
by his operation.
2. All utilities and structures that are uncovered by the excavation process and left in the
trench shall be carefully supported and protected from injury by the Contractor's operation.
3. Any utility structure or facility damaged by the Contractor shall be replaced or repaired in a
manner which meets the approval of the Owner of such facilities or any goveming bodies
having jurisdiction.
4. At least forty eight (48) hours prior to beginning construction the Contractor shall notify
ONE -Call Center, Inc. (NC ONE -CALL) - Telephone [phone] in order that existing
utilities in the area may be flagged and staked. Location of existing utilities by NC
ONE -CALL is valid for only ten (10) days after the date of location.
B. Construction Staking: Staking will be provided by the Owner.
C. Salvage of Water Corporation Owned Facilities: When project work results in removal of Water
Corporation owned facilities and equipment, the Contractor shall be required to deliver those
facilities or equipment undamaged to the Water Corporation's Operation Center, If requested to
do so by the Water Corporation.
PART 2 PRODUCTS
2.01 PIPE
A. Ductile Iron Pipe: AWWA C151,bituminous coated, and cement mortar line as per AWWA C
104:
1. Fittings: Ductile and shall be compact In accordance with AWWA C153
2. Joints: AWWA C111, rubber gasket with rods.
3. Jackets: AWWA C105 polyethylene jacket
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a
B. PVC Pipe: AWWA C900 PVC
1. Fittings: Ductile, and shall be compact In accordance with AWWA C153
2. Joints: ASTM D3139, Flexible Elastomeric.
C. Trace Wire: Magnetic detectable conductor, clear plastic covering, imprinted with "Water
Service " in large letters.
2.02 SERVICE MATERIALS
A. Service Tubing, 3/4" to 1-1/2"
1. Shall be ASTM D2737, SDR 9, CTS O.D. by Endot Industries type "Endopure". PE 3408
blue service tubing (rated for 200 PSI).:
a. Fittings: AWWA C901, Molded or Fabricated
b. Joints: Compression
B. One(1)inch Ball Style Corporation Stops: Shall be bronze body with (AWWA) CC tapered
threaded inlet and compression connection outlet. Stops shall be Hayes 4400 CJ, Mueller
P15008, Ford F1000-4, A Y McDonald 4701-22, or approved equal. All corporation stops shall
be machine installed in accordance with the manufacturers recommended procedures and shall
be rated for 300 psi minimum.
C. Service Saddles: Shall be made of materials conforming to AWWA copper alloy No. C83600
with one (1) inch (AWWA) CC outlet thread and an O-Ring cemented in a confined groove.
Service saddles shall be rated for 150 psi and only those listed below.
1. PVC(IPS - 2" Dia.)
a. Ford S70-204
2. PVC
a. Ford Series
b. Hayes
c. Mueller
d. AY McDonald Style 3895
D. One (1) inch Ball Valve Meter Stops with Locking Ears: Shall be bronze body with compression
seal inlet connection and threaded outlet for meter connection. Meter stops shall be rated for
300 psi.
1. Ford
2. Hayes
3. A Y McDonald
4. -Mueller
E. Water Meter Boxes: Shall be equal to MBX-1, manufactured of class 30 cast iron in
conformance with ASTM-A48. The manufacturer's name and part number shall be cast into
each component and the words "water meter" shall be cast Into the cover. The lid shall be
provided with hole for TRPL pit lid adapter. Boxes shall be Vulcan Foundary G8404-1 frame
with G-8404 lid, a Size 12 OvalMeter Box by Charlotte Pipe and Foundary, or SIGMA
Corporation MB-382T. `
2.03 VALVES
A. Valves: Manufacturer's name and pressure rating marked on valve body.
B. Gate Valves 3 Inches and Over:
1. AWWA C515, ductile iron body, bronze trim, non -rising stem with square nut, single
wedge, resilient seat, mechanical joint ends, control rod, post indicator, valve key, and
extension box.
C. Tapping Valves: Shall conform to the requirements of AWWA Specification C-509 for resilient
seated gate valves. The valve body shall be ASTM A-126 Class B cast iron. The valves shall
open counterclockwise and have non -rising stem operation with two (2) inch square operating
nuts. Valves shall provide zero leakage at a working pressure of two hundred (200) psi. Valves
shall have a flange connection conforming to ANSI B16.1 Class 125 and a mechanical joint
conforming to AWWA C-111. Valves shall be installed and pressure tested prior to tapping the
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water line. All intemal valve parts and surfaces shall be of corrosion resistant materials or have
the Standard'AWWA coating. Valves shall be manufactured by Mueller, Clow or American
Darling.
D. Valve Boxes: Shall be domestic made; cast iron suitable for H-20 loading. The box shall be of
the telescoping (slip) type consisting of a base section, center extensions as necessary, and a
top section with a cover marked "WATER". Sections shall be selected and installed such that a
minimum of four inches (4") of future adjustment (upward and downward) is possible without
section removal or replacement and without the use of adapters. Valve boxes and extensions
shall be either of the following:
2.04 HYDRANTS
A. Fire Hydrants: AWWA C502, UL 246, dry barrel type.
1. Hydrants shall have a minimum 5 1/4" main valve opening and supplied with 5" factory
installed Storz nozzle.
2. 6 inch bell or mechanical joint inlet connection with accessories, gland bolts, and gaskets.
3. Hydrant Extensions: Fabricate in multiples of 6 inches with rod and coupling to increase
barrel length.
4. Hose and Streamer Connection: Match sizes with utility company, two hose nozzles, one
pumper nozzle.
5. Finish: Primer and two coats of enamel in color required by utility company.
B. Post Flushing Hydrant:
1. Shall be Eclipse #2 as manufactured by John C. Kupferle Foundry Company, St Louis,
Mo. Hydrants shall be self -draining, non-freezing, compression type with 2-1/8" main
opening. Hydrants shall be set in 4 cubic feet of crushed stone to allow for proper
drainage of the hydrant. Recommendations of the AWWA should be followed when
installing the hydrant.
2.05 BEDDING AND COVER MATERIALS
A. Bedding: As specified in Section 31 2316.13.
B. Cover: As specified in Section 31 2316.13.
2.06 ACCESSORIES
A. Tapping Sleeves: Shall be cast or ductile iron body, mechanical joint or all stainless steel body
and flange or stainless steel body with ductile iron flange designed to accommodate a minimum
operating pressure of one hundred fifty (150) psi. All tapping sleeves shall be pressure tested
prior to tapping the main. Stainless steel tapping sleeves shall be Ford Model Fast, JCM Model
432 or Romac Model SST.
B. Grip Rings: Glands shall be manufactured of ductile iron meeting ASTM A 536.80. Restraining
ring shall be of ductile iron heat treated to a minimum hardness of Rockwell 40, and shall be
designed such that the pipe contact surface is suitable for use with both rigid and resilient pipe
materials. Dimensions of the gland shall be such that it can be used with the standard
mechanical joint bell, gasket, and tee -head bolts in accordance with ANSI/AWWA C110/A21.10,
ANSI/AWWA C111/A21.11 and ANSI/AWWA C153/A21.53 or the latest revisions. The restraint
ring shall be activated solely by the tee head bolts. Glands and restraining ring shall be color
coded to avoid confusion during installation. Grip Rings shall be by Romac Industries.
C. Restraint devices on 0900 PVC pipe shall be series 600 bell restraints by Romac Industries.
PART 3 EXECUTION
3.01 TRENCHING
A. See the sections on excavation and fill for additional requirements.
B. See Section 31 2316.13 for additional requirements.
3.02 INSTALLATION - PIPE
A. All pipe shall be installed in accordance with pipe manufacturers recommendation.
B. Install PVC piping In accordance with AWWA C605.
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C. Install ductile iron piping and fltbngs to AWWA C600.
D. Install pipe to allow for expansion and contraction without stressing pipe or joints.
E. Install access fittings to permit disinfecfion of water system.
3.03 ALIGNMENT
A All water lines, valves, fittings, hydrants, etc. shall be constructed to the line and grade shown
on the approved construction drawings. No deviation from line and grade shall be made without
written permission from the Engineer.
B. Establish elevations of bused piping to ensure not less than 3 ft of cover.
C. Separation from Sewer Mains:
1. Water mains shall be laid at least ten (10) feet, horizontally, from any existing or proposed
sewers. Should local conditions prevent a lateral separation of ten (10) feet, water mains
may be laid closer than ten (10) feet to a sewer if, the elevations of the top (crown) of the
sewer is at least eighteen (18) inches below the bottom (invert) of the water main and ff.
a. It is laid in a separate trench, or if:
b. It is laid in the same trench with the sewers located at one side on a bench of
undisturbed earth.
2. Whenever water mains must cross above sewers, the water mains shall be laid at such an
elevation that the bottom of the water main is at least eighteen (18) inches above the top of
the sanitary sewer.
3. When it is Impossible to obtain proper horizontal and vertical separation as stipulated
above, both the water main and sewer shall be constructed of mechanical joint ductile iron
pipe for a distance of ten (10) feet each side of the point of intersection. One (1) full length
of water main shall be centered on the sewer.
D. Install pipe to allow for expansion and contraction without stressing pipe or joints.
3.04 INSTALLATION - VALVES AND HYDRANTS
A. Set valves on solid bearing.
B. Center and plumb valve box over valve. Set box cover flush with finished grade.
C. Set hydrants plumb; locate pumper nozzle perpendicular to and facing roadway.
D. Set hydrants to grade, with nozzles at least 20 inches, and not more than 24 inches above
ground.
E. Paint hydrants in accordance with Utility Company Standards.
3.05 FINAL INSPECTION AND TESTING
A. When the construction of the water line is complete, the Contractor shall follow the test
sequence outlined below unless otherwise directed by the Engineer. All testing and sampling
must be observed by the Engineer or his designated representative.
1. Perform pretest inspection
2. Clean the main.
3. Perform the hydrostatic test.
4. Apply the proper dosage of chlorine.
5. Allow chlorine solution to remain in the water main for a period of twenty four (24) hours.
6. Flush the main.
7. Obtain bacteriological samples.
B. Pretest inspection
1. Prior to hydrostatic testing and chlorination, the Engineer or his designated representative
shall visually inspect the project to insure that all fire hydrants, valves and other
appurtenances are properly located, operable, and installed at the proper grade. All
defects shall be corrected prior to testing.
C. Cleaning of the main
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1. Mains shall be cleaned only in the presence of the Engineer or EPWC representative.
Hydrants and valves shall only be operated by EPWC personnel..
2. Cleaning of Water Mains - Mains shall be cleaned by flushing. Flushing velocity shall be
adequate to remove all debris and other undesirable material and a minimum of 2 1/2 feet
per second.
3. Cleaning of Water Mains 4" and Larger in Diameter. Mains shall be cleaned only in the
presence of a Easetern Pines Water Corporation representative. No valves or hydrants
owned by the Corporation shall be operated without the express permission of the
Corporation. Cleaning shall be accomplished by passing through the pipe a polyethylene
pig ("pifl of the appropriate size and density (as manufactured by Poly -Pig or approved
equal). Pig(s) shall be furnished by the Contractor. The procedure shall be as follows:
a. The Contractor shall prepare the main for the installation and removal of pig(s) as
required.
1) In general, this will consist of fumishing all equipment, material, and labor to
satisfactorily install and remove the pigs.
2) Prior to beginning construction, the contractor shall submit a "pigging" plan to the
Corporation for approval. No water main shall be installed prior to approval of
the plan.
3) Where expulsion of the pig is required through a dead end main, the contractor
shall prevent the backflow of purged water into the main after expulsion of the
pig. For pipe twelve (12) Inches or less in diameter, purged water can be
prevented from re-entering into the pipe by the temporary installation of pipe and
fittings as required to provide a riser with an above ground discharge. On larger
pipe, additional excavation of the trench may serve the same purpose.
4) After expulsion of the pig, completion of flushing, and at the direction of the
Corporation, the Contractor shall complete work at openings by plugging,
blocking, backfllling and completion of all appurtenant work necessary to secure
the system.
b. Under supervision of the inspector, pig(s) shall be propelled via water pressure
through the main(s) from point of insertion to point of expulsion. Where mains are in
the form of a loop, the Contractor shall "pig" the complete system.
c. As an altemative to "pigging", dead end pipes of less than one hundred (100) feet in
length which are difficult to "pig" may be cleaned by flushing. Flushing shall be
accomplished in the same manner as that required for pipes less than four (4) inches
in diameter (re.par. Cleaning of Water Mains Smaller Than four (4) inches in
Diameter).
D. Hydrostatic Test:
1. The Contractor shall provide all necessary equipment and shall perform all work required
in connection with the tests. Unless otherwise permitted, testing shall be performed
between each main line valve In accordance with AWWA C600. The Engineer, except
when certain circumstances dictate otherwise, permit the length of test sections to be a
maximum of fifteen hundred (1500) feet in subdivisions or other areas where the new main
has closely spaced valves. Testing shall only be done in the presence of the Engineer or
his representative. The testing shall be performed by the use of a suitable pump and an
accurate gauge graduated in 1.0 psi increments. The section of the main being tested
shall be subjected to a test pressure of 150 psi for a period of two (2) hours. The leakage
of each test section shall be accurately determined and compared to the table below. All
visible leaks shall be repaired regardless of the amount of leakage.
a. 4" Dia. - 0.33 gals./hr./1000 feet of pipe
b. 6" Dia. - 0.50 gals./hr./1000 feet of pipe
c. 8" Dia. - 0.66 gals./hr./1000 feet of pipe
d. 10" Dia. - 0.83gals./hr./1000 feet of pipe
e. If the leakage is greater than the allowable leakage as given by the above table, the
Contractor shall replace any defective materials and perform all necessary work to
insure that the installation is acceptable and a retest shall be performed subsequent
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to any repair work performed. Remedial repair work and retesting shall be repeated
until the leakage occurring during the test period is less than or equal to the allowable
leakage compared to the table above.
E. Sterilization:
1. All water supply mains shall be sterilized by the Contractor. Chlorination shall be
performed only in the presence of a representative of the Engineer and shall be performed
only after the line is complete and has tested satisfactorily for leakage. No extra payment
will be provided as this work is considered to be an element of the work units. The
sterilization process shall be in conformance with the standards of the North Carolina State
Board of Health, AWWA Standard C-651 (latest edition) and rule. 1003 of The Rules
Governing Public Water Systems. Chlorine Taps will be made within five (5) pipe
diameters of the water main control valve at the upstream end of the line and at all
extremities of the line.
2. The water distribution system shall be disinfected by the addition and thorough dispersion
of a chlorine solution in concentrations sufficient to produce a chlorine residual of at lease
50 ppm in the water throughout the distribution system. The chlorine solution shall remain
in contact with,the interior surfaces of the water system for a period of 24 hours. Then the
water system shall be flushed with fresh water from an approved water source until the
chlorine solution is dispelled.
3. The Contractor shall be responsible for insuring that high -strength chlorine solution is
contained on -site and not allowed to make its way to any watercourse, stream, creek, lake
or other body of water.
F. Bacteriological Testing:
1.. After completion of chlorination and flushing, the Contractor shall obtain sufficient
bacteriological samples. The Engineer will determine the location and number of samples
required to provide a test group which Is representative of the section of main being tested.
The Contractor shall submit the samples to a laboratory which has been approved by the
NC Division of Health Services for testing. A failure of any sample of a test group shall
constitute failure of the entire test group from which the sample was taken. At the
contractors expense, the line shall be rechlorinated and retested.
END OF SECTION
P1784-001 / Montavello 33 1116 - 7 WATER DISTRIBUTION - EPWC

SECTION 33 3111
SANITARY SEWERAGE PIPING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Sanitary sewerage drainage piping, fittings, and accessories.
1.02 GUARANTEE
A. The Contractor shall guarantee all materials and workmanship for a period of one (1) year from
the date of acceptance by the Town of Ayden. During this period the Town of Ayden reserves
the right to inspect the sewer using TV camera equipment or other means. Any defect
revealed by such inspection or any failure occurring during the one (1) year period shall be
repaired by the Contractor at his own expense.
1.03 RELATED REQUIREMENTS
A. Section 31 2316.13 - Trenching: Excavating, bedding, and backfilling.
1.04 REFERENCE STANDARDS
A. ANSI A21.11 - American National Standard for Rubber Gasket Joints For Cast Iron and Ductile
Iron Pressure Pipe and Fittings; current edition.
B. ASTM A 48 - Standard Specification for Gray Iron Castings; 1994a.
C. ASTM A 139 - Standard Specification for Electric -Fusion (Arc) -Welded Steel Pipe (NPS 4 and
Over); 1993a.
D. ASTM C425 - Standard Specification for Compression Joints for Vitrified Clay Pipe and Fittings;
2004.
E. ASTM C443 - Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber
Gaskets; 2012.
F. ASTM C 478 - Standard Specification for Precast Reinforced Concrete Manhole Sections; 1996.
G. ASTM C 923 - Standard Specification for Resilient Connectors Between Reinforced Concrete
Manhole Structures, Pipes and Laterals; 1996.
H. ASTM D 1785 - Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules
40, 80, and 120; 2004a.
1. ASTM D 2665 - Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Drain, Waste, and
Vent Pipe and Fittings; 1996.
J. ASTM D 2680 - Standard Specification for Acrylonitrile--Butadiene-Styrene (ABS) and Poly(Vinyl
Chloride) (PVC) Composite Sewer Piping; 1995a.
K. ASTM D 3034 - Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe
and Fittings; 2004a.
L. AWWA C151/A21.51 -American National Standard for Ductlle-Iron Pipe, Centrifugally Cast, for
Water or Other Liquids; 1996.
M. AWWA C105/A21.5 - American National Standard for Polyethylene Encasement for Ductile -Iron
Pipe Systems; 1993.
1.05 PRECONSTRUCTION CONFERENCE
A. No work shall begin until a preconstructlon conference has been held. The Engineer will notify
the Contractor of the time'and place for the preconstruction conference. Attendees shall include:
1. Town of Ayden
2. Stroud Engineering, PA
3. The Contractor
1.06 SUBMITTALS
A. Project Record Documents:
P1784-001 / Montavello 33 3111 - 1 SANITARY SEWERAGE PIPING

The Contractor will keep one (1) record copy of all Specifications, Drawings, Addenda,
Modifications and Shop Drawings at the site in good order. The Contractor will be
responsible for measuring the distance between all items which cannot be easily
measured by the Surveyor (Engineer) following backfill of trenches etc. The surveyor
(Engineer) will be responsible for final as builts to be furnished to Town of Ayden in
accordance with the Manual for Design of Water and Wastewater System Extensions.
1.07 REGULATORY REQUIREMENTS
A. All work shall be performed in complete conformance to the standards and requirements of the
requirements of Town of Ayden contained in the latest revision of the Manual for the Design and
Construction of Water and Wastewater System Extensions.
B. Pavement Cuts: Prior to making a pavement cut in the Town of Ayden, the Contractor shall
obtain a permit from the Town of Ayden.
1.08 PROJECT CONDITIONS
A. Underground Utilities and Structures:
1. Utilities and other existing underground structures shown on the drawings are shown for
the purpose of indicating the existence of such utility or structure and no guarantee is
given as to the exact location or the completeness of the Information shown. It shall be the
responsibility of the Contractor to locate all such utilities and structures and to maintain
service or promptly restore service, at his own expense, in the event, interruption is caused
by his operation.
2. All utilities and structures that are uncovered by the excavation process and left in the
trench shall be carefully supported and protected from injury by the Contractor's operation.
3. Any utility structure or facility damaged by the Contractor shall be replaced or repaired In a
manner which meets the approval of the Owner of such facilities or any governing bodies
having jurisdiction.
4. At least forty eight (48) hours prior to beginning construction the Contractor shall notify
ONE -Call Center, inc. (NC ONE -CALL CENTER) - Telephone [phone] in order
that existing utilities In the area may be flagged and staked. Location of existing utilities
by NC ONE -CALL CENTER is valid for only ten (10) days after the date of location.
B. Working Hours: No work shall be performed except in the presence of the Engineer, Inspector
or a representative of Greenville Utilities Commission without permission of the Engineer. The
Contractor shall schedule his work during normal working hours unless special permission to
work outside normal hours is obtained from the Engineer and the Town of Ayden. The
preceding requirement may be waived if an emergency arises where the suspension of work
would endanger the work or where such suspension would endanger life or property.
C. Operation of Existing Facilities:
1. The Contractor shall contact the Town of Ayden Representative whenever operation of the
Town's valves or hydrants is neccessary to request scheduling of such operation. The
Town will require the Contractor to estimate the length of time service will be interrupted
and the number of customers affected.
2. Facilities and equipment belonging to the Town may not be operated or adjusted without
express permission of the Town's Representative. In the case of any emergency, the
Contractor shall be allowed to take such steps with valves and hydrants as necessary for
the protection of life and property.
3. Valves which control networks not yet accepted but which are connected to the existing
system shall be considered system valves. Valves within a network not yet accepted and
which do not control flow of water between new and existing systems are not considered
system valves and do not require permission to operate.
4. Notification to the Town must be made by the Contractor upon breakage of any Town
maintained,water or sewer linear appurtenance thereof. Repair of the Town's facilities shall
be made by the Contractor upon approval of the Town Representative. Any repairs made
with Town forces will be billed to the Contractor at cost.
P1784-001 / Montavello 333111 -2 SANITARY SEWERAGE PIPING

J 1e
5. Where interruption of service Is required, the Town shall be notified to request approval
and subsequent scheduling of such Interruption. The Town will notify the affected
customers should the interruption be approved. A minimum of forty-eight (48) hours notice
shall be given to the affected customers.
D. Connection of New Sewers to Existing Facilities:
1. No connection to, or alteration of any existing facilities owned or maintained by the Town
of Ayden shall be permitted without the express permission of the Town and, where
required, the presence of the Towns Representative except as directed by the Town.
2. Connection of new sewers to existing manholes shall be by machine coring and the
installation of a flexible connector meeting the requirements of Section 3.05 below.
E. Construction Safety. The Town of Ayden has no responsibility nor authority to enforce job safety
requirements. The Contractor shall comply with all applicable laws and regulations of any public
body having jurisdiction for the safety of persons or property or to protect them from damage,
injury or loss; and shall erect and maintain all necessary safeguards for such safety and
protection. The Contractor shall be responsible for initiating, maintaining and supervising all
safety precautions and programs in connections with the work. The Contractor shall take all
necessary precautions for the safety of, and shall provide the necessary protection to prevent
damage, injury or loss to:
1. All employees on the work and other persons and organizations who may be affected
thereby.
2. All the work and materials and equipment to be incorporated therein, whether in storage on
or off the site.
3. Other property at the site or adjacent thereto, including trees, shrubs, lawns, walks,
pavements, roadways, structures, utilities and underground facilities not designated for
removal, relocation or replacement in the course of construction.
F. Salvage of Town Owned Facilities: When project work results In removal of Town owned
facilities and equipment, the Contractor shall be required to deliver those facilities or equipment
undamaged to the Town's Operation Center, if requested to do so by the Town.
G. Construction Staking: Staking will be provided by the Owner In accordance with Town of Ayden
Manual For the Design and Construction of Water and Wastewater System Extensions.
PART 2 PRODUCTS
2.01 SEWER PIPE MATERIALS
A. • Plastic Pipe: ASTM D 3034, Type PSM, Poly(Vinyi Chloride) (PVC) material SDR 26; inside
nominal diameter of 8-15 inches, bell and spigot style solvent sealed joint end. Joints and
fabricated fittings shall be elastomeric (gasket) joints and shall be assembled in accordance
with the manufacturers recommendations and Specification ASTM D3212. Gaskets shall meet
the requirements of ASTM F477.
B. Ductile Iron Pipe: Class 50 conforming to the most recent revision of AWWA Standard G-151
(ANSI A 21.51). Pipe shall be cement mortar lined with an asphaltic coating and exterior coated
with 1.0 mil bituminous material in accordance with AWWA C-151. Standard length shall be
eighteen (18) - twenty (20) foot lengths. Pipe joints shall be "push -on" manufactured in
accordance with ANSI 21.11. Service from ductile iron pipe shall be made with ductile iron
wyes meeting requirements for water main fittings. Polyethylene encasement shall be applied to
all underground ductile pipe. Material and installation procedure shall be in accordance with
AWWA C105/A21.5.
C. Sewer Service Pipe and Cleanouts: Sewer service pipe shall be Schedule 40 PVC-Draln, Waste
and Vent (DWV) pipe in accordance with ASTM D 2665 and ASTM D 1785. Cleanouts shall be
constructed of pipe and fittings which also meet the ASTM requirements. for Schedule 40 PVC
DWV pipe. Cleanout caps shall be Charlotte 110 or Jones BP134CSK flush cap except
cleanouts in paved locations shall be constructed of cast Iron and have a brass plug.
D. Manhole rings and covers shall be manufactured in the USA of class 30, gray cast iron
conforming to the requirements of ASTM A 48 (latest revision thereof). The manufacturer's
P1784-001 / Montavello 33 3111 - 3 SANITARY SEWERAGE PIPING

name and part number shall be cast into each component and the words "Sanitary Sewer" shall
be cast into the cover. Pick holes shall be the non -penetrating type. Bearing surfaces of both
ring and cover shall be machined to Insure proper fit and to prevent rattling. Non -watertight
units shall be either V 1384 by Vulcan Foundry or USF 669 ring and KL cover by US Foundry.
Watertight units shall be USF 710 Frame & LJ-SSG Cover by US Foundry. When required to
be lockable, covers shall contain a locking device which functions in the manner of a quarter
turn fastener. All castings shall meet industry standards in regard to appearance and
tolerances for dimension and weight Castings do not have to be painted.
E. Manholes shall be precast and have monolithic bottom sections. Manholes shall conform to
latest ASTM C 478 specifications. Top slabs when used, shall be satisfactory for H-20 highway
loading. Joints shall be watertight and conform to either the latest ASTM C 443 specifications
for "O" ring joints or the latest ASTM C-478 specifications for section joints designed for cold
applied sealing compound. Sealing compound shall be CPS-210 as manufactured by Concrete
Products Supply Company or CS 102 as manufactured by Concrete Sealants. Flat top
manholes will not be allowed without prior written approval from Greenville Utilities Commission.
Manholes with a depth greater than 6' shall have eccentric cones. Manholes with a depth of 6'
or less shall have either eccentric or concentric cones. Points of exit and entry for all pipe
including services shall be provided with flexible manhole sleeves and all stainless steel take up
clamps in accordance with ASTM C-923. All pipes shall extend through the manhole walls a
minimum of two (2) inches. Manholes with preformed invert channels and benches may be
utilized. Preformed Invert channels must have a minimum elevation difference between the
"invert in" and the "invert out" of 0.1 feet. Manholes twelve (12) feet or less in depth shall be set
on crushed aggregate of at least one (1) foot depth. All pinholes shall be filled with non -shrink
grout. Manholes twelve (12) feet or greater in depth shall have an extended base.
F. Manhole steps shall be one-half (1/) inch or larger steel, Grade 60, reinforcing bar encased in a
plastic coating and shall meet Federal Specifications RR-F-621C. Maximum vertical step
spacing shall be sixteen (16) inches on center.
G. Transition Couplings: Pipe material changes between manholes may be permitted provided
there is not a substantial difference in Inside diameters, a smooth uniform flow line is
maintained, and a watertight rubber sleeve, mechanical coupler conforming to ASTM C-425 is
used to make the transition. All metal hardware shall be stainless steel. Transition sleeves
shall be manufactured by Femco or Indiana Seal.
H. Nonshrink nonmetallic grout shall be USM "Upon", Master Builders "Masterflow LL-713".
Sauereisen Cements "F-100 Level Fill Grout" or U. S. Grout "Five Star Grout" or approved
equal.
2.02 BEDDING AND COVER MATERIALS
A. Pipe Bedding Material: As specified in Section 31 2316.13.
B. Pipe Cover Material: As specified in Section 31 2316.13.
PART 3 EXECUTION
3.01 TRENCHING
A. See Section 31 2316.13 for additional requirements.
3.02 INSTALLATION - PIPE
A. Without permission from the Engineer no more than three hundred (300) feet of trench may be
opened in advance the completed work in any section, and in all cases, the work of excavating,
pipe laying and backfilling must move forward at approximately equal rate of progress.
.B. Sewers shall be laid at least ten (10) feet, horizontally, from any existing or proposed water
mains. Should local conditions prevent a lateral separation of ten (10) feet, a sewer may be laid
closer than ten (10) feet to a water main if the elevation of the top (crown) of the sewer is at
least eighteen (18) inches below the bottom of the water main. When the elevations of the
sewer cannot be varied to meet the above requirements, the water maih shall be relocated to
provide this separation.When it is impossible to obtain proper horizontal and vertical separation
as stipulated above, both the water main and sewer shall be constructed of ductile Iron pipe for
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a distance to ten (10) feet each side of the point of intersection. One (1) full length of water main
shall be centered on the sewer.
C. Separation from Storm Sewers:
1. Lateral Separation -10 feet minimum.
2. Vertical Separation - 24 Inches.
D. Install pipe, fittings, and accessories in accordance with ASTM D 2321 and manufacturer's
instructions. Seal joints watertight.
E. Sewer mains and manholes shall be laid to the line and grade shown on the plans. No
deviations from line and grade shall be made unless they have been approved by the Engineer.
F. Pipe cutting, where permitted, shall be done in conformance with the specific recommendations
of the pipe manufacturer. Only factory cut ends shall be used for solvent weld joints.
G. Laser equipment shall be used by the Contractor for maintaining proper grade for laying pipe in
lieu of batter boards.
H. The sewer pipe installation shall start at the outlet end and proceed upstream to the termination
of the project as shown on the plans.
I. While working on any part of an existing sewer main or manhole, the Contractor shall maintain
the existing sewage flow.
J. After the trench foundations have been properly graded, the pipe shall be carefully lowered into
t the trench with approved methods. Under no circumstancbs shall the pipe or accessories be
dropped or dumped Into the trench. All damaged pipe shall be properly repaired or replaced at
the Contractor's expense.
K. The pipe interior shall be kept clean before and after laying. Pipe ends shall be plugged at the
end of each work day or when work is temporarily stopped. The plugs shall be watertight so
that water and debris will be kept out.
L. Where conditions are, in the opinion of the Engineer or Inspector, unsuitable for laying pipe
because of weather or trench conditions, the Contractor shall be required to cease work until
permission is given for work to commence again.
3.03 SEWER SERVICE LATERALS
A. Services shall be Installed at right angles to the gravity sewer.
B. Th maximum cleanout spacing as measured along the service line centerline shall be
sev6nty-five (75) feet for four (4) Inch and six (6) inch services.
C. All four (4) and six (6) Inch PVC pipe shah be laid with a minimum allowable grade of 1 %. Each
sewer lateral shall be installed from the main to the street right of way line or easement line as
shown on the drawings. The laterals shall be sealed at the property line with an approved
watertight plug. Each service shall be provided with a cleanout located at the street right of way
line or property line.
D. Trench support, bedding and backflll for laterals shall conform to the same specifications as
those for sewer mains. Bedding and haunching with no. 57 crushed stone is required. A
minimum of four (4) inches of No. 57 stone is required at all services.
E. Sewer laterals six (6) Inches in diameter shall be connected to the main by means of a wye
connection at an angle of forty five (45) degrees, with respect to direction flow.
F. Services to proposed manholes shall be installed with flexible rubber sleeves and all stainless
steel takeup clamps in accordance with ASTM C 923.
G. Cleanouts located In nontraffic unpaved areas shall be constructed of PVC. Cleanouts located
in traffic or paved areas shall by Installed with a sewer cleanout box set to finish grade.
3.04 MANHOLES
A. Manhole construction shall conform to the typical details as shown on the plans.
B. Manholes shall be constructed on abase of NO. 57 crushed stone, twelve (12) inches minimum
thickness. When unstable material is encountered at the bottom of the excavation, the unstable
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material shall be removed to the depth as may be required by the Greenville Utilities
Commission and replaced with No. 57 crushed stone. This shall be in addition to the twelve
(12) inches stone base.
C. All joints shall be filled using non -shrink grout applied in accordance with manufacturers
instructions.
D. Points of exit and entry for all pipe including services; shall be provided with flexible manhole
sleeves and all stainless steel take up clamps in accordance with ASTM C-923. Manholes
exceeding twenty-three feet in depth shall require a certification from the manufacturer that the
flexible sleeves provided are capable of withstanding a hydrostatic pressure equal to the depth
of the Installed manhole. Points of entry for mains or services which are added after fabrication
of the manhole shall be provided by coring and installation of a flexible sleeve. All pipes shall
extend through the manhole walls a minimum of two (2) inches.
E. Cold weather construction shall be.confined to those days when the temperature is a minimum
of thirty four (34) degrees F. and rising unless approval to the contrary is given by the Inspector.
Approval to work in no way relieves the Contractor of liability for damage due to freezing.
F. The Contractor shall adjust manhole tops to final grade at the time designated by the Engineer.
No additional compensation will be made for manhole adjustments.
G. All manhole inverts shall be constructed with a width and height equal to that of the effluent pipe
and shall be brushed and trilled such that a minimum energy loss occurs within the manhole.
H. Completed manholes and wet wells shall not vary more than 0.5 feet from planned horizontal
position. The manhole or wetwell vertical alignment shall not vary from plumb more than 0.1
feet per 10 feet of depth.
3.05 CLEANUP
A. Upon completion of each section of line. it shall be the responsibility of the Contractor to "clean
up" the construction site. Clean up shall consist of removing all rubbish, debris, unused
materials, etc. from the construction site, leveling the area and, as far as practical, restoring the
area to its 'original condition". The entire project site clean-up area shall be accomplished to
the satisfaction of the Engineer.
3.06 FIELD QUALITY CONTROL
A. No pipe shall be laid except in the presence of either the Engineer or the Town of Ayden
Representative, unless otherwise directed by the Town of Ayden. The Contractor shall be
expected to co-operate fully with the Inspector in regard to time and duration of pipe laying.
Except in cases of emergency, where the ground is treacherous and in situations where
suspension of the work would cause extra delay or damage to the sewer line, work requiring the
presence of the Inspector shall be confined to the usual working hours of the day, In cases
noted above, work may be extended for longer periods or made continuous, provided
permission of the Town is first secured.
B. Each manhole shall be tested for leakage immediately after assembly and prior to backfilling.
The test method shall be the vacuum test. The Contractor shall provide all materials, labor and
equipment necessary to perform the testing. Town of Ayden shall be contacted prior to testing to
schedule the time such that a representative of Town of Ayden may be present during all
testing. All lift holes shall be plugged with an approved non -shrink grout. All pipes entering the
manhole shall be plugged. The test head shall be placed at the inside of the top of the cone
sections and the seal inflated according to the manufacturer's recommendations. A vacuum
test of ten (10) Inches of mercury shall be drawn and the pump shut off. With the valves closed,
the time shall be measured for the vacuum to drop to nine (9) inches. The manhole shall pass
the vacuum test if the time Is greater than sixty (60) seconds for forty eight (48) inches and
ninety (90) seconds for seventy two (72) inches diameter manholes. If the manhole fails the
initial test, necessary repairs shall be with a non -shrink grout while the vacuum is still being
drawn.
C. Infiltration/exfiltradon: All construction of sewer facilities shall be of such quality that there shall
be no perceptible infiltration/exfiltration of water at any single location. The total
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infiltration/exfiltration shall in no case exceed fifty (50) gallons per inch of diameter, per mile of
pipe per day.
D. Final Testing and Inspection Procedures: When the construction of the sewer is complete, the
Contractor shall clean and pretest the sewer system. When this has been done, the Contractor
shall notify the Engineer and the Town of Ayden that the sewer is ready for final Inspection. The
final Inspection and testing will be done In accordance with the following sequence: (1) Perform
a visual inspection; (2) Correct defects revealed by visual inspection; (3) Perform air pressure
testing;(4) Make any necessary repairs;(5) Make the necessary retests.
1. Vlsual Inspection: Sewer lines shall be visually inspected from every manhole by use of
mirrors, television cameras, or other devices for visual inspections and the lines shall ail
exhibit a fully circular pattern when viewed from one manhole to the next. Lines which do
not exhibit a true line and grade or have structural defects shall be corrected to meet these
specifications.
2. Air Pressure Testing: All test apparatus shall be fumished by the Contractor. All air used
for testing shall pass through a single above ground control panel visible to the inspector.
The test pressure shall be 4.0 psig, plus an adjustment for ground water. The ground
water elevations shall be determined at 1,000 feet intervals unless otherwise permitted or
required by Town of Ayden. Determination of ground water elevations shall be made by
installing a six (6) inch diameter pipe beside the manhole such that the pipe extends into
the stone bedding of the manhole. The test pressure shall be Increased 0.43 psig per foot
of ground water above the pipe Invert The test pressure shall be maintained for a
minimum of two (2) minutes by throttling the air supply. The alr supply shall then be
disconnected and allowed to drop. At any convenient point at which the Internal air
pressure is greater than 3.5 psi (plus ground water adjustment), timing shall be
commenced. The time shall be measured with a stop watch or other timing device at least
99.89% accurate. The time required for the pressure to drop 1.0 psi shall be recorded.
The minimum acceptable time for the acceptable pressure drop shall be as follows:
a. 8 Inch Pipe:
1) 250 ft. length or less - 7min. 34 sec.
2) 300 ft. - 7 min. 36 sec.
3) 350 ft. - 8 min. 52 sec.
4) 400 ft. -10 min. 08 sec.
5) 450 ft - 11 min 24 sec.
b. All visible leaks shall be corrected regardless of the results of testing.
3. Mandrel testing for SDR 35 pipe:
a. The mandrel testing device shall be cylindrical in shape and constructed with a
minimum of nine (9) evenly spaced arms or prongs. Mandrels with less than nine (9)
arms will not be allowed for testing. The dimensions of the mandrel shall be as listed
below:
1) 8" Nominal Diameter - Contact Length, 8"; Mandrel Diameter, 7.28"
b. The mandrel shall have a tolerance of plus or minus 0.01 inch in the diameter.
Allowance for piping wall thickness tolerances or ovallty (from heat, shipping, poor
production, etc.).shall be deducted from the average inside dimension (see ASTM
3034) and shall not be counted as a part of the 5% of lesser deflection allowance.
c. The Contractor shall hand pull the mandrel through all sewer lines in the presence of
the Engineer or his representative. Any sections of the sewer not passing the mandrel
test shall be uncovered and resounded or replaced to the satisfaction of the Engineer.
Once the repairs have been made the line shall then be retested. Mandrel testing
shall be conducted no earlier than thirty (30) days after reaching final trench backfill
grade
d. Contact length shall be measured between points of contact of the mandrel arm. This
length shall not be less than that shown in the table above. Proving rings shall be
provided by the Contractor to check dimensions of the mandrels.
e. The mandrel device shall be as manufactured by H and H Fabricating of Fairfield,
Ohio; Wortco, Inc. of Franklin, Ohio;.Hurco technologies or approved equal.
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E. Any material used to correct deficiencies revealed by tests and inspection shall not be reused.
Pipe removed due to faulty grade shall be replaced with new pipe.
3.07 PROJECT CLOSEOUT
A. Prefinallnspectlon:
1. Upon completion of construction, testing, and disinfection; the contractor shall notify Stroud
Engineering, PA to schedule a pre -final inspection. The pre -final inspection will be
performed by the Town of Ayden Representative in the presence of Stroud Engineering
PA Representative and the Contractor. Any deficiencies discovered will be recorded by the
Town Representative and a copy will be furnished to the Contractor and to Stroud
Engineering, PA. All defective items noted shall be corrected prior to the final inspection.
B. Final Inspection:
1. When the "punch list' is completed the Contractor shall notify the Stroud Engineering, PA
Representative who will schedule the final inspection. At the scheduled final inspection, the
Town Representative will perform a visual inspection in the presence of Stroud
Engineering, PA Representative and the Contractor. The Stroud Engineering, PA
Representative will prepare a detailed punch list of any deficiencies discovered and
provide copies to the Contractor and the Town. Any defective items noted shall be
corrected prior to acceptance
END OF SECTION
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