WQ0045193_Application_20240224

State of North Carolina
DWR
Department of Environmental Quality
Division of Water Resources
Division of Water Resources 15A NCAC 02T .0300 — SEWER SYSTEM EXTENSION APPLICATION
INSTRUCTIONS FOR FORM: SSEA 04-16 & SUPPORTING DOCUMENTATION
Plans, specifications and supporting documents shall be prepared in accordance with, 15A NCAC, 02T .0100, 15A NCAC 02T
.030Q, Division Policies and good engineering practices. Failure to submit all required items will necessitate additional
Processing and review time, and may result in return of the application.
For more information, visit the Water Quality Permitting Section's collection systems website
General — When submitting an application, please use the following instructions as a checklist in order to ensure all required items are
submitted. Adherence to these instructions and checking the provided boxes will help produce a quicker review time and reduce the
amount of requested additional information.
A. One Original and One Copy of Application and Supporting Documents
® Required unless otherwise noted
B. Cover Letter (Required for All Application Packages):
® List all items included in the application package, as well as a brief description of the requested permitting action.
➢ If necessary for clarity, include attachments to the application form.
C. Application Fee (All New and Major Modification Application Packages):
® Submit a check or money order in the amount of $480.00 dated within 90 days of application submittal.
➢ Payable to North Carolina Department of Environmental Quality (NCDEQ).
D. Sewer System Extension (Form: SSEA 04-16) Application (Required for All Application Packages):
® Submit the completed and appropriately executed application.
➢ If necessary for clarity or due to space restrictions, attachments to the application may be made.
❑ if the Applicant Type in Item I.2 is a corporation or company, provide documentation it is registered for business with
the North Carolina Secretary of State.
❑ If the Applicant Type in Item 1.2 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 11,1 shall be consistent with the project name on the plans, specifications, flow acceptance
letters, agreements, etc.
® The Professional Engineer's Certification on Page 6 of the application shall be signed, sealed and dated by a North
Carolina licensed Professional Eneineer.
® The Applicant's Certification on Page 6 of the application shall be signed in accordance with 15A NCAC 02T .0106(b).
Per 15A NCAC 02T .0106(c), an alternate person may be designated as the signing official if a delegation letter is
provided from a person who meets the criteria in 15A NCAC 02T .0106(b).
E. Flow Tracking/Acceptance Form (Form: FTSE 04-16) (If Applicable):
® Submit the completed and appropriately executed Flow Tracking/Acceptance for Sewer Extension Permit Form from the
owners of the downstream sewers and treatment facility.
➢ The flow acceptance indicated in form FTSE 04-16 must not expire prior to permit issuance and must be dated less than
one year prior to the application date.
➢ Submittal of this application and form FTSE 04-16 indicates that owner has adequate capacity and will not violate G.S.
143-2_ 15.67(a), —
➢ Intergovernmental agreements or other contracts will not be accepted in lieu of a project -specific FTSE 04-16.
INSTRUCTIONS FOR FORM: SSEA 04-16 & SUPPORTING DOCUMENTATION Page 1 of 4

F. Engineering Plans (Required for All Application Packages):
® Per 1 SA NCAC 02T .0305 b 1 submit two sets of detailed plan sets that have been signed, sealed and dated by a North
Carolina licensed Professional Engineer, and shall include at a minimum:
➢ Table of contents with each sheet numbered.
➢ A general location map with at least two geographic references and a vicinity map.
➢ Plan and profile views of the sewer extension as well as the proximity of the sewer extension to other utilities and natural
features
➢ Detail drawings of all items pertinent to the sewer extension and pump stations.
➢ The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial), springs, lakes, ponds, and other surface drainage features within 100 feet of the project.
➢ Minimum separations required per 15A NCAC 02T.03.05(f), and where separations cannot be maintained, alternative
criteria per 15A NCAC 02T.0305(g).
➢ Minimum cover for sewer extensions required per 15A NCAC 02T.0305(f) must also be shown clearly on the plans.
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final plans. However, the plans may be labeled
with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
G. Specifications (Required for All Application Packages):
® Per 15A NCAC 02T .0305(b)(3), submit specifications that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer, and shall include at a minimum:
➢ Table of contents with each section/page numbered.
➢ Detailed specifications for all items pertinent to the sewer extension and pump stations
➢ Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
➢ Materials (i.e., force main, gravity, concrete, method of construction, etc.)
➢ Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc.)
➢ Means for ensuring quality and integrity of the finished product in accordance with the Minimum Design Criteria,
including leakage and pressure testing for the sewer extension.
❑ Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW
ONLY, NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the
specifications may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
❑ Specifications for standard equipment may only be omitted for municipalities with approved standard specifications, but
the use of the standard specifications must be noted on each sheet of the plans.
H. Engineering Calculations (All Application Packages):
® Per 15A NCAC 02T .0305 b 2 and 15A NCAC 02T .0305(i)(1), submit engineering calculations that have been signed,
sealed and dated by a North Carolina licensed Professional En ineer, and shall include at a minimum:
➢ Friction/Total Dynamic Head calculations and system curve analysis (with one pump running, two pumps running, etc.)
➢ Pump selection information including pump curves, manufacturer's information, and recommended installation
guidelines.
➢ Pump station cycle times and pump run times.
➢ Minimum velocities in the sewer extension in accordance with the Minimum Design Criteria
➢ Flotation calculations for all units constructed partially or entirely below grade (i.e. pump stations)
Note that upon completion of the review process and prior to permit issuance, a request for the final plans and
Specifications will be requested on digital media (CD, DVD, Jump Drive, etc.) for our records. You will be notified
when this information is requested, as the review may necessitate changes.
INSTRUCTIONS FOR FORM: SSEA 04-16 & SUPPORTING DOCUMENTATION Page 2 of

I. Downstream Sewer Evaluations (All Application Packages)
❑ Per 15A NCAC 02T .0305 b 2 and 15A NCAC 02T .0304(h)(1), submit engineering calculations that have been signed,
sealed and dated by a North Carolina licensed Professional En ineer, for receiving collection systems:
❑ For connection to a gravity sewer, submit:
An evaluation of the gravity sewer based on peak flow from the proposed project and peak flows already tributary to the
existing gravity sewer. Provide calculations and detail how existing peak flows were determined.
❑ For connection to a pump station, submit:
An evaluation of the existing pump station to pump peak flow from the proposed project and peak flows already tributary
to the existing pump station, Provide calculations and detail how existing peak flows were determined.
® For connection to a force main/low pressures sewer, submit:
An evaluation of the existing system based on peak flows from the proposed project and peak flows already tributary to
the existing system. In addition, evaluate the ability of each pump station tributary to the existing system to pump against
additional head created by greater flows through the system. Evaluation may include alternative designs such as telemetry
to coordinate pumping between pump stations (provided sufficient storage is available). Also include an evaluation of
the discharge point of the existing force main/pressure sewer.
J. Site Maps (All Application Packages):
19 Submit an 8.5-inch x l 1-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 showing general project area
IC Existing Permit (All Modification Packages):
❑ Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the permit
modification (i.e., permit description, flow allocation, treatment facility, etc.).
L. Power Reliability Plan (If Applicable)
M Per 15A NCAC 02T_.0305(h)(1), submit documentation of power reliability for pumping stations.
➢ This alternative is only available for average daily flows less than 15,000 gallons per day
➢ It shall be demonstrated to the Division that the portable source is owned or contracted by the applicant and is compatible
with the station. The Division will accept a letter signed by the applicant (see 15A NCAC 02T .0106(b)) or proposed
contractor, stating that "the portable power generation unit or portable, independently -powered pumping units, associated
appurtenances and personnel are available for distribution and operation of this pump station."
➢ If the portable power source or pump is dedicated to multiple pump stations, an evaluation of all the pump
stations' storage capacities and the rotation schedule of the portable power source or pump, including travel
timeframes, shall be provided in the case of a multiple station power outage. (Required at time of certification)
M. Final Environmental Document (If Applicable):
❑ Per 15A NCAC 02T .0105 c 4 submit one copy of the environmental assessment and three copies of the final
environmental document (i.e., Finding of No Significant Impact or Record of Decision).
❑ Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the subject sewer.
N. Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
❑ Per 15A NCAC 02T .01 15 a 1 provide the Certificate of Public Convenience and Necessity from the North Carolina
Utilities Commission demonstrating the Applicant is authorized to hold the utility franchise for the area to be served by
the sewer extension, or
❑ Provide a letter from the North Carolina Utilities Commission's Water and Sewer Division Public Staff stating an
application for a franchise has been received and that the service area is contiguous to an existing franchised area or that
franchise approval is expected.
INSTRUCTIONS FOR FORM: SSEA 04-16 & SUPPORTING DOCUMENTATION Page 3 of

O. Operational Agreements (Applications from HOA/POA and Developers for lots to be sold):
❑ Hoine/Pr0 a Owners' Associations
❑ Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreement FORM: HOA 04-16 .
❑ Per 15A NCAC 02T .0115(c), submit a copy of the Articles of Incorporation, Declarations and By-laws_
❑ Developers of lots to be sold
❑ Per 15A NCAC 02T .0115(b), submit the properly executed O erational Agreement FORM: DEV 04-16 .
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NCDEQ/DWR
WATER QUALITY PERMITTING
PERCS UNIT
13Y U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1636
TELEPHONE NUMBER: [phone]
By Courier/Sipecial Deliver :
512 N. SALISBURY ST. SUITE 925
RALEIGH NORTH CAROL,INA 27604
INSTRUCTIONS FOR FORM: SSEA 04-16 & SUPPORTING DOCUMENTATION Page 4 of

DWR
State of North Carolina
Department of Environmental Quality
Division of Water Resources
Division of Water Resources 15A NCAC 02T ,0300 — SEWER SYSTEM EXTENSION APPLICATION
SSEA 04-16 & SUPPORTING DOCUMENTATION
Application Number:
I. APPLICANT INFORMATION:
(to be completed by DWR)
I. Applicant's name: Cypress Homes Inc
2. Applicant type: ❑ Individual ® Corporation ❑ General Partnership El Privately -Owned Public Utility
❑ Federal ❑ State ❑ Municipal ❑ Count
y
3. Signature authority's name: Russell Hart per I5A NCAC 02.T .0106(b)
Title: President
4. Applicant's mailing address: LOB 37143
City: Raleigh State: NC Zip: 27626-
5. Applicant's contact information:
Phone number: [phone] Email Address: cypresshomesncggmaii.com
H. PROJECT INFORMATION:
I . Project name: 9220 Purfoy Road
2. Application/Project status: ® Proposed (New Permit) ❑ Existing Permit/Project
3. If a modification, provide the existing permit number: WQ00 and issued date:
4. If new construction but part of a master plan, provide the existing permit number: WQ00
5. County where project is located: Wake
6. Approximate Coordinates (Decimal Degrees): Latitude: 35.5541 o Longitude:-78.7774o
III. CONSULTANT INFORMATION:
I. Professional Engineer: 14y Meyers License Number: 19790
Firm: Meyers Engineering.PLLC
Mailing address: 5708 Carriage Park Court
City: Fu ua -Varina State: NC Zip: 27526-
Phone number: [phone] Email Address: j_ayja7meyersen ineering net
IV. WASTEWATER TREATMENT FACILITY (WWTF) INFORMATION:
I. Facility Name: North HarenttRe ional WWTP Permit Number: NCO021636
Owner Name: Harentt Regional Water
V. RECEIVING DOWNSTREAM SEWER INFORMATION:
1. Permit Number(s): W 0039437 manifold to forcemain
System Wide Collection System Permit Number(s): WQCS00193
Owner Name(s): Town of Fuquay-Varina
FORM: SSEA 04-16
Page I of 6

VI. GENERAL REQUIREMENTS
1. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
❑ Yes ❑No ®N/A
2. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FORM: DEV) been submitted?
❑ Yes ❑No ®NIA
3. If the Applicant is a Home/Property Owners, Association, has an Operational Agreement (FORM: HOA) been submitted?
❑ Yes [-]No ®NIA
4. Origin of wastewater: (check all that apply):
® Residential Owned ❑ Retail (stores, centers, malls)
❑ Residential Leased ❑ Retail with food preparation/service
❑ School / preschool / day care ❑ Medical / dental / veterinary facilities
❑ Food and drink facilities ❑ Church
❑ Businesses / offices / factories ❑ Nursing Home
5. Is/was an Environmental Assessment required under 15A NCAC 01 C? ❑ Yes ® No
If yes, submit the appropriate final environmental document (FONSI, ROD, etc.)
6. Nature of wastewater; I 00 % Domestic/Commercial % Other waste — specify: _
Industrial (See 15A NCAC 02T .0103 20
7. Wastewater generated by project: 600 GPD (per 15A NCAC 02T .0114)
Hasa flow reduction been approved under I SA NCAC 02T .0114 ? ®Yes [—]No
If yes, provide a copy of flow reduction approval letter
8. Summarize wastewater generated by project:
Establishment Type Daily Design Flow a,,
Single family at 9220 Purfoy Road 75 gal/bedroom
a
75 gal/bedroom
gall
gal/
gall
gall
❑ Car Wash
❑ Hotel and/or Motels
❑ Swimming Pool /Clubhouse
❑ Swimming Pool/Filter Backwash
❑ Other (Explain in Attachment)
No. of Units
4
Flow
300 GPD
GPD
GPD
GPD
GPD
GPD
Total
300 GPD
See 15A NCAC 02T .0114(b) (d) (e)(1) a9dle)(2) for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S. 42A-4).
b Per 15A NCAC 02T .01 14(c), design flow rates for establishments not identified below shall be determined using available
flow data, water using fixtures, occupancy or operation patterns, and other measured data.
FORM: SSEA 04-16
Page 2 of 6

VII. GRAVITY SEWER DESIGN CRITERIA - 15A NCAC 02T .0305:
I. Summarize Gravity Sewer to be permitted:
Size (inches) Length (feet) Material
VIII. PUMP STATION DESIGN CRITERIA — 02T .0305 & MDC (Pub Stations/Force Mains):
COMPLETE FOR EACH PUMP STATION INCLUDED IN THIS PROJECT
I. Pump station number or name: 9220 Purfoy_Road
2. Approximate Coordinates (Decimal Degrees): Latitude: 35.5461490 Longitude:-78.7774890
3. What is the nearest I00-year flood elevation to the facility? 2 m feet mean sea level. Source: FIRM Panel 37200665001,
Is any of the proposed project located within the 100-year flood plain? ❑ Yes ® No
4. If Yes, are the following items provided per 15A NCAC 0210305fe1:
Water -tight seals on all station hatches and manholes; and
Control panels vents extend two feet above the100-year flood plain elevation?
❑ Yes [:]No ® NIA
If No, what measures are being taken to protect them against flooding?
5. Finish grade elevation of the pump station: 356
6. Design flow of the pump station: 0. 002 millions gallons per day (firm capacity)
7. Operational point(s) of the pump(s): 12.5 gallons per minute at 62 feet total dynamic head (TDH)
8. Number of pumps provided: 1
9. Number of pump cycles at average daily flow: 1_6 cycles per hour
10. Power reliability in accordance with 15A NCAC 02T .0305(h)(1):
❑ Standby power source or pump with automatic activation and telemetry - 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
D Must be permanent to facility
Or if the pump station has an average daily flow less than 15,000 gallons per day:
❑ Portable power source with manual activation, quick -connection receptacle and telemetry - 15A NCAC 02T
.0305(h)(1)(C)
or
❑ Portable pumping unit with plugged emergency pump connection and telemetry - 15A NCAC 02T .0305(h)(1)(C):
➢ It shall be demonstrated to the Division that the portable source is owned or contracted by the applicant (draft agreement)
and is compatible with the station.
➢ If the portable power source or pump is dedicated to multiple pump stations, an evaluation of all the pump stations' storage
capacities and the rotation schedule of the portable power source or pump, including travel timeframes, shall be provided
in the case of a multiple station power outage.
FORM: SSEA 04-16
Page 3 of 6

VIII. PUMP STATION DESIGN CRITERIA (continued)
1 1. Summarize the pump station design elements:
12. Summarize the force main to be permitted:
Size (inches) Length (feet) Material High Discharge Pump -Off
Elevation feet Elevation (feet) Elevation (fei
1.25 100 HDPE 353 352 347
2 5 HDPE 353 352 347
13. Air release valve station locations per 15A NCAC 02T .0305 i :
FORM: SSEA 04-16
Page 4 of 6

IX. SETBACKS & SEPARATIONS — (02B .0200 & 15A NCAC 02T .0305(f)):
1. Does the project comply with all separations found in 15A NCAC 02T .0305 &
❑ Yes [:]No
➢ 15A NCAC 02T_0305 contains minimum se arations that shall be provided for sewer s stems:
Setback Parameter* Se station Re uired
Storm sewers and other utilities not listed below vertical
24 inches
Water mains vertical -water over sewer includin in benched trenches
18 inches
Water mains horizontal
10 feet
Reclaimed water lines vertical - reclaimed over sewer
18 inches
Reclaimed water lines horizontal - reclaimed over sewer
- 2 feet
"Any private or public water supply source, including any wells, WS-I waters of Class I or
Class II impounded reservoirs used as a source of drinking water
100 feet
**Waters classified WS (except WS-1 or WS-V), B, SA, ORW, HQW, or SB from normal
hi h 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
Anv building fhnnrint;. 10 feet
Any basement
Top slope of embankment or cuts of 2 feet or more vertical hei y3,,ht 10 feet
Drainage systems and interce for drains 10 feet
Any swimming Dols 5 feet
Final earth rade vertical 10 feet
36 inches
➢ 15A NCAC 02T.0305 contains alternatives where separations in 02T.0305(f) cannot be achieved.
➢ "Stream classifications can be identified using the Division's NC Surface Water Classifications web a e
➢ If noncompliance with 02T.0305 or see Section X of this application
2. Does the project comply with separation requirements for wetlands? q (50 feet of separation) [I 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?
➢ This would include Trout Buffered Streams per 15A NCAC 2B.0202 El
Yes ❑ No ®NIA
4. Does the project require coverage/authorization under a 404 Nationwide or
individual permits or 401 Water Quality Certifications? El Yes ®No
➢ Information can be obtained from the 401 & Buffer Permittin 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
➢ 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 I5A NCAC 02T.0403(a)(5) or the permitee's individual System -Wide Collection permit.
FORM: SSEA 04-16
Page 5 of 6

1X. CERTIFICATIONS:
Rocs the submitted system comply with 15A N_ [� Air, the Mutttttum ncstln Critcria for the permjt;jn of Pump Stations
and is Mains latest version and the Gravity ewer Minimum Dcsjen Cf.- (latest version t as applicable?
® Yes ❑ No
IfNo, complete and submit the Variance/Altemative Design Requc5t application (VADC 10-14) and supporting documents for
review. Approval of the request is rent ired Pr#or to submittal of the Fast Track Application and st rtin documents.
2. Professional Engineer's Certification:
(Professional
item IIL1.)
S0rYt c e—
(Facility name from Application Item II. I.)
attest that this application for
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications,
engineering calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best
of my knowledge the proposed design has been prepared in accordance with this application package and its instructions
well as all applicable regulations and statutes. Although other professionals may have developed certain portions of this, as
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 143-2t5.6A 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 S10,000, as well as civil penalties up to S25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
3. Applicant's Certification per t 5A NCAC 02T .0106(b)-
IM
(Signature Authority's name &
9ZZ6 Pue,
(Facility
-, GA y
SEAr..-.-*"
1-
1979
-50 «+A[S —LAIC, attest that this application for
from Application Item 1.3.)
Application Item 11,1.)
has been reviewed by me and is accurate and complete to the best or my knowledge. I understand that any discharge of
wastewater from this non -discharge system to surface waters or the land will result in an immediate enforcement action that
May include civil penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of water
Resources should a condition of this permit be violated. I also understand that if all required parts of this application package
arc not completed and that if all requited supporting information and attachments arc not included, this application package
will be returned to me as incomplete.
NOTE — In accordance with General Statutes 14 - I .6 and 143-215.68, 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 n xce 0,00 11 as c it Pe p to $25,000 per violation.
Signature: Date: �� �� V411
FORM: $SEA 04-16
Page 6of6

9220 Purfoy Road & 1601 Eastwood Drive
MU
800 1600 3200ft
1 inch equals 1,600 feet
Disclaimer
Maps makes every effort to produce and publish
the most current and accurate information possible.
However, the maps are produced for information purposes,
and are NOT surveys. No warranties, expressed or implied
,are provided for the data therein, its use,or its interpretation.

Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
Flow Tracking for Sewer Extension Applications
(FTSE 10-23)
Entity Requesting Allocation: Cypress Homes, Inc.
Project Name for which flow is being requested: 9220 Purfoy and 1601 Eastwood Sewer
More than one FTSE may be required for a single project if the owner of the WWTP is not responsible for all pump
stations along the route of the proposed wastewater flow.
I. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: North Harnett Regional Water WWTP
b. WWTP Facility Permit #: NCO021636
c. WWTP facility's permitted flow
d. Estimated obligated flow not yet tributary to the WWTP
e. WWTP facility's actual avg. flow
f. Total flow for this specific request
g. Total actual and obligated flows to the facility
h. Percent of permitted flow used
All flows are in MGD
2.6
0.460
1.493
0.001
1.954
75.15
II. Complete this section for each pump station you are responsible for along the route of this proposed
wastewater flow.
List pump stations located between the project connection point and the WWTP:
(A)
(B)
Design
Pump
Pump
Average
Approx.
Station
Station
Firm Daily Flow**
Current
(Name or
Permit
Capacity, * (Firm / pf),
Avg. Daily
Number)
No.
MGD MGD
Flow, MGD
(C)
(D)=(B+C) (E)=(A-D)
Obligated,
Not Yet
Total Current
Tributary
Flow Plus
Daily Flow,
Obligated Available
MGD
Flow Capacity***
* The Firm Capacity (design flow) of any pump station is defined as the maximum pumped flow that can be
achieved with the largest pump taken out of service.
** Design Average Daily Flow is the firm capacity of the pump station divided by a peaking factor (pf) not
less than 2.5, per Section 2.02(A)(4)(c) of the Minimum Design Criteria.
*** A Planning Assessment Addendum shall be attached for each pump station located between the
project connection point and the WWTP where the Available Capacity is < 0.
Downstream Facility Name (Sewer): ToFV to Kenneth Creek/Neils Creek
Downstream Permit Number: WQCS00193 to WQ0028647
Page 1 of 8
FTSE 10-23

III. Certification Statement:
I Michael Wagner certify to the best of my knowledge that the addition of
the volume of wastewater to be permitted in this project has been evaluated along the route to the receiving
wastewater treatment facility and that the flow from this project is not anticipated to cause any capacity
related sanitary sewer overflows or overburden any downstream pump station en route to the receiving
treatment plant under normal circumstances, given the implementation of the planned improvements
identified in the planning assessment where applicable. This analysis has been performed in accordance
with local established policies and procedures using the best available data. This certification applies to
those items listed above in Sections I and II plus all attached planning assessment addendums for which I
am the responsible party. Signature of this form certifies that the receiving collection system or treatment
works has adequate capacity to transport and treat the proposed new wastewater.
10/23/2023
Signing Official SignZture Date
Public Utilities Director
Title of Signing Official
Page 2 of 8
FTSE 10-23

PLANNING ASSESSMENT ADDENDUM (PAA)
Submit a planning assessment addendum for each pump station listed in Section H where Available Capacity is < 0.
Pump Station (Name or Number):
Given that:
a. The proportion and amount of Obligated, Not Yet Tributary Daily Flow (C) accounts for
% and MGD of the Available Capacity (E) in Pump Station
163
; and that
The rate of activation of this obligated, not yet tributary capacity is currently approximately
MGD per year; and that
A funded Capital Project that will provide the required planned capacity, namely
is in design or under construction with
planned completion in ; and/or
d. The following applies:
Therefore:
Given reasonably expected conditions and planning information, there is sufficient justification to allow
this flow to be permitted, without a significant likelihood of over -allocating capacity in the system
infrastructure.
I understand that this does not relieve the collection system owner from complying with G.S. 143-
215.67(a) which prohibits the introduction of any waste in excess of the capacity of the waste disposal
system.
Signing Official Signature
Date
Page 3 of 8
FTSE 10-23

WASTEWATER TREATMENT SYSTEM EXPANSIONS BEYOND EXISTING ALLOCATION
Complete this form and submit applicable supporting documentation if the proposed project is subject to
overallocation allowances outlined per G.S. 143-215.1(6).
Receiving WWTP Name:
Receiving WWTP Permit Number:
Provide a copy of the active NPDES permit for the receiving WWTP.
Overallocation Criteria
1. Does the receiving WWTP's existing NPDES permit have an expansion flow tier? ❑ Yes or ❑ No.
a. If yes, provide the expansion flow tier: MGD; proceed to item 2.
b. If no, overallocation is not allowable for this construction until such a time that the receiving
WWTP's NPDES permit is modified for inclusion of an expansion flow tier capable of receiving
and sufficiently treating the wastewater generated by the proposed construction.
2. Is the receiving WWTP and collection system located within either (1) a county with a projected population
growth rate above two percent annually based on a 20-year residential growth projection conducted using data
provided by the Office of State Budget and Management (OSBM) State Demographer or (2) one of the top
20% of the fastest growing counties in the State by population based on a 10-year residential growth
projection conducted using data provided by the OSBM State Demographer? ❑ Yes or ❑ No.
a. If yes, submit a residential population projection to support your claim; proceed to item 3.
b. If no, overallocation is not allowable for this construction.
3. Has the receiving WWTP received a violation for being non -compliant with any non -flow limitations
identified in the active NPDES permit in the past 5 years? ❑ Yes or ❑ No.
a. If yes, overallocation is not allowable for this construction.
b. If no, submit a limit violation report to support your claim; proceed to item 4.
4. Has the receiving WWTP exceeded its monthly average flow limitation identified in the active NPDES permit
more than once in any 12-month period in the past 10 years? ❑ Yes or ❑ No.
a. If yes, overallocation is not allowable for this construction. The receiving WWTP may not
allocate more than one hundred percent (100%) of the existing system's hydraulic capacity until
the permittee complies with the permitted monthly flow for at least 12 consecutive months.
b. If no, submit a WWTP flow report to support your claim; proceed to item 5.
5. Is completion of construction for work identified in an Authorization to Construct (ATC) permit that results in
expansion of facility to the next flow tier anticipated to occur within 24 months of the submittal date? ❑ Yes
or ❑ No.
a. If yes, allocation of one hundred ten percent (115%) of the receiving WWTP's existing hydraulic
capacity is allowable.
Provide the ATC Permit Number: ;
ii. Submit a construction timeline signed by the contactor's Project Manager;
iii. Submit a letter of agreement of timeline feasibility signed by the NC -licensed
Professional Engineer responsible for the certification of work covered under the
applicable ATC permit;
iv. Proceed to item 6.
b. If no, allocation of one hundred ten percent (110%) of the receiving WWTP's existing hydraulic
capacity is allowable. Proceed to item 6.
Page 4 of 8
FTSE 10-23

6. Does the overallocation identified as allowable under item 5 result in a WWTP flow rate greater than the
permitted projected capacity after expansion? ❑ Yes or ❑ No.
a. If yes, overallocation is not allowable for this construction.
b. If no, proceed to item 7.
7. Does the overallocation identified as allowable under item 5 result in a WWTP flow rate greater than 80% of
the permitted projected capacity after expansion? ❑ Yes or ❑ No.
a. If yes, overallocation is allowable. Submit an engineering evaluation of the receiving WWTP's
future wastewater treatment, utilization, and disposal needs. This evaluation shall outline plans
for meeting future wastewater treatment, utilization, or disposal needs by either expansion of the
existing system, elimination or reduction of extraneous flows, or water conservation and shall
include the source of funding for the improvements. If expansion is not proposed or is proposed
for a later date, a justification shall be made that wastewater treatment needs will be met based on
past growth records and future growth projections and, as appropriate, shall include conservation
plans or other measures to achieve waste flow reductions. This shall be provided to the Division
prior to the proposed activity. Proceed to item 8.
b. If no, overallocation is allowable.
8. Does the overallocation identified as allowable under item 5 result in a WWTP flow rate greater than 90% of
the permitted projected capacity after expansion? ❑ Yes or ❑ No.
a. If yes, overallocation is allowable. However, the permittee for the receiving WWTP shall obtain
all permits needed for the expansion of the wastewater treatment, utilization, or disposal system
and, if construction is needed, submit final plans and specifications for expansion, including a
construction schedule. If expansion is not proposed or is proposed for a later date, a justification
shall be made that wastewater treatment needs will be met based on past growth records and
future growth projections and, as appropriate, shall include conservation plans or other specific
measures to achieve waste flow reductions. This shall be provided to the Division prior to the
proposed activity.
b. If no, overallocation is allowable.
Signing Official Signature
Date
Page 5 of 8
FTSE 10-23

Instructions for Flow Tracking form (FTSE) and Planning Assessment Addendum (PAA)
Section I
a. WWTP Facility Name: Enter the name of the WWTP that will receive the wastewater flow.
b. WWTP Facility Permit #: Enter the NPDES or Non -Discharge number for the WWTP receiving the
wastewater flow.
c. WWTP facility's permitted flow, MGD: From WWTP owner's NPDES or Non -Discharge permit.
d. Estimated obligated flow not yet tributary to the WWTP, MGD: This includes flows allocated to other
construction projects not yet contributing flow to the collection system. Flows allocated through interlocal
agreements or other contracts not yet contributing flow to the collection system are also included. For POTWs
that implement a pretreatment program, include flows allocated to industrial users who may not be using all of
their flow allocation. Please contact your Pretreatment Coordinator for information on industrial flow tributary
to your WWTP.
As of January 15, 2008 the POTW should have reviewed flow allocations made over the last two years and
reconciled their flow records, to the best of their ability, so it is known how much flow has been obligated and
is not yet been made tributary to the WWTP, in accordance with local policies and procedures employed by the
reporting entity.
e. WWTP facility's actual avg. flow, MGD: Previous 12 month average.
£ Total flow for this specific request, MGD: Enter the requested flow volume.
g. Total actual and obligated flows to the facility, MGD Equals [d + e + fJ
h. Percent of permitted flow used: Equals [(g / c)* 100]
For example:
On January 15 a POTW with a permitted flow of 6.0 MGD, reported to the Regional Office that there is 0.5
MGD of flow that is obligated but not yet tributary. The annual average flow for 2007 is 2.7 MGD. There is a
proposed flow expansion of 0.015 MGD.
The first Form FTSE submitted after January 15, 2008 may have numbers like this:
c. = 6.0 MGD
d. = 0.5 MGD
e. = 2.7 MGD
£ = 0.015 MGD
g. = 3.215 MGD
h. = 53.6 %
The next Form FTSE may be updated like this with a proposed flow expansion of 0.102 MGD:
c. = 6.0 MGD
d. = 0.515 MGD
e. = 2.73 MGD
f. = 0.102 MGD
g. = 3.349 MGD
h. = 55.8 %
Each subsequent FTSE form will be updated in the same manner.
Page 6 of 8
FTSE 10-23

Section II
List the pump station name or number and approximate pump station firm capacity, approximate design average
daily flow (A) approximate current average daily flow (B), and the obligated, not yet tributary flow through the
pump station (C) for each pump station that will be impacted by the proposed sewer extension project. Calculate
the total current flow plus obligated flow (D=B+C) and the available capacity (E=A-D). Include the proposed flow
for this project with other obligated flows that have been approved for the pump station but are not yet tributary
(C).
Firm capacity is the maximum pumped flow that can be achieved with the largest pump out of service as per the
Minimum Design Criteria.
Design Average Daily Flow is the firm capacity of the pump station divided by a peaking factor (pf) of not less than
2.5.
If the available capacity (E) for any pump station is < 0, then prepare a planning assessment for that pump station
if the system has future specific plans related to capacity that should be considered in the permitting process.
(A)
(B)
(C)
(D)=(B+C)
(E)=(A-D)
Obligated,
Design
Approx.
Not Yet
Total Current
Firm
Average
Current Avg.
Tributary
Flow Plus
Pump Station
Capacity
Daily Flow
Daily Flow,
Daily Flow,
Obligated
Available
(Name or Number)
MGD
(Firm / pf)
MGD
MGD
Flow
Capacity*
Kaw Creek PS
0.800
0.320
0.252
0.080
0.332
-0.012
Valley Road PS
1.895
0.758
0.472
0.135
0.607
0.151
Page 7 of 8
FTSE 10-23

Planning Assessment Addendum Instructions
Submit a planning assessment addendum for each pump station listed in Section II where available capacity is < 0.
A planning assessment for Kaw Creek PS (see example data above) may be performed to evaluate whether there is
significant likelihood that needed improvements or reductions in obligated flows will be in place prior to activating
the flows from the proposed sewer extension project.
If the system decides to accept the flow based on a planning assessment addendum, it is responsible to manage the
flow without capacity related sanitary overflows and must take all steps necessary to complete the project or control
the rate of flow to prevent sanitary sewer overflows.
The planning assessment may identify a funded project currently in design or construction, or a planned project in
the future not yet funded but in a formal plan adopted by the system. The system should carefully weigh the
certainty of successful timely project completion for any expansion, flow management diversion or infiltration and
inflow elimination projects that are the foundation of a planned solution to capacity tracking and acceptance
compliance.
For example:
Given that:
a. The proportion and amount of obligated, not yet tributary flow accounts for 24 % and 0.080 MGD of the
committed flow in Pump Station Kaw Creek; and that
b. The rate of activation of this obligated, not yet tributary capacity is currently approximately 0.01 MGD
per year; and that
c. A funded capital project that will provide the required planned capacity, namely
is in design or under construction with planned
completion in ; and/or
d. The following applies:
The master plan and ten year capital plan contain recommended scope and funding for a capital project entitled
Kaw Creek Pump Station upgrade with funding planned in July 2014. This project is planned to add 0.100 MGD
to the firm capacity of the pump station by October 2015. Inclusion of this proposed capital project as a condition
of this Flow Tracking/Acceptance for Sewer Extension Permit Application elevates this project's priority for
funding and construction to be implemented ahead of the activation of obligated, not yet tributary flows in amounts
that exceed the firm pump station capacities identified in Section II above.
Therefore:
Given reasonably expected conditions and planning information, there is sufficient justification to allow this flow
to be permitted, without a significant likelihood of over -allocating capacity in the system infrastructure.
Page 8 of 8
FTSE 10-23

State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
Division of Water Resource% Flow Tracking/Acceptance for Sewer Extension Applications
(FTSE 04-16)
Entity Requesting Allocation: Cypress Homes
Project Name for which flow is being requested: 9220 Purfoy & 1601 Eastwood (FV)
More than one FTSE may be requiredfor a single project if the owner of the WWTP is not responsible for all pump
stations along the route of the proposed wastewater flow.
I. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: North Harnett Regional WWTP
b. WWTP Facility Permit #: NC0021636
All flows are in MGD
c. WWTP facility's permitted flow 7.5 MGD
Fuquay-Varina Allocated Flow 2.60 MGD
Lillington Allocated Flow 1.20 MGD
Angier Allocated Flow 1.008 MGD
d. Estimated obligated flow not yet tributary to the WWTP 3.332 MGD
FV Obligated Flow NYT
0.460 MGD
Lillington Obligated Flow NYT
0.393 MGD
HC Obligated Flow NYT
1.520 MGD
Angier Obligated Flow NYT
0.959 MGD
e. WWTP facility's actual avg. flow
5.339 MGD
FV Actual Flow
1.493 MGD
Lillington Actual Flow
0.597 MGD
HC Actual Flow
2.568 MGD
Angier Actual Flow
0.681 MGD
f. Total flow for this specific request
_0.001 MGD (FV)
g. Total actual and obligated flows to the facility
8.672 MGD
FV Actual Avg. + Obligated Flow
1.954 MGD
Lillington Actual Avg. + Obligated Flow
0.990 MGD
HC Actual Avg. + Obligated Flow
4.088 MGD
Angier Actual + Obligated Flow
1.640 MGD
h. Percent of permitted flow used
115.63%*
*A PER to expand the NHRWTTP treatment capacity has been completed and design of the
expansion is currently underway.
Page 1 of 2
FTSE 06-13

I1. Complete this section for each pump station you are responsible for along the route of this
proposed wastewater flow.
List pump stations located between the project connection point and the WWTP:
(A)
(B)
(C)
(D)--(B+C)
(E)=(A-D)
Design
Obligated,
Pump
Average Daily
Approx.
Not Yet
Total Current
Station
Firm
Flow**
Current Avg.
Tributary
Flow Plus
(Name or
Capacity, *
(Firm / pf),
Daily Flow,
Daily Flow,
Obligated
Available
Number)
MGD
MGD
MGD
MGD
Flow
Capacity***
14.4
5.760
3.367
2.383
5.750
0.010
SLS-120
* The Firm Capacity of any pump station is defined as the maximum pumped flow that
can be achieved with the largest pump taken out of service.
** Design Average Daily Flow is the firm capacity of the pump station divided by a peaking
factor (pf) not less than 2.5.
*** A Planning Assessment Addendum shall be attached for each pump station located
between the project connection point and the WWTP where the Available Capacity is < 0.
Downstream Facility Name (Sewer): North Harnett Re ional WWTP
Downstream Permit Number: NCO021636
III. Certification Statement:
I Steve Ward certify to the best of my knowledge that the addition of
the volume of wastewater to be permitted in this project has been evaluated along the route to the
receiving wastewater treatment facility and that the flow from this project is not anticipated to
cause any capacity related sanitary sewer overflows or overburden any downstream pump station
en route to the receiving treatment plant under normal circumstances, given the implementation of
the planned improvements identified in the planning assessment where applicable. This analysis
has been performed in accordance with local established policies and procedures using the best
available data. This certification applies to those items listed above in Sections I and II plus all
attached planning assessment addendums for which I am the responsible parry. Signature of this
form indicates acceptance of this wastewater flgv/.
Signing Official Signature
Date
Page 2 of 2
FTSE 06-13

State of North Carolina
Department of Environmental Quality
DW. R Division of Water Resources
Dh lsion of Water Resources Flow Tracking for Sewer Extension Applications
(FTSE 10-23)
Entity Requesting Allocation: Cypress Homes
Project Name for which flow is being requested: 9220 Purfoy and 1601 Eastwood
More than one FTSE maybe required for a single project if the owner of the WWTP is not responsible for all pump
stations along the route of the proposed wastewater flow.
I. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: North Harnett Regional WWTP
b. WWTP Facility Permit #: NCO021636
All flows are in MGD
c. WWTP facility's permitted flow 7.5
d. Estimated obligated flow not yet tributary to the WWTP 3.332
e. WWTP facility's actual avg. flow 5.339
f. Total flow for this specific request 0.001
g. Total actual and obligated flows to the facility 8.672
h. Percent of permitted flow used 115.63%
II. Complete this section for each pump station you are responsible for along the route of this proposed
wastewater flow.
List pump stations located between the project connection point and the WWTP:
(A) (B) (C) (D)=(B+C) (E)=(A-D)
Design Obligated,
Pump Pump Average Approx. Not Yet Total Current
Station Station Firm Daily Flow** Current Tributary Flow Plus
(Name or Permit Capacity, * (Firm / pf), Avg. Daily Daily Flow, Obligated Available
Number) No. MGD MGD Flow, MGD MGD Flow Capacity***
SLS-120 14.4 5.76 3.367 2.383 5.750 0.010
* The Firm Capacity (design flow) of any pump station is defined as the maximum pumped flow that can be
achieved with the largest pump taken out of service.
** Design Average Daily Flow is the firm capacity of the pump station divided by a peaking factor (pf) not
less than 2.5, per Section 2.02(A)(4)(c) of the Minimum Design Criteria.
*** A Planning Assessment Addendum shall be attached for each pump station located between the
project connection point and the WWTP where the Available Capacity is < 0.
Downstream Facility Name (Sewer): North Harnett Regional WWTP
Downstream Permit Number: NCO021636
Page 1 of 8
FTSE 10-23

III. Certification Statement:
I Steve Ward, Utilities Director certify to the best of my knowledge that the addition of
the volume of wastewater to be permitted in this project has been evaluated along the route to the receiving
wastewater treatment facility and that the flow from this project is not anticipated to cause any capacity
related sanitary sewer overflows or overburden any downstream pump station en route to the receiving
treatment plant under normal circumstances, given the implementation of the planned improvements
identified in the planning assessment where applicable. This analysis has been performed in accordance
with local established policies and procedures using the best available data. This certification applies to
those items listed above in Sections I and II plus all attached planning assessment addendums for which I
am the responsible party. Signature of this form certifies that the receiving collection system or treatment
works has adequate capacity to transport and treat the proposed new wastewater.
ll—Y',-'z'.;
Signing Official Signature Date
71) Ute-'hDr
Title of Signing Official
Page 2 of 8
FTSE 10-23

PLANNING ASSESSMENT ADDENDUM (PAA)
Submit a planning assessment addendum for each pump station listed in Section II where Available Capacity is < 0.
Pump Station (Name or Number):
Given that:
a. The proportion and amount of Obligated, Not Yet Tributary Daily Flow (C) accounts for
53.66% % and 3.091 MGD of the Available Capacity (E) in Pump Station
SLS-120 ; and that
b. The rate of activation of this obligated, not yet tributary capacity is currently approximately
0.300 MGD per year; and that
c. A funded Capital Project that will provide the required planned capacity, namely
2.0 m d +, design has not begun yet is in design or under construction with
planned completion in 2026 ; and/or
d. The following applies:
The Buies Creek /Capeton Collection System Upgrade is a project to divert approaximately
2 m d of actual and not yet tributag flow from SLS-120. The $7.6 million project has
received funding earmark and is part of the HRW Capital Improvement plan for the
2025-2026 fiscal
Therefore:
Given reasonably expected conditions and planning information, there is sufficient justification to allow
this flow to be permitted, without a significant likelihood of over -allocating capacity in the system
infrastructure.
I understand that this does not relieve the collection system owner from complying with G.S. 143-
215.67(a) which prohibits the introduction of any waste in excess of the capacity of the waste disposal
system. ,
Signing Official Signature
1' Y- , 11
Date
Page 3 of 8
FTSE 10-23

N&YERS
ENGINEERING, PLLC
TECHNICAL MEMORANDUM
\%"111111111 r1
Date: February 6, 2024�0cA
To: Mr. Russell Hart r
S AL
Cypress Homes, Inc. _j19790 —
POB 37413
Raleigh, NC 27626
1zi€ \\i
From: Jay Meyers, PE 06 P� —* -a2 4
Subject: Sanitary Sewer Service for 9220 Purfoy Road & 1601 Eastwood Drive
Introduction
The subject properties, 9220 Purfoy Road and 1601 Eastwood Drive, are the result of a minor subdivision
recorded in Wake County Register of Deeds Book 2020 Page 00561, from a single parcel (1601
Eastwood Drive, purchased by Cypress Homes in 2018. The properties were annexed into the Town of
Fuquay-Varina Corporate limits in 2020 (Ordinance Number N-20-19). Part of the voluntary annexation
petition was that the properties would be served by the Town's sanitary sewer system via connection to
the Town's existing 10-inch forcemain on Purfoy Road, the forcemain being from the Hidden Valley
Pump Station.
Each home is proposed to be served by a package simplex pump station with individual taps onto the
existing 10-inch forcemain.
Design Flow
Each home is proposed to be a 4-bedroom home. The Town of Fuquay-Varina received a Flow
Reduction letter (attached) dated November 7, 2001 that allows 75/gpd per bedroom. Therefore, the
average day flow for each home would be 300 gpd. Using a peaking factor of 5, the pumping rate would
be 1.04 gpm; however, a shower at 5 gpm running for an extended period would more likely represent a
peak flow, so 5-gpm would be a more appropriate design flow.
Development of System Curves
The forcemain for each pump station will discharge into the existing Hidden Valley Pump Station 10-inch
forcemain located on the east side of Purfoy Road. Because the Iayout of lots is currently unavailable, a
forcemain length of 100 feet is assumed. In order to maintain 2-feet per second minimum velocity, a 1.25
nominal diameter HDPE forcemain is proposed. Due to an intervening water line, the Town of Fuquay-
Varina has requested a reverse tap on the forcemain and restraints on the forcemain at the reverse tap.
�omr iiirin
Meyers Engineering, PLLC
5708 Carriage Park Court / Fuquay-Varina, NC 275261919-625-0214

kAE
ERIN PLL
While 1.25 HDPE has a bend radius of 12.5 inches, in order to provide restraint system the forcemain is
proposed to increase to 2-inch diameter at this location to allow for use of a mechanical restraint system.
Equivalent pipe lengths for bends, plug valves, and check valves is calculated to be approximately 60-feet
of 1.25-inch diameter HDPE pipe,
The system curves include C-factors of 140 for new pipe and 120 for old pipe in accordance with the
NCDEQ "Minimum Design Criteria for Pump Stations".
Three conditions are considered, the package pump running alone, the package pump station and existing
Hidden Valley Pump Station running simultaneously, and a future upgrade to the Hidden Valley Pump
Station for increased pumping capacity and an assumed increase of pumping head up to 100-feet over
existing TDH (from 137 to 237).
Based on as -built information for the Hidden Valley Pump Station prepared by Timmons Group dated
12/28/2018 the following information was used to determine forcemain pressures at the potential
connection points when the Hidden Valley Pump Station is running.
Wet well pump off elevation - 270.75
Forcemain elevation at station 101+00 - 352
Pump Station operating total dynamic head is 137 feet at 502 gpm
Pressure at connection point would be 270.75+137 - 352 — 55.75', or 24 psi.
'-This calculation ignores friction loss in flows, and therefore is conservative estimate
A copy of the system curves are attached. The selected pump is the E-One SPD pump within the E-One
WH471 grinder pump station. The pump curve with the system curves superimposed is attached and the
operating points summarized below. To calculate velocity in the forcemain, the 1.25 inch nominal
diameter forcemain HDPE SDR-9 pipe inner diameter 1.27 inches is used.
System Curve
C-Factor
Pumping Rate
Total Dynamic
Forcemain
Head
Velocity
ID = 1.2711
Residential Pumps Only
140
13.25 gpm
39
3.4 fps
Hidden Valley One
140
12.5 gpm
62
3.Lfps
Upgraded Hidden Valley
120
8.5 gpm
159
2.2 fps
and old forcemain pipe
Pump Cycle Times
From the E-One manufacturer information, the volume between the preset on -off floats is 89 gallons.
At the peak flow of 5-gpm, the maximum cycle time would be for initial conditions:
8915 = 17.8 minutes to fill
891(13.25-5) = 10.8 minutes to pump down
Min Cycle Time = 28.6 minutes cycle time = 2.1 cycles per hour.
At the average day flow of 0.21-gpm, the average hour cycle time would be for initial conditions:
Meyers Engineering, PLLC ... �-
5708 Carriage Park Court 1 Fuquay-Varina, NC 27526 / 919-625-0214
Page 2 of 3

N&YERS
ENGINEERING, PUC
89/0.21 = 424 minutes to fill
89/(13.25-0.21) — 6.8 minutes to pump down
Cycle Time = 430.8 minutes cycle time - I cycle per 8.8 hours, 2.7 cycles per day
While these cycle times are out of the NCDEQ design standard of 2-8 cycles per hour, these pump
stations are specifically designed for serving single family homes and the variations of flows that come
with a single-family residence.
Buoyancy Calculations
Package pump station manufacturer information, assuming WH471-77:
Station Height — 77.1 inches (6.43 feet)
Station Weight — 340 pounds
Station Volume — 92.51 cubic feet
Station diameter — 51.4 inches (4.28 feet)
Net Buoyancy* 92.51 cf x 62.4 lbs/cf — 340 lbs = 5433 lbs
* - assumes ground water level to surface
Using a concrete collar around station base, 12-inches thick and outside diameter of 75.4-inches (6.28
feet)
Concrete ballast = 3,14 x (3.142-2.142) x 1 x 150 lbs/cf = 2488 lbs
Assumed Saturated Soil weight — 120lbs/cf - 62.4 lbs/cf = 57.6lbs/cf
Soil overburden = 3.14 x (3.142-2.142) x (6.43-1) x 57.6 ibs/cf = 5188 lbs
Concrete and soil overburden = 2488+5188 = 2471 lbs
Factor of safety against flotation = 7676/5433 = 1.41
Reliability
The WH471 has a total storage volume of approximately 476-gallons, enough for 1.58 days based on 300-
gpd. The local E-One certified service center is Capital Industrial Services, LLC located at 14
Apothecary Court, Garner, NC 27529.
Meyers Engineering, PLLC
5708 Carriage Park Court / Fuquay-Varina, NC 27526 / 919-625-0214
Page 3 of 3

E'ONE
SPO PUMP PERFORMANCE
CURVE
GRINDER PUMP, lHP, 1725 RPM
100
—
230
Pu
Road
—
220
95
Residential
—
90
210
p
f.np
—
200
85
s
—
190
80
LOW PRESSURE SYSTEM DESIGN PRESSURE
—
180
PRESSURE

S E R I E S
WH47 & WR47
Series
Simplex & Duplex
Typical Installation
Instructions
& Warranty
Information
476-Gal. Capacity
Grinder Pump Station

Environment One Grinder Pump Feature Identification
1. GRINDER PUMP BASIN — Polyethylene
2. ACCESSWAY COVER — High density polyethylene (HDPE)
3. ELECTRICAL QUICK DISCONNECT (EQD) — Cable from pump core terminates here
4. POWER AND ALARM CABLE — Circuits to be installed in accordance with local codes
5. ALARM PANEL — NEMA 4X enclosure and equipped with circuit breakers. Locate according to
local codes.
6. ALARM DEVICE — Every installation is to have an alarm device to alert the homeowner of a
potential malfunction. Visual devices should be placed in very conspicuous locations.
7. INLET — EPDM grommet (4.5" ID). For 4.5" OD DWV pipe (standard).
8. WET WELL VENT — 2.0" tank vent
9. GRAVITY SERVICE LINE — 4" DWV, (4.5 OD). Supplied by others.
9a. STUB -OUT — 4" X 5' long watertight stub -out, to be installed at time of burial unless the gravity
service line is connected during installation. Supplied by others.
10. DISCHARGE FTG — 1-1/4" Female NPT, stainless steel
11. DISCHARGE LINE — 1-1/4" Nominal pipe size. Supplied by others.
12. CONCRETE ANCHOR — See Ballast Calculations for specific weight for your station height.
Supplied by others.
13. BEDDING MATERIAL — 6" minimum depth, round aggregate, (gravel). Supplied by others.
14. FINISHED GRADE — Grade line to be 1" to 2" below removable lid and slope away from the
station.
15. CONDUIT — 1" or 1-1/4", material and burial depth as required per national and local codes.
Conduit must enter panel from bottom and be sealed per NEC section 300.5 & 300.7. Supplied by
others.
16. REBAR — For use with precast concrete ballast. Required to lift tank after ballast (concrete
anchor) has been attached, 4 places, evenly spaced around tank.
2

Figure 1
VVI I r7 IIVJ IHLLHI IUN
INSTRUCTIONS WILL
VOID WARRANTY

The following instructions
define the recommended
procedure for installing the
Model WH/WR47 grinder pump
station.
This is a sewage handling
pump and must be vented in
accordance with local plumbing
codes. This pump is not to be
installed in locations classified
as hazardous in accordance
with National Electric Code,
ANSI / NFPA 70. All piping and
electrical systems must be in
compliance with applicable
local and state codes.
1. REMOVE PACKING
MATERIAL: The User
Instructions must be given to
the owner. Hardware supplied
with the unit, if any, will be used
at installation.
2. TANK INSTALLATION:
The tank is typically supplied
with a standard grommet for
connecting the 4" DWV (4.50"
outside dia.) incoming sewer
drain. Other inlet types and
sizes are optional. Caution:
4" DR-35 pipe has a smaller
diameter and won't create
a watertight joint with the
standard 4" SCH 40 inlet
grommet. Confirm that you
have the correct inlet before
continuing. Do not drop, roll,
or lay tank on its side. This
will damage the unit and void
the warranty.
Excavate a hole to a depth so
that the station cover extends
1" to 3" above the finished
grade line. The finished
grade must slope away from
the station cover to prevent
surface water from entering
the station. The diameter of the
hole shall be large enough to
allow for the concrete ballast
anchor. The size, shape and
shoring requirements of the
excavation will be based on
Figure 2a
o LEVEL CONTROL
IF THE PUMP
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the soil conditions and must
be in accordance with the site
engineer's recommendation
and safety requirements. Care
must be taken during lifting and
placement to prevent impacting
or otherwise damaging the tank
(see Lifting Instructions). Only
a non -marring sling, rated for
the load being lifted, should
be used in contact with the
tank surfaces. A pre -ballasted
tank must not be lifted with a
sling (see Lifting Instructions).
Lifting chains or cables should
not be placed in direct contact
with the tank surfaces. Fill the
excavation bottom with a 6"
deep bed of gravel, naturally
rounded aggregate, clean and
free flowing, with particles not
less than 1 /8" or more than 3/4"
in size.
A concrete ballast anchor is
required to prevent flotation of
the tank when groundwater is
present. The concrete anchor
is not optional. The MINIMUM
concrete anchor requirements
for the WH/WR 47 station are
shown in Chart 1 of the Ballast
Calculation section.
Pour approximately 1" to 2"
of concrete onto the gravel
bed and place the tank into the
excavation. Ensure the tank
is properly positioned in the
excavation to support inlet pipe
(Section 3) and discharge pipe
(Section 5) connections before
pouring the concrete ballast.
The unit should be leveled
and filled with water, about 24"
deep, to prevent shifting while
the remaining ballast is being
poured. The concrete should
be vibrated, as necessary,
to eliminate voids. If it is
necessary to pour the concrete
above the inlet level (Section
3), the inlet must be sleeved
with an 8" tube before pouring.
5

Concrete ballast should be
cast in -place around the tank
in the excavation (Figure 3).
Alternatively, pre -cast ballast
around the base of the tank,
may be used. Ensure that 1"
to 2" of concrete is placed
beneath the tank base if pre-
cast ballast is used. If the
concrete is pre -cast, lifting
hooks must be anchored in the
ballast to support subsequent
handling of the tank (see Lifting
Instructions). The lifting hooks
used must be adequate to
support the combined weight of
the tank and concrete ballast
and shall be sized and installed
in accordance with the site
engineer's recommendation.
Place the ballasted tank on
the gravel bedding in the
excavated hole using the
lifting hooks. Do not lift by
any of the tank surfaces if
pre -cast ballast is utilized.
3. INLET LOCATIONS:
A 4" DWV (standard) inlet
grommet was provided with
the station for sealing the
inlet pipe at the tank wall. If
Figure 3
POURED IN PLACE
the inlet grommet penetration
was not factory installed, the
location of the tank inlet must
be determined to support final
positioning of the tank prior to
ballast installation (see Section
2). The inlet pipe location
corresponds with the actual
or projected point where the
building sewer line intersects
the tank wall. The grade of
the inlet pipe and required
burial depth (per national
and local code requirements)
must be accounted for when
determining the inlet location.
The supply cable path
should be considered when
selecting the inlet location (see
Section 8). A 5" diameter field
penetration of the tank wall is
required to support installation
of the (standard) inlet grommet
This penetration must not
remove or interfere with any
of the structural ribbing on the
polyethylene tank. The inlet
grommet may be installed in
any of the allowable locations
shown in Figure 7. The inlet
penetration must be centered
in the location selected to
prevent interference with
the tank ribbing. Typical inlet
installation will be on one of
the four, 10.5" diameter raised
pads on the tank body. The
pads have been marked with
a series of locating lines to
support centering of the 5"
(standard) drilled penetration.
Any inlet installed in the
depressed panels between the
horizontal and vertical ribbing
must be centered within the
panel to provide adequate
clearance for the 6" diameter
flange on the standard 4" inlet
grommet (Figure 7). Once the
location of the inlet penetration
is selected, mark the inlet
center location on the tank
and position the tank. Using
a 5" diameter hole saw for
a standard 4" grommet, drill
through the tank wall at the
marked location. Remove any
chips or burrs from the drilled
hole. Install the provided inlet
grommet into the drilled hole.
The grommet is self-sealing
and does not require the use of
PRE -CAST BALLAST
TYPICAL IN -GROUND SECTION VIEW

additional sealant or adhesive.
4. INLET PIPE
INSTALLATION: Mark the
inlet pipe 3.5" from the end to
be inserted. Inlet pipe leading
edge should be beveled with
a grinder and lubricated with
a soap solution. Lubricate
the inlet grommet with soap
solution as well. Insert the pipe
into the grommet up to the 3.5"
mark. Inspect to ensure the
grommet has remained intact
and in place (Figure 7).
5. DISCHARGE: The use
of 1.25" PVC pressure pipe
SCH 40 and polyethylene
pipe SDR 11 or SIDR 7 are
recommended. If polyethylene
is chosen, use compression -
type fittings to provide a
smooth inner passage.
E/One requires that an
E/One Uni-Lateral assembly
(E/One part number
NBO184PXX or NC0193GXX)
or E/One Redundant Check
Valve (E/One part number
PC0051 GXX) be installed in
the pipe lateral outside the
home between the pump
Figure 4
discharge and the street main
on all installations. Never use
a ball -type valve as a check
valve. E/One recommends
the valve be installed as close
to the public right-of-way as
possible. Check local codes for
applicable requirements.
CAUTION: Redundant check
valves on station laterals
and anti-siphon/check valve
assemblies on grinder pump
cores should not be used as
system isolation valves during
line tests.
There is a slide face valve
and a quick disconnect pre -
installed in the tank for grinder
pump connection. There is
a stainless steel 1.25" NPT
female discharge connection
on the outside of the tank
to support discharge piping
connection.
6. BACKFILL
REQUIREMENTS: Proper
backfill is essential to the
long term reliability of any
underground structure.
Several methods of backfill are
available to produce favorable
SHROUD
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roR
OTHERS)
Power at the station must not drop below 10% of nameplate
voltage. Maximum Recommended Length:
120 Volt 60' (min. voltage at pump — 108V)
240 Volt 150' (min. voltage at pump — 216V)
Consult factory for longer lengths
TYPICAL SUPPLY CABLE CONFIGURATION
results with different native soil
conditions.
The recommended method
of backfilling is to surround
the unit to grade using Class
I or Class II backfill material
as defined in ASTM 2321.
Class 1 A and Class 1 B are
recommended where frost
heave is a concern; Class
1 B is a better choice when
the native soil is sand or if a
high, fluctuating water table
is expected. Class I, angular
crushed stone, offers an added
benefit in that it needs minimal
compaction. Class II, naturally
rounded stone, may require
more compactive effort, or
tamping, to achieve the proper
density.
If the native soil condition
consists of clean compactible
soil, with less than 12% fines,
free of ice, rocks, roots, and
organic material, it may be
an acceptable backfill. Such
soil must be compacted in
lifts not to exceed one foot to
reach a final Proctor Density
between 85% and 90%. Non -
compactible clays and silts are
not suitable backfill for this
or any underground structure
such as inlet or discharge
lines. If you are unsure of
the consistency of the native
soil, it is recommended that a
geotechnical evaluation of the
material be obtained before
specifying backfill.
Another option is the use of
a flowable fill (i.e., low slump
concrete). This is particularly
attractive when installing
grinder pump stations in
augured holes where tight
clearances make it difficult to
assure proper backfilling and
compaction with dry materials.
Flowable fills should not be
dropped with more than 4
7

Figure 5
RETAINING
RING
SUCTION
HOUSING
STAND
MOUNTING
HOLES (4)
STAND
HALVES
^wER
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MP
INLET
SHROUF
JD IN
FLUSH
F SURF
GRINDER PUMP STAND
feet between the discharge
nozzle and the bottom of the
hole because this can cause
separation of the constituent
materials.
7. VENTING: The unit must
be properly vented to assure
correct operation of the pump.
The units are supplied with a
2" vent opening in the cover
assembly. Failure to properly
vent the tank will result in faulty
operation and will void the
warranty.
If the water level outside
of the station is expected to
rise above the surrounding
grade (flooding), a cover vent
system cannot be used. If
flood conditions are expected,
an underground (lateral) vent
system and solid cover must be
used. Consult the factory if
flood conditions are possible
where the station will be
installed.
8. ELECTRICAL
CONNECTION: (Supply panel
to E/One alarm panel)
Before proceeding, verify that
the service voltage is the same
as the motor voltage shown
on the name plate. An alarm
device is to be installed in a
conspicuous location where it
can be readily seen. An alarm
device is required on every
installation. There shall be no
exceptions.
Wiring of supply panel and
alarm panel shall be per
Figures 2a-2d, alarm panel
wiring diagrams and local
codes. A dedicated 30 amp
breaker is required before
all simplex alarm panels. A
dedicated 30 amp breaker is
required before a 240V duplex
alarm panel, and a dedicated
40 amp breaker is required
before a 120V duplex alarm
panel.
9. ELECTRICAL
CONNECTION: (Pump to
Panel) (Fig. 4) The grinder
pump station is provided with a
cable for connection between
the station and the alarm panel
(supply cable) for each grinder
pump. The supply cable, a six
conductor tray cable, meets
NEC requirements for direct
burial as long as a minimum of
24" burial depth is maintained.
Those portions of the cable
which have less than 24" of
cover must be contained in
suitable conduit. This includes
the vertical portion dropping
to a 24" depth at the station
and the length rising out of the
ground at the control panel
(conduit by others). NOTE:
Wiring must be installed per
national and local codes.
Conduit must enter panel from
bottom and be sealed per NEC
section 300.5 & 300.7.
9a. Installing E/One supply
cable:
1) Open the lid of the station
and locate the cable and the
feed-thru connector on the
wall of the shroud or on the
inside wall of the tank (Model
WH/WR47 x 77"). Loosen the
nut on the connector and pull
the supply cable out through
the connector until it hits the
crimped -on stop feature on
the cable, approximately 36"
from the EQD. "IMPORTANT:
All but 36" of the cable must
be pulled out of the station,
and the Equalizer and EQD
should be secured in the hook
provided to ensure that the
pump functions properly. Do
not leave the excess cable in
the station.
2) Retighten the nut. This
connection must be tight or
ground water will enter the
station.
3) Feed the wire through the
length of conduit (contractor
provided), which will protect it
until it is below the 24" burial
depth.
4) On models WH/WR47
x 92" and taller, position the
conduit vertically below the
cable connector along side
of the station reaching down
into the burial depth. Attach
the small protective shroud
provided with the station to
protect the exposed cable
where it enters the station.
Four self -tapping screws are

provided.
5) Run the cable
underground, in a trench or
tunnel, to the location of the
alarm panel. Leave a 6- to 12-
inch loop of cable at each end
to allow for shifting and settling.
Connections made at the panel
are shown in the panel wiring
diagram (Figures 2a-2d).
10. GRINDER PUMP STAND
ASSEMBLY: Temporarily
rest the grinder pump on its
side. Using a block of wood
or similar object, prop up
the lower pump end to allow
installation of the pump stand.
Align the two legs of each
pump stand half with two of
the holes in the pump lower
end (Figure 5). Push the stand
legs into the pump lower end.
Using a mallet, ensure that
the stand legs bottom into the
mounting holes. Repeat for the
other stand half. Turn the pump
upright on the installed stand.
11. DEBRIS REMOVAL:
Prior to start-up test procedure,
the incoming sewer line
must be flushed to force all
miscellaneous debris into
the tank. Next, all liquid and
debris must be removed. Once
the tank is clean, install the
pump(s) and proceed with the
test.
12. INSTALL THE PUMP:
Lower the pump into the
tank. Position the pump so
the pump's discharge is on
the opposite side of the pump
relative to the discharge in
the tank. Position the pump
in the center of the tank.
Rotate to coil the discharge
hose and slide the adapter on
the discharge hose into the
receiver in the tank wall until
it seats. Push the white slider
down to open the discharge
valve. Refer to Figures 8-11
for slideface connection and
operation.
Hang power cable, breather
tubing with Equalizer, and
lifting rope to prevent them
from laying in sewage. The
Equalizer should be hung as
high as possible in the tank.
13. TEST PROCEDURE
The following steps should
be taken to verify proper
installation and operation:
a) Make sure that the
discharge slide face valve(s)
is fully open. This valve(s)
must not be closed when the
pump is operating. In some
installations, there may be a
valve, or valves, at the street
main that must also be open.
(Ignore all Trouble
indications, LEDs and/or
messages until the panel
is reset at the end of this
procedure.)
For model WH/WR 471:
b) Fill the tank with
approximately 200 gallons of
water (approximately up to the
top of the grinder pump).
c) Turn on the pump power
and alarm circuit breakers in
the alarm panel. The grinder
pump and alarm should turn on
immediately.
d) Monitor the pump and
alarm to ensure they are
operating correctly. The alarm
will shut off at a water level
of approximately 18" from the
bottom. The grinder pump
will shut off at a water level
of approximately 14" from the
bottom. Proceed to Step i.
For model WH/WR 472:
b) Fill the tank with
approximately 200 gallons of
water (approximately up to the
top of the grinder pump).
c) Turn on the Pump #1
power breaker and the alarm
circuit breakers in the alarm
panel. Grinder Pump #1 and
the alarm should turn on
immediately.
d) Monitor the pump and
alarm to ensure they are
operating correctly. The alarm
will shut off at a water level
of approximately 18" from the
bottom. The grinder pump
will shut off at a water level
of approximately 14" from the
bottom.
e) Turn off the Pump #1 and
alarm circuit breakers.
f) Refill the tank with
approximately 200 gallons of
water (approximately up to the
top of the grinder pump).
g) Turn on the Pump #2
power breaker and the alarm
circuit breakers in the alarm
panel. Grinder Pump #2 and
the alarm should turn on
immediately.
h) Monitor the pump and
alarm to ensure they are
operating correctly. The alarm
will shut off at a water level
of approximately 18" from the
bottom. The grinder pump
will shut off at a water level
of approximately 14" from the
bottom.
i) Clear/Reset the alarm
panel:
Sentry and T260 panels:
Reset is not required.
Protect Panel: Turn pump
and alarm breakers off and
back on simultaneously.
Protect Plus Panels: Perform
a "cold start" from the Initialize
System menu. Any user setting
that were previously chosen
will not be reset.
j) If any Trouble or alarm
conditions are indicated after
the panel is reset, contact your
local service provider.
9

Field Joint Assembly Instructions
IT IS EXTREMELY IMPORTANT THAT THE JOINT IS SEALED PROPERLY BEFORE
BACKFILLING. EXCAVATING A UNIT FOR REPAIR IS VERY EXPENSIVE AND CAN BE EASILY
AVOIDED BY USING PROPER CAUTION DURING THE FOLLOWING PROCEDURE.
Parts included in Field Joint Kit:
Identify all parts before proceeding
with installation.
(16) 3/8-16 X 1-1/2 long screws
(16) 3/8-16 Elastic Stop Nuts
(32) Flat Washers
(1) Length Sealant (Sika) Tape
(1) Hole Punch
1) Carefully clean and dry both
accessway flanges with solvent.
IMPORTANT: Sealing surfaces
must be dry to ensure the
sealant adheres correctly.
2) Starting at one hole of tank
flange, apply two layers of Sika
Tape around the inside half of the
flange. Align the outside edge of
the tape with the bolt circle. Move
to the adjacent hole and apply
one layer of Sika Tape around
the outside of the flange. Align
inside of tape with the bolt circle.
Remove the backing paper as you
lay the adhesive on the flange.
Do not stretch Sika tape during
application, it may result in a
leak. The tape should overlap at
the end by approximately 1/2 inch,
as shown in Figure 6a. If a section
of Sika Tape is misapplied, the
bad section may be cut out and
replaced. Cut away the poorly laid
portion cleanly with a knife and be
sure to over lap the tape at each
end about 1/2 inch.
3) Using the tool provided,
punch a hole through the tape at
each of the 16 existing bolt holes
in the flange. Be careful to keep
the exposed sealant clean and
d ry.
4) Insert three of the sixteen 3/8-
16 x 1-1/2" long bolts, with a flat
washer, into the flange attached to
the upper part of the accessway.
These will act as guides while
aligning the bolt pattern of the two
flanges.
5) Support the upper accessway
section a few inches over the tank
with the green stripes on each
lined up. Once aligned, lower the
upper section onto the mating
flange using the three bolts to
guide it to the proper position. See
Figure 6b.
6) Insert the remaining 13 bolts
with flat washers into the flanges.
Place a flat washer and elastic
stop nut on the end of each bolt,
turning the nut on just enough to
hold the washer in place.
7) Tighten up the bolts until
the sealant begins to squeeze
out from between the flanges.
To ensure a consistent, sturdy
seal tighten them in the following
sequence: 1, 9; 5, 13; 3, 11; 7, 15;
2, 10; 4, 12; 6, 14; 8, 16. Always
be sure to tighten one bolt and
then the bolt at the position 180'
from it, see Figure 6a for position
Figure 6a
Figure 6b
numbers.
8) Using the same sequence as
in step 7 tighten each bolt to 60
in-lbs. Visually inspect the joint,
each bolt and each nut should
have a flat washer between it and
the flange, and a uniform amount
of sealant should be protruding
from the seam along the entire
perimeter.
In the event that there are
any voids in the sealant, the
joint may leak. Take corrective
actions if necessary and be
sure that the joint is leak free
before continuing.
TAPE
1/2- BEFORE HOLE (TYP)
2 LAYERS
INSIDE BOLT CIRCLE
F1 LAYER
OUTSIDE BOLT CIRCLE
BEFORE APPLYING
SIKA TAPE
3/8 STAINLESS
STEEL HARDWARE
FIELD ASSEMBLE
SIKA
TAPE
10

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11

1
Temporarily attach 1 SLIDE INTO
discharge removal RECEIVER IN
tool to the threads on TANK
the male adapter to 2
install and remove _
discharge line
2
OPEN VALVE
BY PUSHING
DOWN SLIDER
VALVE
USE SUIqPIPE
SEALANT AND DO
NOT OVER TIGHTEN
1" NPT THREADS
FOR REMOVAL Ti
Figure 8
SLIDE FACE
MALE ADAPTER
SIDE 00
O
O-RING
Grease face of
Islide face after
o-ring is installed
1 1/4" NPT FITTING
TO ATTACH TO
PUMP DISCHARGE
Figure 10
DISCHARGE REMOVAL TOOL
Tool used to install and remove male adapter half of slide face
assembly (not supplied by E10ne)
Distance between discharge and top of tank,
plus 24" min.
I' SCH 80 PVC Pipe
1 " Th readed ooupli ng
to attach to slide face
1
VALVE OPEN V VE CLOS D
SLIDE
SLIDER VALVE O-RING
a ❑
0 E 0 F
0 0
0-RIN
RECEIVER FACE
RECE
FAC
Figure 11
Figure 9
DISCHARGE
OUTLET
SCH 80 PVC
NIPPLE
12

Lifting Instructions
FAILURE TO FOLLOW THESE INSTRUCTIONS COMPLETELY WILL VOID WARRANTY.
1. Transporting unit to
installation site: Always lift a
unit from the bottom for the
purpose of transportation.
The station should be
received attached to a pallet
for this purpose. Never roll a
station or move it on its side.
2. No Ballast (to be poured in
place): If the concrete anchor is
to be poured while the station
is in place lift the unit using two
nylon straps wrapped under
the tank flange to make a sling,
as shown below. Keep station
oriented vertically to avoid any
damage.
3. Precast Ballast: Never
lift a station that has a ballast
attached by any means except
the rebar. The weight of the
concrete will damage the
station if you attempt to lift it
from any part of the station.
13

E/One Grinder Pump Station Ballast Calculations
Sample Calculation — Station Height of 92"
Volume of Station = 73.1 ft3
Station Weight = 350 Ibs
Station Height = 7.3 ft
A. Buoyant Force
1. The buoyant force acting on the submerged WH/WR47 is equal to the weight of the displaced
water for the section of the tank that is submerged.
Fbuoyant = (density of water)(volume of station)
= (62.4 Ibs/cu ft)(73.1 cu ft)
= 4560 Ibs
2. The net buoyant force acting on the station (Fnet-buoyant) is equal to the buoyant force (Fbuoyant)
minus the weight of the station tank.
Fnet-buoyant = 4560 Ibs — 350 Ibs
= 4210 Ibs
B. Ballast Force
1. Determine the volume of concrete and soil
Section I: Used To Determine The Volume Of Concrete
(Note: 4.0 ft = assumed inside diameter of concrete ballast ring around tank's bottom flange)
Volume = (Height)(Area)
= (.83 ft)(Tc)((5.6 ft)2 — (4.0 ft)2) / 4
= (.83 ft)(12.06 ft2)
= 10.1 ft3
Section II: Used To Determine The Volume Of Saturated Soil
(Note: 4.3 ft = assumed inside diameter of soil column around tank's maximum diameter)
Volume = (Height)(Area)
= (7.3 ft — .83 ft)(7u)((5.6 ft)2 — (4.26 ft)2) / 4
= (6.46 ft)(10.1 ft2)
= 65.2 ft3
2. Determine the combined ballast
Ballast (total) = Ballast (concrete) + Ballast (saturated soil)
= (Vconcrete)(density concrete in water) + (Vso.,)(density saturated soil)
= (10.1 ft3)(87.52 Ibs/ft3) + (65.2 ft3)(70 Ibs/ft3)
= 884 Ibs + 4564 Ibs
= 5450 Ibs
C. Subtract the buoyant force from the ballast force to determine the final condition
Final Condition = Ballast Force — Net Buoyant Force
= 5450 Ibs — 4210 Ibs
= 1240 Ibs (excess ballast)
14

E/One Grinder Pump Station Ballast Calculations
Sample Calculation
The approach outlined on the previous page may be used
to calculate the ballast requirements listed below.
Chart 1
Station
Height
(in)
Station
Volume
(cu ft)
Feet
Buoyant
(Ibs)
Tank
Weight
(Ibs)
Fballast
(Ibs)
Volume
Concrete
(cu ft)*
Weight
Concrete
in Air
(cu ft)*
Min
Diameter
of
Concrete
Anchor (in)
Min
Thickness
of
Concrete
Anchor (in)
77
69.5
3997
340
4784
10.1
1515
68
10
92
73.1
4210
350
5450
10.1
1515
68
10
107
77.5
4476
363
6282
10.1
1515
68
10
110
78.5
4535
366
6467
10.1
1515
68
10
113
79.5
4594
369
6652
10.1
1515
68
10
117
80.5
4653
372
6837
10.1
1515
68
10
120
81.5
4712
375
7022
10.1
1515
68
10
122
82.5
4772
378
7207
10.1
1515
68
10
* Volume calculated is for minimum dimensions given. Minimum dimensions must be met or exceeded
for actual application.
15

16

Adjusting the Height of a Grinder Pump Station
TO INCREASE STATION HEIGHT 6 INCHES
1. Increasing station height can be done without cutting the station. Use the E/One Extender cover shroud
kit (ND0082G01) and follow the instructions that are included with the kit.
TO INCREASE STATION HEIGHT MORE THAN 6 INCHES or TO REDUCE THE STATION HEIGHT:
TANK LID- -
REMOVE EXISTING COVER ASSEMBLY
ELECTRICAL
SHROUD
(Fig. 12) COVER
LIQUID TIGHT
SHROUD
If your existing station has a welded -on
CONNECTOR
GRADE v
GRADE
cover shroud, you will need the appropriate -
SS BAND CLAMP
replacement cover kit. OPTIONAL
1. Turn off all power to the grinder pump
ELECTICAL QUICK
DISCONNECT (EQD)
station. VENT PIPE
SUPPLY CABLE
2. Remove the tank lid and the electrical
CORRUGATION
shroud. VALLEY
ACCESSWAY
3. Unplug the electrical quick disconnect
(EQD) and remove the EQD from the supply -----
cable. Note: DO NOT CUT CABLE. Loosen
liquid -tight cable connector and pull the Figure 12
supply cable out through the connector on
the side of tank.
4. Remove the soil around the tank, exposing three of the tank corrugations below grade.
Use caution not to
damage buried cable.
5. Remove existing cover shroud.
5a. Welded -on shroud (standard) — Using a hand saw, cut the tank in the valley between the two
corrugations at grade, discard CUT VENT SO IT
existing welded on shroud and EXTENDS 4 3/4' CUT ACCESSWAY IN
attached corrugations (shroud ABOVE TANK CORRUGATION VALLEY LEVEL
WITH FINISHED GRADE
is not to be reused). Caution:
Be careful not to cut the pump
breather cable. GRADE GRADE
5b. Clamped -on shroud
— Remove band clamp and
cover shroud.
REDUCING STATION
HEIGHT (Fig. 13)
6. Using a hand saw, cut the tank in the valley
between the two corrugations at grade.
INSTALL REPLACEMENT COVER ASSEMBLY
(Fig. 14)
7. Clean top corrugation on accessway extension
and mating surface of replacement shroud with
Figure 13
(�I Ih ELECTRICAL
LJ�I SHROUD -
ORIGINAL TANK LID
WET WELL VENT GROMMET*
SS BAND CLAMP « INSTALLED FROM BOTTOM
ACCESSWAY VENT,
LIQUID TIGHT
CABLE CONNECTOR -
acetone. SHROUD«
r
8. Liberally apply the silicone sealer provided to the
under side of the replacement shroud where it will DT VENT EXTENSION ` SVRFAGES TO BE `LEANED
SO IT EXTENDS 4 3/4" AND SEALED WITH SILICONE
ABOVE TANK BEFORE ASSEMBLY
come in contact with the accessway extension.
9. Place SS band clamp around top corrugation GRADE GRADE
and the replacement shroud. Tap with a mallet
around clamp to help seat the clamp. Torque stud XTENSWSIAY
N-
EXTE
assembly on band clamp to a maximum 125 inlb.
10. Reinstall the supply cable, EQD, tank lid and Figure 14
electrical shroud and tighten cable connector.
11. Follow start-up procedures to ensure proper pump operation (you will find the start-up instructions in the
service manual).
17

A Precision Castparts Company
Environment One Corporation
2773 Balltown Road
Niskayuna, New York 12309-1090
Voice: [phone].6161
Fax: [phone]
www.eone.com
NA0245P0l Rev F
10/18
` -9

User Instructions for the Environment One Grinder Pump
General Information
Your home is served by a low pressure sewer system; the key element is an Environment One grinder pump.
The tank collects all solid materials and wastewater from the house. The solid materials are then ground to a
small size suitable for pumping as a slurry with the wastewater. The grinder pump generates sufficient pressure
to pump this slurry from your home to the wastewater treatment receiving line and/or disposal plant.
This device complies with Part 15 of the FCC rules. Operation is subject to the following two conditions: 1) this
device may not cause harmful interference; and 2) this device must accept any interference received, including
interference that may cause undesired operation. Any changes or modifications not expressly approved by the
party responsible for compliance could void the user's authority to operate this equipment.
Care and Use of your Grinder Pump
The Environment One grinder pump is capable of accepting and pumping a wide range of materials, and an
extensive grind test is required in order to obtain NSF approval. However, regulatory agencies advise that the
following items should not be introduced into any sewer, either directly or through a kitchen waste disposal unit:
Glass Seafood shells Diapers, socks, rags or cloth Syringes
Cotton swabs Personal/cleaning wipes & sponges Disposable toothbrushes Latex/vinyl items
Metal Plastic objects (toys, utensils, etc.) Kitty litter Dental floss
Aquarium gravel Sanitary napkins or tampons Cigarette butts
Caution: Kitchen garbage disposals do not keep grease/oil out of the plumbing system
In addition, you must never introduce into any sewer:
Explosives Strong chemicals Lubricating oil and/or grease
Flammable material Gasoline
Items introduced into the sewer system from your home can potentially impact the water environment. Proper
disposal of household wastes such as window cleaners, unused/expired pharmaceuticals, paint thinners, fats,
fruit labels, etc. is important. For more information, visit http://www.wef.org.
Periods of Disuse
If your home or building is left unoccupied for longer than a couple of weeks, perform the following procedure:
Purge the System. Run clean water into the unit until the pump activates. Immediately turn off the water and
allow the grinder pump to run until it shuts off automatically.
Duplex Units. Special attention must be taken to ensure that both pumps turn on when clean water is added to
the tank.
Caution: Do not disconnect power to the unit
Power Failure
Your grinder pump cannot dispose of wastewater without electrical power. If electrical power service is
interrupted, keep water usage to a minimum.
Pump Failure Alarm
Your Environment One grinder pump has been manufactured to produce an alarm signal (120 volt) in the
event of a high water level in the basin. The installer must see that the alarm signal provided is connected
to an audible and/or visual alarm in such a manner as to
provide adequate warning to the user that service is required.
During the interim prior to the arrival of an authorized service
technician, water usage must be limited to the reserve
capacity of the tank.
For service, please call your local distributor:
19

MMAE/One Sewe rsTM
Model Number:
Serial Number:
Installation Date:
Limited Warranty
For E/One Extreme D-Series,
W-Series & Upgrade
Environment One Corporation offers
a limited warranty that guarantees
its product to be free from defects in
material and factory workmanship
for a period of two years from
the date of installation, or 27
months from the date of shipment,
whichever occurs first, provided
the product is properly installed,
serviced and operated under
normal conditions and according to
manufacturer's instructions. Repair
or parts replacement required as a
result of such defect will be made
free of charge during this period
upon return of the defective parts or
equipment to the manufacturer or its
nearest authorized service center.
Uh s \vN
S�
i
SEWER SYSTEMS
2773 Balltown Rd • Niskayuna NY USA 12309
[phone].6161 • www.eone.com