WQ0044340_Application_20230727

RECEIVED wfl °° °
JUL 2 7 2023
TRANSMITTAL
NCDEQ/DWR/NPDES
To: NCDEQ/DWR Date: 07/27/2023
WATER QUALITY SECTION
PERCS UNIT Re: Iron and Manganese Removal System
at Carlyle Manor Well#6
KCI Project Number. 96220125714
Attention:
❑ We are submitting 0 Herewith Sent via: IN-PERSON DELIVERY
❑ We are forwarding 0 Under separate cover
❑ We are returning
Qty. Description
1 Instructions for Form: ASEA 04-16& Supporting Documentation
1 Application
2 11"x 17"Sealed Plans
1 Town of Fuquay-Varina Specifications
1 North Gate Subdivision Low Pressure Sewer Main Calculations for NCDEQ Submittal
2 Street Level Map
1 USGS Project Map
1 USB Submittal
Remarks: This project was initially submitted as a fast-track application to the West Jones Street
location. The reviewer, Jason Robinson, advised us to submit this project to DWR's
Central Office.This application included a$480.00 check which he said he has forwarded
to the Central Office to be used for this permit application submittal. Please reach out if
you have any questions.
❑ In accordance with your request. 0 For your use.
• For your review. 0 For revision by you.
❑ For processing. 0 Please call when ready.
❑ Plans reviewed and accepted. 0 Please return to this office.
❑ Plans reviewed and accepted as noted 0 Approval requested.
❑ Conference requested at your convenience.
For further information, please contact the writer at this office.
Employee-Owned Since 1988
RISE TO THE CHALLENGE WWW.KCI.COM

•
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1114m••••••
Elbmomm
TRANSMITTAL
Sincerely,
KCI TECHNOLOGIES, INC.
4"/
Marco Menendez, PE
Practice Leader
[phone]
Employee-Owned Since 1988
RISE TO THE CHALLENGE WWW.KCI.COM

RECEIVED
State of North Carolina
DWR JUL 2 7 2023 Department of Environmental Quality
Division of Water Resources
D C�• �� ► �� _02 1 LTERNATIVE SEWER EXTENSION APPLICATION
Division of Water ResourcNC E , • fre t 1N tf M:ASEA 04-16&SUPPORTING DOCUMENTATION
Plans,specifications and supporting documents shall be prepared in accordance with, 15A NCAC 02T.0100, 15A NCAC 02T
.0300, Division Policies and good engineering practices. Failure to submit all required items will necessitate additional
processing and review time,and may result in return of the application.
For more information, visit the Water Quality Permitting Section's collection systems website
General—When submitting an application,please use the following instructions as a checklist in order to ensure all required items are
submitted. Adherence to these instructions and checking the provided boxes will help produce a quicker review time and reduce the
amount of requested additional information.
Unless otherwise noted,the Applicant shall submit one original and one copy of the application and supporting documentation.
A. One Original and One Copy of Application and Supporting Documents
El 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):
O Submit a check or money order in the amount of$480.00 dated within 90 days of application submittal.
➢ Payable to North Carolina Department of Environmental Quality(NCDEQ).
D. Alternative Sewer Extension(Form:ASEA 04-16)Application(Required for All Application Packages):
® 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 II.1 shall be consistent with the project name on the plans, specifications, flow acceptance
letters,agreements,etc.
El The Professional Engineer's Certification on Page 5 of the application shall be signed, sealed and dated by a North
Carolina licensed Professional Engineer.
® The Applicant's Certification on Page 5 of the application shall be signed in accordance with 15A NCAC 02T.0106(b).
Per 15A NCAC 02T .0106(c), an alternate person may be designated as the signing official if a delegation letter is
provided from a person who meets the criteria in 15A NCAC 02T.0106(b).
E. Section X&XI Attachment(If Applicable):
❑ If the project includes gravity sewer,pump stations with multiple pumps and force mains, include the Section X&XI
attachment(s).
F. Flow Tracking/Acceptance Form(Form:FTSE 04-16)(If Applicable):
© Submit the completed and appropriately executed Flow Tracking/Acceptance for Sewer Extension Permit Form from the
owners of the downstream sewers and treatment facility.
➢ The flow acceptance indicated in form FTSE 04-16 must not expire prior to permit issuance and must be dated less than
one year prior to the application date.
➢ Submittal of this application and form FTSE 04-16 indicates that owner has adequate capacity and will not violate G.S..
143-215.67(a).
➢ Intergovernmental agreements or other contracts will not be accepted in lieu of a project-specific FTSE 04-16.
INSTRUCTIONS FOR FORM:ASEA 04-16&SUPPORTING DOCUMENTATION Page 1 of 4

G. Engineering Plans(Required for All Application Packages):
® Per 15A NCAC 02T.0305(b)(1),submit two sets of detailed plan sets that have been signed,sealed and dated by a North
Carolina licensed Professional Engineer,and shall include at a minimum:
➢ Table of contents with each sheet numbered.
➢ A general location map with at least two geographic references and a vicinity map.
➢ Plan and profile views of the sewer extension as well as the proximity of the sewer extension to other utilities and natural
features
➢ Detail drawings of all items pertinent to the sewer extension(including clean-out locations)and pump stations.
➢ The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial),springs,lakes,ponds,and other surface drainage features within 100 feet of the project.
➢ Minimum separations required per 15A NCAC 02T.0305(f), and where separations cannot be maintained, alternative
criteria per 15A NCAC 02T.0305(g).
➢ Minimum cover for sewer extensions required per 15A NCAC 02T.0305(f)must also be shown clearly on the plans.
➢ Nodes/Zones listed in calculations and computer models must be accurately reflected on the plans.
➢ Plans must include lot numbers,zones,approximate pump and top of wet well elevations,and pump model number and
capacity in a table format.
® Plans shall represent a completed design and not be labeled with preliminary phrases(e.g.,FOR REVIEW ONLY,NOT
FOR CONSTRUCTION,etc.)that indicate they are anything other than final plans. However,the plans may be labeled
with the phrase: FINAL DESIGN-NOT RELEASED FOR CONSTRUCTION.
H. Specifications(Required for All Application Packages):
® Per 15A NCAC 02T .0305(b)(3), submit specifications that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer,and shall include at a minimum:
➢ Table of contents with each section/page numbered.
➢ Detailed specifications for pump stations(i.e.packaged grinder pump requirements,valves,controls,etc.)
➢ Site Work(i.e.,earthwork,clearing,grubbing,excavation,trenching,backfilling,compacting,fencing,seeding,etc.)
➢ Materials(i.e.,low pressure mains and laterals,force main,gravity,concrete,method of construction,etc.)
➢ Electrical(i.e.,control panels,transfer switches,automatically activated standby power source,etc.)
➢ Means for ensuring quality and integrity of the finished product in accordance with the Minimum Design Criteria,
including leakage and pressure testing for the sewer extension.
® Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW
ONLY,NOT FOR CONSTRUCTION,etc.)that indicate they are anything other than final specifications. However,the
specifications may be labeled with the phrase: FINAL DESIGN-NOT RELEASED FOR CONSTRUCTION.
❑ Specifications for standard equipment may only be omitted for municipalities with approved standard specifications,but
the use of the standard specifications must be noted on each sheet of the plans.
I. Engineering Calculations(All Application Packages):
® Per 15A NCAC 02T.0305(b)(2)and 15A NCAC 02T.03050)(1),submit engineering calculations that have been signed,
sealed and dated by a North Carolina licensed Professional Engineer,and shall include at a minimum:
➢ Friction/Total Dynamic Head calculations and system curve analysis(with one pump running,two pumps running,etc.)
➢ Pump selection information including pump curves, manufacturer's information, and recommended installation
guidelines.
➢ Pump station cycle times and pump run times.
➢ Minimum velocities in the sewer extension in accordance with the Minimum Design Criteria
➢ Flotation calculations for all units constructed partially or entirely below grade(i.e.pump stations)
❑ If computer models are provided to document system design,the model and corresponding node/zone nomenclature must
clearly and accurately reflect the plans and specifications.
Note that upon completion of the review process and prior to permit issuance,a request for the final plans and
specifications will be requested on digital media(CD,DVD,Jump Drive,etc.)for our records. You will be notified when
this information is requested,as the review may necessitate changes
INSTRUCTIONS FOR FORM:ASEA 04-16&SUPPORTING DOCUMENTATION Page 2 of 4

J. Downstream Sewer Evaluations(All Application Packages)
® Per 15A NCAC 02T.0305(b)(2)and 15A NCAC 02T.0304(h)(1),submit engineering calculations that have been signed,
sealed and dated by a North Carolina licensed Professional Engineer,for receiving collection systems:
O 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.
K. 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 showing general project area.
L. Existing Permit(All Modification Packages):
❑ Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the permit
modification(i.e.,permit description,flow allocation,treatment facility,etc.).
M. Power Reliability Plan(All Application Packages):
❑ Per 15A NCAC 02T.0305(h)(1)(D),submit documentation of power reliability for simplex/vacuum units.
❑ Per 15A NCAC 02T.0305(h)(1),submit documentation of power reliability for pumping stations.
> This alternative is only available for average daily flows less than 15,000 gallons per day
> It shall be demonstrated to the Division that the portable source is owned or contracted by the applicant and is compatible
with the station. The Division will accept a letter signed by the applicant(see 15A NCAC 02T .0106(b))or proposed
contractor,stating that"the portable power generation unit or portable,independently-powered pumping units,associated
appurtenances and personnel are available for distribution and operation of this pump station."
➢ If the portable power source or pump is dedicated to multiple pump stations, an evaluation of all the pump
stations' storage capacities and the rotation schedule of the portable power source or pump, including travel
timeframes,shall be provided in the case of a multiple station power outage.(Required at time of certification)
N. Final Environmental Document(If Applicable):
❑ Per 15A NCAC 02T .0105(c)(4), submit one copy of the environmental assessment and one copy of the final
environmental document(i.e.,Finding of No Significant Impact or Record of Decision).
❑ Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the subject sewer.
O. Certificate of Public Convenience and Necessity(All Application Packages for Privately-Owned Public Utilities):
❑ Per 15A NCAC 02T .0115(a)(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:ASEA 04-16&SUPPORTING DOCUMENTATION Page 3 of 4

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

State of North Carolina
D RDepartment of Environmental Quality
Division of Water Resources
Division of Water Resources Flow Tracking for Sewer Extension Applications
(FTSE 10-18)
Entity Requesting Allocation: Town of Fuquay-Varina
Project Name for which flow is being requested: North Gate Subdivision
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: Terrible Creek WWTP
b. WWTP Facility Permit#: NC0066516 _D
All Jlowt
c. WWTP facility's permitted flow 3.000 �tG
d. Estimated obligated flow not yet tributary to the WWTP 1.214 JUL �1 pp23
e. WWTP facility's actual avg. flow 1.306
f. Total flow for this specific request 0.004 QI�wR��►P�ES
g. Total actual and obligated flows to the facility 2.520 NODE
h. Percent of permitted flow used 84.0%
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
Average Approx. Obligated, Total
Pump Pump Daily Current Not Yet Current Flow
Station Station Firm Flow** Avg. Daily Tributary Plus
(Name or Permit Capacity, * (Firm/pf), Flow, Daily Flow, Obligated Available
Number) No. MGD MGD MGD MGD Flow Capacity***
Dickens 13.4 WQCS00193 0.079 0.032 0.024 0.003 0.027 0.005
NW WQCS00193 1.274 0.510 .217 0.037 0.254 0.256
* 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): Terrible Creek WWTP
Downstream Permit Number: NC0066516
Page 1 of 6
FTSE 10-18

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.
06/29/2023
Signing Official Signature Date
Public Utilities Director
Title of Signing Official
Page 2 of 6
FTSE 10-18

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

Instructions for Flow Tracking form (FTSE) and Planning Assessment Addendum (PAA)
Section I
a. WWTP Facility Name: Enter the name of the WWTP that will receive the wastewater flow.
b. WWTP Facility Permit#: Enter the NPDES or Non-Discharge number for the WWTP receiving the
wastewater flow.
c. WWTP facility's permitted flow, MGD: From WWTP owner's NPDES or Non-Discharge permit.
d. Estimated obligated flow not yet tributary to the WWTP, MGD: This includes flows allocated to other
construction projects not yet contributing flow to the collection system. Flows allocated through interlocal
agreements or other contracts not yet contributing flow to the collection system are also included. For POTWs
that implement a pretreatment program, include flows allocated to industrial users who may not be using all of
their flow allocation. Please contact your Pretreatment Coordinator for information on industrial flow tributary
to your WWTP.
As of January 15, 2008 the POTW should have reviewed flow allocations made over the last two years and
reconciled their flow records,to the best of their ability, so it is known how much flow has been obligated and
is not yet been made tributary to the WWTP, in accordance with local policies and procedures employed by the
reporting entity.
e. WWTP facility's actual avg. flow,MGD: Previous 12 month average.
f. Total flow for this specific request,MGD: Enter the requested flow volume.
g. Total actual and obligated flows to the facility, MGD Equals [d+e+ f]
h. Percent of permitted flow used: Equals [(g/c)*100]
For example:
On January 15 a POTW with a permitted flow of 6.0 MGD, reported to the Regional Office that there is 0.5
MGD of flow that is obligated but not yet tributary. The annual average flow for 2007 is 2.7 MGD. There is a
proposed flow expansion of 0.015 MGD.
The first Form FTSE submitted after January 15, 2008 may have numbers like this:
c. = 6.0 MGD
d. = 0.5 MGD
e. = 2.7 MGD
f. = 0.015MGD
g. = 3.215 MGD
h. = 53.6 %
The next Form FTSE may be updated like this with a proposed flow expansion of 0.102 MGD:
c. = 6.0 MGD
d. = 0.515 MGD
e. = 2.73 MGD
f. =0.102 MGD
g. = 3.349 MGD
h. = 55.8 %
Each subsequent FTSE form will be updated in the same manner.
Page 4 of 6
FTSE 10-18

Section II
List the pump station name or number and approximate pump station firm capacity, approximate design average
daily flow (A) approximate current average daily flow (B), and the obligated, not yet tributary flow through the
pump station(C) for each pump station that will be impacted by the proposed sewer extension project. Calculate
the total current flow plus obligated flow(D=B+C)and the available capacity(E=A-D). Include the proposed flow
for this project with other obligated flows that have been approved for the pump station but are not yet tributary
(C).
Firm capacity is the maximum pumped flow that can be achieved with the largest pump out of service as per the
Minimum Design Criteria.
Design Average Daily Flow is the firm capacity of the pump station divided by a peaking factor(pf)of not less than
2.5.
If the available capacity(E)for any pump station is<0,then prepare a planning assessment for that pump station
if the system has future specific plans related to capacity that should be considered in the permitting process.
(A) (B) (C) (D)=(B+C) (E)=(A-D)
Obligated,
Design Approx. Not Yet Total Current
Firm Average Current Avg. Tributary Flow Plus
Pump Station Capacity Daily Flow Daily Flow, Daily Flow, Obligated Available
(Name or Number) MGD (Firm/pf) MGD MGD Flow Capacity*
Kaw Creek PS 0.800 0.320 0.252 0.080 0.332 -0.012
Valley Road PS 1.895 0.758 0.472 0.135 0.607 0.151
Page 5 of 6
FTSE 10-18

Planning Assessment Addendum Instructions
Submit a planning assessment addendum for each pump station listed in Section II where available capacity is<0.
A planning assessment for Kaw Creek PS (see example data above)may be performed to evaluate whether there is
significant likelihood that needed improvements or reductions in obligated flows will be in place prior to activating
the flows from the proposed sewer extension project.
If the system decides to accept the flow based on a planning assessment addendum, it is responsible to manage the
flow without capacity related sanitary overflows and must take all steps necessary to complete the project or control
the rate of flow to prevent sanitary sewer overflows.
The planning assessment may identify a funded project currently in design or construction, or a planned project in
the future not yet funded but in a formal plan adopted by the system. The system should carefully weigh the
certainty of successful timely project completion for any expansion, flow management diversion or infiltration and
inflow elimination projects that are the foundation of a planned solution to capacity tracking and acceptance
compliance.
For example:
Given that:
a. The proportion and amount of obligated,not yet tributary flow accounts for 24%and 0.080 MGD of the
committed flow in Pump Station Kaw Creek;and that
b. The rate of activation of this obligated,not yet tributary capacity is currently approximately 0.01 MGD
per year;and that
c. A funded capital project that will provide the required planned capacity,namely
is in design or under construction with planned
completion in ; and/or
d. The following applies:
The master plan and ten year capital plan contain recommended scope and funding for a capital project entitled
Kaw Creek Pump Station upgrade with funding planned in July 2014. This project is planned to add 0.100 MGD
to the firm capacity of the pump station by October 2015. Inclusion of this proposed capital project as a condition
of this Flow Tracking/Acceptance for Sewer Extension Permit Application elevates this project's priority for
funding and construction to be implemented ahead of the activation of obligated,not yet tributary flows in amounts
that exceed the firm pump station capacities identified in Section II above.
Therefore:
Given reasonably expected conditions and planning information,there is sufficient justification to allow this flow
to be permitted,without a significant likelihood of over-allocating capacity in the system infrastructure.
Page 6 of 6
FTSE 10-18

State of North Carolina
Department of Environmental Quality
Dw R Division of Water Resources
r)tiistor► tar Water Resources Flow Tracking for Sewer Extension Applications
(FTSE 10-18)
Entity Requesting Allocation: Town of Fuquay-Varina
Project Name for which flow is being requested: North Gate Subdivision
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: Terrible Creek WWTP
b. WWTP Facility Permit#: NC0066516 D
All flow C
c. WWTP facility's permitted flow 3.000
d. Estimated obligated flow not yet tributary to the WWTP 1.214 JUL 31 2023
e. WWTP facility's actual avg. flow 1.306
f. Total flow for this specific request 0.004 ErvioRtIS DES
g. Total actual and obligated flows to the facility 2.520 NGD
h. Percent of permitted flow used 84.0%
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
Average Approx. Obligated, Total
Pump Pump Daily Current Not Yet Current Flow
Station Station Firm Flow** Avg. Daily Tributary Plus
(Name or Permit Capacity, * (Firm/pf), Flow, Daily Flow, Obligated Available
Number) No. MGD MGD MGD MGD Flow Capacity***
Dickens D.a WQCS00193 0.079 0.032 0.024 0.003 0.027 0.005
NW WQCS00193 1.274 0.510 .217 0.037 0.254 0.256
* 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): Terrible Creek WWTP
Downstream Permit Number: NC0066516

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 planningassessment where applicable. This analysis has been performed in accordance
PP Y
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.
06/29/2023
Signing Official Signature Date
Public Utilities Director
Title of Signing Official

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

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

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

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 priect 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.

t W&C0LF-131-10
State of North Carolina
DWR Department of Environmental Quality
Division of Water Resources
15A NCAC 02T.0300—ALTERNATIVE SEWER EXTENSION APPLICATION
Division of Water Resources ASEA 04-16&SUPPORTING DOCUMENTATION
Application Number: (to be completed by DWR)
I. APPLICANT INFORMATION:
1. Applicant's name:Town of Fuquav-Varina (company,municipality,HOA,utility,etc.)
2. Applicant type: 0 Individual 0 Corporation 0 General Partnership 0 Privately-Owned Public Utility
0 Federal ❑State ®Municipal 0 County
3. Signature authority's name:Michael Wanner per 15A NCAC 02T.0106(b)
Title:Public Utilities Director
4. Applicant's mailing address: 134 N.Main St.
City:Fuquav-Varina State:NC Zip:27526-
5. Applicant's contact information:
Phone number: 919 567-3911 Email Address:mwagner(aifuouav-varina.org
II. PROJECT INFORMATION:
1. Project name:North Gate Subdivision Low Pressure Sewer Main
2. Application/Project status: ®Proposed(New Permit) 0 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: Wake
4. Approximate Coordinates(Decimal Degrees):Latitude:35.614470° Longitude:-78.799280'
III. CONSULTANT INFORMATION:
1. Professional Engineer:Marco Menendez License Number:032322
Firm:KCI Associates of NC.P.A.
Mailing address:4505 Falls of Neuse Road.Suite 400
City:Raleigh State:NC Zip:27609-
Phone number: 919)278-2563 Email Address:marco.menendeza,kci.com
IV. WASTEWATER TREATMENT FACILITY(WWTF)INFORMATION: FEL'
1. Facility Name:Terrible Creek WWTP Permit Number:NC0066516IV
Owner Name:Town of Fuquay-Varina
JUL 27 2023
V. RECEIVING DOWNSTREAM SEWER INFORMATION:
1. Permit Number(s):WOCS00193 `A'p l p o ES
System Wide Collection System Permit Number(s): W QCS00193 Ni�rI C 0/D V' R/1 iJ
Owner Name(s):Town of Fuquay-Varina
FORM:ASEA 04-16 Page 1 of 5
I _

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 ONo ®N/A
3. If the Applicant is a Home/Property Owners'Association,has an Operational Agreement(FORM:HOA)been submitted?
❑Yes ❑No ®N/A
4. Origin of wastewater:(check all that apply):
®Residential Owned ❑Retail(stores,centers,malls) ❑Car Wash
❑Residential Leased ❑Retail with food preparation/service ❑Hotel and/or Motels
❑ School/preschool/day care ❑Medical/dental/veterinary facilities ❑ Swimming Pool/Clubhouse
❑Food and drink facilities ❑Church ❑ Swimming Pool/Filter Backwash
❑Businesses/offices/factories ❑Nursing Home ❑Other(Explain in Attachment)
5. Is/was an Environmental Assessment required under 15A NCAC 01C? 0 Yes ®No
If yes,submit the appropriate final environmental document(FONSI,ROD,etc.)
6. Nature of wastewater: 100%Domestic/Commercial %Other waste—specify:
Industrial(See 15A NCAC 02T.0103(20))
7. Wastewater generated by project 4,95° GPD(per 15A NCAC 02T.0114)
Has a flow reduction been approved under 15A NCAC 02T.0114(f)? 0 Yes C No
If yes,provide a copy of approval
8. Summarize wastewater generated by project:
Establishment Type Daily Design Flow No.of Units Flow
Residential(potential connections) 225 gal/day 22 4,950 GPD
gal/ GPD
gal/ GPD
gal/ GPD
gal/ GPD
gal/ GPD
Total 4,950 GPD
a See 15A NCAC 02T.0114(b), (d), (e)(l)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 below shall be determined using available
flow data,water using fixtures,occupancy or operation patterns,and other measured data.
FORM:ASEA 04-16 Page 2 of 5

VII. PRESSURE SEWER DESIGN CRITERIA—15A NCAC 02T.0305:
1. Number of simplex pump stations(STEP tanks/effluent pumps,vacuum pits,etc.)provided:0,potentially 22 simplex grinder
pumps in the future
2. What is the nearest 100-year flood elevation to the facility?343.5 feet mean sea level.
Is any of the proposed project located within the 100-year flood plain?❑Yes ®No
3. If Yes,are the following items provided per 15A NCAC 02T.0305(e):
Water-tight seals on all station hatches and manholes;and
Control panels vents extend two feet above the100-year flood plain elevation? ❑Yes ❑No ®N/A
If No,what measures are being taken to protect them against flooding?
4. Volume of storage in wet well above pump on elevation: 204 Gallons(include calculations)
5. How power reliability will be provided in accordance with 15A NCAC 02T.0305(h)(D):
❑ Wet well storage provides 24 hours worth of wastewater storage;or
❑ Wet well storage provides wastewater storage based on power reliability and response times
(See"Policy for Meeting Reliability Requirements")
➢ Provide 3 years of power history date in the area.
➢ Provide response time to replace a failed pump. This would include travel time,time to replace pump,etc.
➢ Wet well storage would be based on whichever is greater.
All other pump stations meet the reliability requirements of 15A NCAC 02T.0305(h)(1): ❑Yes ❑No ®N/A
6. Summarize simplex pump station design elements:
Design Element Plan Sheet Specification
Reference Reference
Emergency Contact Placard or Sticker N/A N/A*
Screened Wet Well Vent N/A 2.05
Restricted Access Details N/A 2.05
Control Panel N/A 2.11
High Water Alarms(Audible&Visual) NA0059P02 2.13
Valves(Check,Gate,etc) NA0059P02 2.08,2.09
Air Relief Valves N/A N/A
7. Summarize the pipe length by diameter to be permitted. Lines from a building to the septic or pump tank should be excluded.
(provide attachments if necessary)
Zone From Node To Node Diameter(in) Length(feet) #Pumps in Zone Pump Model
Specified for Zone
N/A N/A N/A 2 658 N/A N/A
N/A N/A N/A 3 785 N/A N/A
release valve station locationsper 15A NCAC 02T.0305(i)(provide attachments if necessary)
Air
Air Release Valve# Station Plan Sheet Reference
1 SS-1, 1+04 P-1
FORM:ASEA 04-16 Page 3 of 5

•
VIII. SETBACKS&SEPARATIONS—(02B.0200& 15A NCAC 02T.0305(f)):
1. Does the project comply with all separations found in 15A NCAC 02T.0305(f)&(g) ® Yes ❑ No
➢ 15A NCAC 02T.0305(f)contains minimum separations that shall be provided for sewer systems:
Setback Parameter* Separation Required
Storm sewers and other utilities not listed below(vertical) 24 inches
Water mains(vertical-water over sewer including in benched trenches) 18 inches
Water mains(horizontal) 10 feet
Reclaimed water lines(vertical-reclaimed over sewer) 18 inches
Reclaimed water lines(horizontal-reclaimed over sewer) 2 feet
**Any private or public water supply source,including any wells,WS-I waters of Class I or
Class II impounded reservoirs used as a source of drinking water 100 feet
**Waters classified WS(except WS-I or WS-V),B,SA,ORW,HQW,or SB from normal
high water(or tide elevation)and wetlands(see item IX.2) 50 feet
**Any other stream,lake,impoundment,or ground water lowering and surface drainage
ditches 10 feet
Any building foundation 5 feet
Any basement 10 feet
Top slope of embankment or cuts of 2 feet or more vertical height 10 feet
Drainage systems and interceptor drains 5 feet
Any swimming pools 10 feet
Final earth grade(vertical) 36 inches
➢ 15A NCAC 02T.0305(g)contains alternatives where separations in 02T.0305(f)cannot be achieved.
➢ **Stream classifications can be identified using the Division's NC Surface Water Classifications webpage
➢ If noncompliance with 02T.0305(f)or(g),see Section IX of this application
2. Does the project comply with separation requirements for wetlands?(50 feet of separation) ❑Yes ❑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? 0 Yes 0 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
➢ If yes,include an attachment with details for each line,including type(aerial line,size,material, and location).
FORM:ASEA 04-16 Page 4 of 5

High priority lines shall be inspected by the permittee or its representative at least once every six-months and inspections
documented per 15A NCAC 02T.0403(a)(5)or the permitee's individual System-Wide Collection permit.
FORM:ASEA 04-16 Page 5 of 5

IX. CERTIFICATIONS:
1. Does the submitted system comply with 15A NCAC 02T,the Minimum Design Criteria for the Permitting of Pump Stations
and Force Mains(latest version). and the Gravity Sewer Minimum Design Criteria(latest version(as applicable?
Z Yes ❑No
If No,complete and submit the Variance/Alternative Design Request application(VADC 10-14)and supporting documents for
review. Approval of the request is required prior to submittal of the Fast Track Application and supporting documents.
2. Professional Engineer's Certification:
/
I, "l\Clr c-o 1/�"\ei e attest that this application for
n' (Professional
Engineer's name from Application Item III.1.)
Cv161 tY ti Sion LQw PrecSh*e< ckvetr AAA, ,
(Facility name from Application Item 11.1.)
has been reviewed by me and is accurate,complete and consistent with the information supplied in the plans, specifications,
engineering calculations,and all other supporting documentation to the best of my knowledge. I further attest that to the best
of my knowledge the proposed design has been prepared in accordance with this application package and its instructions,as
well as all applicable regulations and statutes. Although other professionals may have developed certain portions of this
submittal package, inclusion of these materials under my signature and seal signifies that I have reviewed this material and
have judged it to be consistent with the proposed design.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false
statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may
include a fine not to exceed$10,000,as well as civil penalties up to$25,000 per violation.
North Carolina Professional Engineer's seal,signature,and date: \\\\\\� CAR.G",�/
�r.••FESsjp , %�
\ f
• S l •
yGINti�Q•O4'V\�
p R'1 M .%0•5, rl j7/�3
3. Applicant's Certification per 15A NCAC 02T.0106(b):
I Michael Wagner Public Utilities Director attest that this application for
(Signature Authority's name&title from Application Item I.3.)
North Gate Subdivision Low Pressure Sewer Main
(Facility name from Application Item II.l.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of
wastewater from this non-discharge system to surface waters or the land will result in an immediate enforcement action that
may include civil penalties,injunctive relief,and/or criminal prosecution. I will make no claim against the Division of Water
Resources should a condition of this permit be violated. I also understand that if all required parts of this application package
are not completed and that if all required supporting information and attachments are not included,this application package
will be returned to me as incomplete. As the permittee for the pressure sewer system,I understand I will be required to
own,maintain,and operate all individual pump stations.
NOTE —In accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false
statement, representation,or certification in any application package shall be guilty of a Class 2 misdemeanor,which may
include a fine not to exceed$10,0 as well ci '1 alties up to$25,000 per violation.
Signature: Date: 06/29/2023
FORM:ASEA 04-16 Page 6 of 5

ummewilie
smoraimmieimmikiiimm ISO 9001:2015 CERTIFIED
umemammon
lomm ENGINEERS • PLANNERS • SCIENTISTS • CONSTRUCTION MANAGERS
KC J 4505 Falls of Neuse Rd.,Suite 400•Raleigh,NC 27609•Phone [phone]•Fax [phone]
ASSOCIATES OF\C
June 27, 2023
NCDEQ/DWR Water Quality Section Peres Unit
1617 Mail Service Center
Raleigh, North Carolina 27699-1636
Subject: North Gate Subdivision Low Pressure Sewer Main for Lear Corporation Cover Letter
Dear NCDEQ Division of Water Resources:
As part of addressing site contamination issues (from a site previously owned by Lear), Lear Corporation
has an agreement with the Town of Fuquay-Varina and North Gate subdivision residents, to convert the
existing water system within the Northgate subdivision from a community well water system to the town's
municipal water distribution system.
Additionally, the project consists of the installation of approximately 658 linear feet (LF) of 2 in. SDR-21
PVC pressure class 200 low pressure sewer main and approximately 785 LF of 3 in. SDR-21 PVC pressure
class 200 low pressure sewer main to connect the converted low pressure sewer pipelines to the Town of
Fuquay-Varina's sewer system.This will provide an option for the 22 homes in North Gate subdivision on
septic to connect to the Town's sewer system in the future. The homeowners will be responsible for their
grinder pump installation. There is one discharge point (existing sanitary sewer manhole) to serve the
proposed low-pressure sewer system at the intersection of Dickens Road and Riding Ridge Road.
The sealed plans have been approved by the Town of Fuquay-Varina and NCDOT. There are no other
jurisdictions or agencies that require permit application(s).
If you have any questions about our project or would like to setup a conference call to discuss the project
details, please contact me at 919-215-2786,or e-mail me at [e-mail]. We look forward
to hearing back from you soon.
Sincerely,
Marco R. Menendez, PE
Employee-Owned Since 1988
RISE TO THE CHALLENGE WWW.KCI.COM

State of nortn t..angina
Department of Environment
and Natural Resources A7911reiri
Division of Water Quality
Michael F. Easley, Governor NCDENR
William G. Ross Jr.,Secretary
Gregory J. Thorpe, Ph.D., Acting Director NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
November 7, 2001
RECEIVED REiv.
Mr. Michael A. Allway, Assistant Town Manager JUL 27 2023 Nov. 01 8 2001
Town of Fuquay-Varina
401 Old Honeycutt RoadToan
Fuquay-Varina, North Carolina 27526 NClpE(OWR/NppES
Subject: Town of Fuquay-Varina
Flow Reduction Approval
Wake County
Dear Mr. Allway:
On September 10. 2001, the Division of Water Quality Non Discharge Permitting Unit received your
flow reduction request for future and present. but not yet tributary, single-family dwellings in the Town of
Fuquay-Varina. The letter requests approval of a residential flow value of 220 GPD/residence for these
dwellings.
The information provided water use information for 2000 and actual daily waste water flow recordings
for their peak month of May. Other supporting data was provided. The evaluation covered 90 homes that are
representative of the subdivisions in Fuquay-Varina in accordance with 15A NCAC 2H .0219(1)(3).
Based on the information submitted, the Division hereby approves the use of 75 GPD per bedroom
per dwelling for residential units (225 GPD per three bedroom home) in all applicable non-discharge permit
applications for future sewer line extensions and present. but not yet tributary projects for the Town of Fuquay-
Varina. The Division did note that the average flow per residence in February 2000 was 271 GPD.Regardless
of the adjusted design daily wastewater flow rate. at no time shall the wastewater flows exceed the effluent
limits defined in the Town's NPDES permit for the.treatment facility or exceed the capacity of the sewers
downstream of any new sewer extension.
Please submit a separate letter to the Raleigh Regional Office that requests flow reductions for
specific previously permitted projects(indicatepermit number,project namelpermitted flow,new flow
under reduction and the difference-between.them). If you have any questions or comments regarding this
matter, please contact Marie Doklovic at [phone] ext. 371.
Since
f Gregory J. Thorpe,Ph.D.
cc: Raleigh Regional Office
Flow Reduction File
•
1617 Mail Service Center.Raleigh,North Carolina 27699-1617 Telephone [phone] Fax [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-consumer paper

Town of Fuquay-Varina
RECEIVED
150 WASTEWATER COLLECTION SYSTEMS JUL 2 7 2023
150.01 GENERAL NCDEQ/DWR/fVPDES
150.01.01 All public wastewater sewer extensions shall by designed by a Design
Professional and shall be approved by the Pretreatment, Emergency Response, and
Collection Systems Unit of NCDEQ/DWQ. All designs shall comply with these Standard
Specifications, the State of North Carolina Administrative Code Section 15A NCAC 2H
.0200, the "Gravity Sewer Minimum Design Criteria" as provided by NCDEQ/DWQ, or any
other State of Federal regulations that govern, whichever of them are more stringent.
150.01.02 All private sewer collection mains that will connect or are planning to discharge
into the Town sewer system shall comply with all Town design, siting and installation criteria
outlined herein. The Owner/Developer of the private sewer collection system shall meet all
State design requirements and obtain a State permit to operate the private system.
150.01.03 Materials: shall be as specified in Section 100.
150.02 DESIGN AND INSTALLATION
150.02.01 All public sanitary sewer mains shall be installed in dedicated street ROW or in
dedicated utility easements. Please see Section 100 for more information on easements.
150.02.02 Mains shall not be installed under any part of water impoundments.
150.02.03 Public gravity mains shall be a minimum of 8 inches in diameter. Major
interceptors shall be sized in accordance with the "Town of Fuquay-Varina Master Utility
Plan". Interceptors not listed in the Master Utility Plan shall be designed based on the
proposed land use (according to the Town's Current Land Use Plan), using the flow factors
indicated in Table 150.01. At a minimum, all gravity sewer mains shall be designed and
sized to serve the ultimate tributary buildout of the drainage basin.
150.02.04 The ratio of peak to average daily flow shall be based on line size as shown in
Table 150.02.
150.02.05 The minimum grades for public sanitary sewers shall be based on line size as
shown in Table 150.03. The minimum grade for the uppermost reach of an 8" sanitary
sewer line shall be 1%.
150.02.06 Outfalls shall require accessibility with a maximum cross slope of 6:1.
150.02.07 The minimum velocity for sanitary sewer lines shall be 2.5 feet per second at
projected peak flow. The minimum velocity may be reduced to 2.0 feet per second under
limited circumstances only by approval of the Director of Engineering.
150.02.08 Sanitary sewers shall be designed to carry the projected peak flow at no more
than 80% full at the minimum slope for that pipe, regardless of the actual slope of the pipe.
If there is a force main discharged anywhere upstream of the gravity sewer line, the peak
Standard Specifications and Details 150-1 Edition:V3.0 January 1, 2019

Town of Fuquay-Varina
pumping rate of that pump station shall be added to the projected peak flow of the gravity
drainage basin.
150.02.09 Sanitary sewers shall be sized based on the Manning's Equation with Manning's
roughness coefficient "n" = 0.013 or greater. Pipe diameter sizes used in the calculation of
Manning's Equation shall be nominal pipe sizes.
150.02.10 Mains shall be deep enough to serve all property within the natural drainage
basin while allowing for sufficient slope in all lines and meeting the minimum cover
requirements. Mains paralleling a creek shall be of sufficient depth to allow connections
from across the creek below the stream bed elevation.
150.02.11 All deep sewer mains greater than 12' in depth shall be C-900 or Ductile Iron
Pipe. Pipe materials shall be as specified in Section 100.
150.02.12 Sanitary sewers shall not be installed under any part of an existing impoundment
or beneath any areas to be impounded. Sanitary sewers shall not be installed through,
above or below any retained earth structure. Sewer profile shall follow natural topography
and road grade.
150.02.13 The following minimum cover requirements shall be met.
150.02.13.01 4 feet from the top of pipe to finished subgrade in roadways.
150.02.13.02 4 feet from the top of pipe to finished grade outside roadways.
150.02.13.03 1 foot from the top of the pipe to the bottom of the stream bed in creek
crossings. Concrete encasement and ductile iron pipe shall be required when the
cover between the top of the pipe and the stream bed is less than 3 feet.
150.02.14 The maximum grade for sanitary sewers is 10%. The maximum velocity in
sanitary sewers is 15 feet per second. These limits may be exceeded with the approval of
the Director of Engineering and the incorporation of the following provisions, which apply to
all sewers either designed or installed at grades equal to or exceeding 10%.
150.02.14.01 All sewers with a grade of 10% or higher shall have the downstream run
of pipe installed with DIP.
150.02.14.02 High velocity manholes shall be used on all sewers with a grade of 10%
or higher. Vitrified clay pipe of the same diameter as the largest pipeline connecting to
the manhole shall line the grout flow channel in high velocity manholes. High velocity
lines cannot tie directly to an existing line and shall proceed 180 degrees through the
invert into the downstream line.
150.02.14.03 Concrete anchors shall be installed on all sewers designed at grades of
10% or higher. The anchors shall be installed at the following spacing:
150.02.14.03.01 36' or less center to center on grades from 10% to 25%
150.02.14.03.02 24' or less center to center on grades from 25% to 40%
Standard Specifications and Details 150-2 Edition:V3.0 January 1, 2019

Town of Fuquay-Varina
150.02.14.03.03 16' or less center to center on grades exceeding 40%
150.02.14.04 The Town reserves the right to require all high velocity requirements
outlined herein for sewer lines either designed or installed at grades of 10% or greater,
regardless of the flow velocity. In cases where the design grade established on the
sewer design plan is exceeded during construction and the 10% threshold is exceeded,
all high velocity requirements shall apply without waiver.
150.02.15 Sewer extensions shall be designed for projected flows, even when the diameter
of the existing receiving sewer is less than the diameter of the proposed extension.
150.02.16 There shall be a minimum 5-foot horizontal separation between parallel gravity
and/or force mains.
150.02.17 Pipe diameter changes shall occur in manholes, with the invert of the larger pipe
lowered sufficiently to maintain the same energy gradient. An approximate method of
obtaining this result is to place the 0.8 depth point of both sewers at the same elevation. As
an alternative, the crown of the incoming pipes may be designed for an elevation at or
above the crown of the outgoing pipe.
150.02.18 All residential subdivision lots shall be served by public gravity sanitary sewer
unless otherwise approved by the Director of Engineering. If a pump is approved, it shall be
privately maintained, must pump into a gravity service connection placed on the lot, and
must have a note on the construction plans and recorded plat indicating a private pump
may be required to serve the lot with sanitary sewer service. In instances where private
pump stations are approved, the gravity service that received the force main shall be
required to extend into private property so that the required private force main vent is
located a minimum of 20' from public right of way.
150.02.19 Transitions of pipe material, pipe separations, grade changes and all angular
deflection changes shall occur only at manholes.
150.03 MANHOLES
150.03.01 Manholes shall be spaced at a maximum distance of 400 feet for lines 12 inches
in diameter or less, and 500 feet for lines greater than 12 inches in diameter, unless
otherwise approved by the Public Utilities Director.
150.03.02 Manholes shall have extended bases for stability.
150.03.03 The flow channel through manholes shall have a uniform and smooth finish free
of irregularities or obstructions. The invert channel shall conform to the shape and slope of
the entering and exiting sewer line. Hand-troweled grout, pre-cast, or brick and mortar
inverts may be used.
150.03.04 The maximum flow deflection angle in a manhole shall be dependent upon pipe
size as shown in Table 150.04.
150.03.05 Free falls of wastewater flow into the manhole invert from incoming sewer mains
shall not be allowed without prior approval from the Director of Engineering. In certain
Standard Specifications and Details 150-3 Edition:V3.0 January 1, 2019

Town of Fuquay-Varina
isolated circumstances standard free drops may be allowed, not exceeding 20 inches, when
pipe diameter changes occur at a manhole. In these cases, the smaller diameter pipe
crown shall be positioned no higher than the larger diameter pipe crown to limit the drop.
When free drops are necessary due to pipe size changes, the Contractor shall take
preventive measures to prevent free drops into the manhole invert, such as building a flume
or trough up to the incoming invert, or piping the flow to the primary invert flow channel.
150.03.06 Drop manholes are not allowed without the written approval of the Director of
Engineering. While certain physical constraints may dictate the need for drop manholes,
they shall not be used merely to decrease trenching depth. In the event that drop
manholes are allowed, they shall be constructed with an inside drop connection. The entire
incoming sewer main leading to the drop shall be made of ductile iron pipe. Drops shall be
concrete encased and constructed in accordance with the Standard Details.
150.03.07 Drop manholes shall have the entire interior coated with an approved corrosion
resistant lining. See Section 100 for more information on manhole coatings.
150.03.08 Manholes shall not be obstructed from view or access. It is illegal to bury or
obstruct access to manholes.
150.03.09 When connecting a new sewer main to an existing main, the connection shall be
established with a "Doghouse" type of manhole inserted over the existing main. In
designing a manhole connection with a doghouse manhole, the angular separation
between any incoming or outgoing mains shall be greater than 35 degrees and in
accordance with manufacturer's recommendations.
150.03.10 The upstream side of the lowest manhole(s) of a sanitary sewer line extension
under construction shall be plugged during construction to prevent the passage of
groundwater, runoff and sediment into the sanitary sewer system. All water upstream of the
plug shall be pumped out of the sanitary sewer line and all sediment and solids shall be
removed and properly disposed of by the Contractor. The plug shall not be removed until
the line has been inspected by the Town to ensure that all possible points of inflow or
infiltration have been eliminated. Failure to meet these requirements can result in fines.
150.03.11 Manholes not located in roadways shall have a top elevation a minimum of 12
inches above finished grade. Manholes located along outfalls shall have a top elevation a
minimum of 24 inches above finished grade or 100 year flood plain, or 12 inches above the
500 year flood plain, whichever is higher.
150.03.12 Manholes higher than 30 inches above finished grade shall be constructed with a
flat top and outside steps.
150.03.13 Manholes ring and cover vertical adjustments shall be by pre-cast concrete rings.
Adjustments using bricks and mortar are not allowed.
150.03.14 Manholes located in NCDOT highways or roads with greater than 35 mile per
hour speed limit shall have lockable lids.
Standard Specifications and Details 150-4 Edition:V3.0 January 1,2019

Town of Fuquay-Varina
150.04 SERVICE CONNECTIONS
150.04.01 Design
150.04.01.01 All residential subdivision lots shall be served by gravity unless otherwise
approved by the Director of Engineering. If a pump is approved, it shall be privately
maintained, shall pump into a service connection placed on the lot, and shall have a
note on the recorded plat indicating that a private pump is required to serve the lot.
150.04.01.02 Service connections to the main lines shall be perpendicular to the main
line and shall extend to the edge of the ROW or easement line. Sewer laterals shall
not be located in easements when gravity service can be provided to the property
frontage at the street.
150.04.01.03 Each separately owned structure requires a separate service connection
to a public sewer.
150.04.01.04 Service connections on new sewer lines shall include the use of wye (not
tee) connections. Service connections to existing lines shall use service saddles.
150.04.01.05 Cleanouts are required on all services with a maximum spacing of 75 feet
on 4-inch services and 100 feet on 6-inch services, and at the ROW line or edge of
easement. All cleanouts shall be flush with finished grade with an inverted brass cap.
150.04.01.06 Sewer cleanouts located in paved areas shall conform to Detail 150.13.
150.04.01.07 All 6 inch and larger service connections shall be into a manhole.
150.04.01.08 Direct sewer service taps shall not be allowed on sewer interceptor or
outfall mains 18 inches in diameter or larger, except by manhole connection.
150.04.01.09 Sewer cleanouts located in paved areas, which bear vehicle loading,
must have ductile iron risers, ductile iron fittings and traffic rated cast iron cover
assembly.
150.04.01.10 Sewer services on mains that are 12' deep or greater shall follow the
maximum allowable slope until it reaches the normal sewer service depth matching the
private service per Detail 150.02.
150.04.01.11 All service lines which are connected into manholes shall not be through
the cone section or manhole joints. Service lines shall be installed a minimum of 6
inches, but no more than 30 inches, above the invert, or they shall be installed with a
standard outside drop, unless otherwise approved by the Public Utilities Director.
Multiple service connections shall not be maintained by the Town.
150.04.01.12 All shallow service connections shall match the sewer line main. All deep
sewer connections greater than 12' in depth shall be ductile iron pipe or C-900 up to
the right-of-way.
150.04.02 Materials: shall be as specified in Section 100.
Standard Specifications and Details 150-5 Edition:V3.0 January 1, 2019

Town of Fuquay-Varina
150.04.03 Installation
150.04.03.01 Residential service connections to existing sanitary sewer mains for
existing residential homes (not for remodels/redevelopment for profit) may be made by
the Town. Service connections for commercial properties or for profit residential
remodels/redevelopment on existing mains and all service connections to new mains
shall be made by the Contractor.
150.04.03.02 Service taps into mains shall be made on the top quarter of the main with
the wye saddle angled towards the direction of flow in the main.
150.04.03.03 Ductile Iron Pipe shall be used for sanitary sewer services with less than
4 feet from finished grade or in excess of 20 feet of cover. If DIP sewer service is in
excess of 15-feet of cover, the service shall be epoxy lined the same as the main line.
Ductile iron services shall also be used in all cases where a well is located within 100
feet of the sewer service line.
150.04.03.04 Service lines between 3 and 8 feet in depth do not require special
bedding. PVC service lines between 8 and 20 feet in depth shall require Class I
bedding from 4 inches below the service line to 4 inches above the service line.
150.04.03.05 Four inch lines shall have a minimum slope of 1.0 foot/100 feet and 6 inch
lines shall have a minimum slope of 0.60 feet/100 feet.
150.04.03.06 Service connections made using a ductile iron service saddle shall be
made only when the service line is iron pipe and only when the sewer main is 8", 10",
or 12" diameter concrete, ductile iron, or PVC sewer pipe. This service connection
shall not be used when the sewer main material is truss sewer pipe. The opening in
the sewer main for a ductile iron service saddle shall be cut with a hydraulically or
pneumatically driven circular tapping saw of the same nominal diameter as the sewer
service line.
150.04.03.07 PVC Pipe shall be schedule 40 or greater supplied in minimum 18-ft
lengths. Schedule 40 PVC shall be manufactured with a cell classification of 12454 in
conformance with ASTM D1784. Schedule 40 pipes shall be manufactured to
dimensional tolerances as specified in ASTM D1785 and rated for service conditions
up to temperatures of 140-degrees Fahrenheit. The pipe may be joined by solvent weld
in conformance with ASTM D2564.
150.04.03.07.01 The bedding shall be designed per manufacturer's
recommendations; however, bedding shall be minimum of 1 foot below invert and
1 foot above crown of 78M or No. 5 stone.
150.04.03.07.02 PVC pipe shall also be wrapped in minimum of 6-inches of stone
above and below to the cleanout at ROW.
150.04.03.07.03 The entire sewer service shall be left exposed for visual inspection
the Town Construction inspector before backfill, with special attention at service
taps.
Standard Specifications and Details 150-6 Edition:V3.0 January 1,2019

Town of Fuquay-Varina
150.05 GREASE TRAPS
150.05.01 All Owner/Developers involved in the preparation of food for commercial
purposes shall provide oil/grease separators.
150.05.02 All Owner/Developers whose wastewater stream is associated with unusually
large quantities of grit, sand or gravel shall be required to install a sand separator. All
car/truck wash systems shall be required to install sand separators. The requirements of
this section shall not apply to private living quarters or dwelling units.
150.05.03 All sand and oil/grease separators used in conjunction with facilities other than
eating establishments shall have a capacity of 24 minutes retention time at the peak 8-hour
flow rate. Flow-through velocities shall not exceed 1.0 foot per second at the peak 8-hour
flow rate.
150.05.04 All sand and oil/grease separators shall be sized, located and constructed in
accordance with the provisions of the duly adopted North Carolina State Code where such
parameters have not been otherwise set forth in this Section.
150.05.05 Where automobiles are serviced, greased, repaired, or washed or where
gasoline is dispensed, oil/water separators shall have a minimum capacity of 6 cubic feet
for the first 100 square feet of area to be drained, plus 1 cubic foot for each additional 100
square feet of area to be drained into the oil/water separator. The minimum size is 1,000
gallons.
150.05.06 Food service establishments discharging to the Town wastewater system shall
install, operate, clean and maintain a sufficiently sized oil/grease separator necessary to
achieve compliance with requirements set forth under this Section.
150.05.07 All oil/grease separators required in this Section shall have a capacity and design
in compliance with the most updated GREASE INTERCEPTOR SIZING WORKSHEET
PROCEDURE FOR KITCHEN FIXTURES provided on the Town website.
150.05.08 No oil/grease separators shall be smaller than 750 gallons, no single separator
shall be larger than 3,000 gallons and where requirements exceed 3,000 gallons multiple
units shall be used. In cases of certain fast food restaurants or establishments with potential
to discharge large quantities of grease and oil, capacity requirements greater than 25
gallons per seat may be required. Prepackaged or manufactured oil/grease separators may
be approved by the Town with proper engineering and application review.
150.05.09 The use of any additives, such as enzymes, chemicals or bacteria, as a
substitute for oil/grease separators or oil/grease separator maintenance is prohibited. The
use of additives as a supplement to oil/grease separators or oil/grease separator
maintenance may be authorized by the Town after proper documentation and efficiency
review.
150.05.10 All oil/grease separators shall be maintained by the Owner/Developer at the
Owner/Developer's expense. Maintenance shall include the complete removal of all the
contents, including floating materials, wastewater and bottom sludges and solids. Decanting
or discharging of removed waste back into the trap from which the waste was removed or to
Standard Specifications and Details 150-7 Edition:V3.0 January 1, 2019

•
Town of Fuquay-Varina
any other oil/grease separator or sanitary sewer connection for the purpose of reducing the
volume to be hauled is prohibited.
150.05.11 All oil/grease separators shall be maintained in proper working order. The Town
may require maintenance by the Owner/Developer when the Town determines a problem
exists affecting the Town's system. At a minimum, the oil/grease separator shall be
emptied every thirty calendar days unless otherwise approved by the Public Utilities
Director.
150.05.12 When required by the Town, the Owner/Developer shall install a suitable
manhole on the discharge sewer to allow observation, sampling, and measurement of the
wastewater. This manhole shall be installed so as to be safe and accessible at all times.
150.05.13 Any authorized representative of the Town bearing proper credentials and
identification shall be permitted to enter and inspect all properties without prior notification.
This right of inspection shall include the right to measure, observe, sample, test, record,
review and make copies of all pertinent documents, in accordance with this section.
150.05.14 All pumpage from oil/grease separators shall be disposed in accordance with
State regulations.
150.05.15 Maintenance, Reporting & Record Keeping
150.05.15.01 Maintenance records shall be maintained onsite where the grease
interceptor or oil/water separator is located for a period of three years.
150.05.15.02 Grease interceptor maintenance records must include the following
information:
FSE name and physical location
Date and time of grease interceptor service
Name of grease interceptor service company
Name and signature of person doing said service
Established service frequency and type of service (Example Full pump
out, partial pump out, on site treatment, etc.)
Number and size of each grease interceptor serviced
Approximated amount, per best professional judgment, of grease and
solids removed from each grease interceptor
Total volume of waste removed from each grease interceptor
Destination of removed wastes, food solids, and wastewater Disposal
150.05.15.03 Maintenance records that do not include all the above information will be
considered incomplete. Incomplete records are considered a violation of the Town
Sanitary Sewer Use Ordinance and may subject the facility to penalty assessments
and/or service termination.
150.05.15.04 Facilities for which a specific pretreatment permit has been issued will
follow the requirements for maintenance and record keeping as stated in the permit.
Standard Specifications and Details 150-8 Edition:V3.0 January 1,2019

Town of Fuquay-Varina
150.06 TESTING AND INSPECTIONS
150.06.01 General
150.06.01.01 The Contractor shall furnish all materials, labor, and equipment to perform
all testing. Water for testing purposes may be provided by the Town and arranged for
by the Contractor. The Contractor shall reimburse the Town for all water used for
construction at current utility rates.
150.06.02 Sewer Main and Service Connection Testing
150.06.02.01 Visual Testing and Observation
150.06.02.01.01 All materials used shall be approved by the Construction Inspector
prior to installation. Rejected materials shall be immediately removed from the job.
150.06.02.01.02 Gravity sanitary sewer lines shall be clean and free from
obstructions, and shall be visually inspected from every manhole. Lines which do
not exhibit a true line and grade or which have structural defects shall be
corrected. Sanitary sewer service connections shall be visually inspected prior to
backfilling.
150.06.02.02 Air Testing
150.06.02.02.01 Low-pressure air testing shall be performed on all sewer mains in
accordance with ASTM F1417 after the Town maintained portion of the laterals are
installed on the line, and after the trench has been backfilled to finished grade.
150.06.02.02.02 Please reference Uni-Bell publication "UNI-B-6-98" for additional
information on low-pressure air testing of PVC pipes. See Table I of that
publication for testing times of any pipe sizes not included in Table 150.05.
150.06.02.02.03 Plugs shall be installed at each manhole to seal off the test
section. The line shall be pressurized with a single hose and monitored by a
separate hose connection from the plug. A single hose, gauge, and valve
arrangement may be used with approval of the Construction Inspector. Air shall
be slowly introduced into the sealed line until the internal air pressure reaches 4.0
PSI. The air pressure shall then be allowed to stabilize for a minimum of 2
minutes at no less than 3.5 PSI (plus groundwater pressure, if any). When the
pressure reaches 3.5, the time required for the pressure to drop 1.0 PSI shall be
observed and recorded.
150.06.02.02.04 The minimum time during which the pressure shall not drop more
than 1.0 PSI shall be calculated using the information in Table 150.05.
150.06.02.02.05 If the section fails to meet these requirements, the source of
leakage shall be repaired and the pipe section re-inspected.
150.06.02.02.06 The Construction Inspector may require that an infiltration test be
performed that shall not exceed 100 GPD/inch/mile.
Standard Specifications and Details 150-9 Edition:V3.0 January 1, 2019

Town of Fuquay-Varina
150.06.02.03 Deflection Testing for Flexible and Semi-Rigid Pipe
150.06.02.03.01 The mandrel (go/no-go) deflection test shall be performed on each
line prior to acceptance, and no sooner than 30 days after installation. The
Contractor shall supply the mandrel used for this performance test. The mandrel
device shall be cylindrical in shape having 9 possible contact points with the pipe.
The mandrel's length and diameter (ID of proving ring) shall be in accordance with
the Table 150.06, and shall be subject to the Construction Inspector's approval.
150.06.02.04 Video Assessment and Cleaning
150.06.02.04.01 As a final measure acceptance,required for the Contractor shall
q
clean and televise all newly installed sewer mains prior to acceptance by the
Town.
150.06.02.04.02 The Contractor shall clean the sewer mains ahead of video
inspection with a high-velocity water jet. The video inspection shall take place
within 2 hours of cleaning operations as witnessed by the Construction Inspector.
All construction debris shall be collected in the downstream manhole and shall not
be released into the sewer system.
150.06.02.04.03 The camera shall be advanced at a uniform rate, from the
upstream to downstream manhole, allowing a full and thorough inspection of the
new sewer main, with no reverse setups or cutaway. The camera shall be a color,
pan and tilt camera. Throughout shooting, the camera shall be panned and tilted
for a complete view of the main and all lateral connections. The picture quality and
resolution shall be acceptable and sufficient to allow a complete inspection with no
lapses in coverage. The length of the sewer main shall be measured and
recorded on the video screen. The distance counter shall be calibrated before
shooting the inspection video.
150.06.02.04.04 The Construction Inspector shall be present throughout the
cleaning and televising of the sewer mains to verify that the video work complies
with the specifications.
150.06.02.04.05 The video inspection shall be submitted to the Construction
Inspector on a CD with mpeg2 .AVI formatting. The Town shall not be responsible
for purchasing additional software necessary to view the CD's. Prior to submitting
the CD's to the Construction Inspector, the Contractor shall label the CD's with the
following information:
150.06.02.04.05.01 Name of the Project/Development.
p
150.06.02.04.05.02 Name and contact information of responsible party.
150.06.02.04.05.03 Date of televising.
150.06.02.04.05.04 Manhole identification as shown on the design plans.
Standard Specifications and Details 150-10 Edition:V3.0 January 1,2019

Town of Fuquay-Varina
150.06.03 Manhole Testing
150.06.03.01 Vacuum Testing
150.06.03.01.01 All newly installed manholes shall pass a vacuum test in
accordance with ASTM C 1244. The Contractor shall supply all equipment and
materials necessary to vacuum test the manholes.
150.06.03.01.02 Vacuum Testing shall not be initiated until the manholes and all
specified coatings and lining materials have been cured in accordance with
manufacturer recommendations.
150.06.03.01.03 The Construction Inspector shall be present and witness all
vacuum testing.
150.06.03.01.04 The following vacuum testing criteria shall apply for compliance
with the testing procedure.
150.06.03.01.04.01 A vacuum of 10 inches of mercury shall be drawn with an
approved vacuum testing unit.
150.06.03.01.04.02 The testing time shall not be measured until after the
vacuum pump has been shut off.
150.06.03.01.04.03 The time required for the vacuum to drop from 10 inches to
9 inches of mercury shall meet or exceed the values listed in Table 150.07.
150.07 REPAIR AND REHABILITATION
150.07.01 For vitrified clay (VC) Pipe, replace damaged section with DIP and install a
Fernco coupling at each end encased in concrete.
150.07.02 For PVC Pipe, replace damaged section with PVC Pipe and install a Fernco
coupling at each end encased in concrete.
150.07.03 For ABS/PVC Truss Pipe, replace damaged section with DIP and install a Fernco
coupling at each end encased in concrete.
150.07.04 For asbestos cement (AC) Pipe, use a full circle repair clamp for the damaged
section or replace damaged section with DIP and couplings encased in concrete.
150.07.05 All repairs to damaged sanitary sewer lines shall be bedded with 6 inches of
washed stone compacted to a minimum of 95% Standard Proctor density before installing
the new pipe. If the repair is located in a paved area, it shall be backfilled with ABC stone
to a density of 95% Standard Proctor.
Standard Specifications and Details 150-11 Edition:V3.0 January 1, 2019

Town of Fuquay-Varina
Table 150.01 - Flow Factors
Land Use Flow Factor
Single Family Residential* 75 GPD per bedroom (225 GPD per unit min.)
Multi-Family Residential* 75 GPD per bedroom (150 GPD per unit min.)
Office and Institutional 3000 GPD/acre
Commercial 2500 GPD/acre
Industrial 5000 GPD/acre
* Use the average of the range of dwelling units per acre for the various zoning
densities.
Note: Flow factors not listed shall be as recommended by the North Carolina
Department of Environmental Quality (NCDEQ).
Table 150.02 — Peaking Factors
Line Diameter (inches) Peaking Factor
8 3.66
10 3.53
12 3.38
15 3.25
16 3.21
18 3.12
21 2.86
24 2.83
27 2.81
30 2.61
36 2.44
Standard Specifications and Details 150-12 Edition: V3.0 January 1, 2019

Town of Fuquay-Varina
Table 150.03 - Minimum Slope
Line Diameter (inches) Minimum Slope (feet per 100 feet)
8 0.50
10 0.30
12 0.24
15 0.18
16 0.16
18 0.14
21 0.11
24 0.10
27 0.08
30 0.07
36 0.06
Table 150.04 - Maximum Allowable Flow Deflection
Pipe Diameter (inches) Deflection Angle
8-10 90 degrees
12-20 75 degrees
>20 60 degrees
Standard Specifications and Details 150-13 Edition: V3.0 January 1, 2019

Town of Fuquay-Varina
Table 150.05 — Low Pressure Air Test Times
Minimum time (min:sec) required for pressure drop from 3'/2 to 21/2 PSI
Length Pipe Diameter (inches)
of Line
(feet) 4 6 8 10 12 15 18 21 24
25 3:46 5:40 7:34 9:26 11:20 14:10 17:00 19:50 22:40
50 3:46 5:40 7:34 9:26 11:20 14:10 17:00 19:50 22:40
75 3:46 5:40 7:34 9:26 11:20 14:10 17:00 19:50 22:40
100 3:46 5:40 7:34 9:26 11:20 14:10 17:00 19:50 22:47
125 3:46 5:40 7:34 9:26 11:20 14:10 17:00 21:49 28:29
150 3:46 5:40 7:34 9:26 11:20 14:10 19:13 26:10 34:11
175 3:46 5:40 7:34 9:26 11:20 15:35 22:26 30:32 39:53
200 3:46 5:40 7:34 9:26 11:24 17:48 25:38 34:54 45:34
225 3:46 5:40 7:34 9:26 12:49 20:02 28:51 39:16 51:17
250 3:46 5:40 7:34 9:53 14:15 22:15 32:03 43:37 56:58
275 3:46 5:40 7:34 10:53 15:40 24:29 35:15 47:59 62:40
300 3:46 5:40 7:36 11:52 17:05 26:42 38:27 52:21 68:22
325 3:46 5:40 8:14 12:52 18:31 28:56 41:40 56:43 74:04
350 3:46 5:40 8:52 13:51 19:56 31:09 44:52 61:00 79:46
375 3:46 5:40 9:30 14:50 21:22 33:23 48:05 65:26 85:28
400 3:46 5:42 10:08 15:49 22:47 35:36 51:16 69:48 91:10
425 3:46 6:03 10:46 16:49 24:13 37:50 54:29 74:10 96:51
450 3:46 6:24 11:24 17:48 25:38 40:04 57:41 78:31 102:33
475 3:46 6:46 12:02 18:48 27:07 42:17 60:54 82:53 108:15
500 3:46 7:07 12:40 19:47 28:29 44:31 64:06 87:15 113:57
Standard Specifications and Details 150-14 Edition: V3.0 January 1, 2019

Town of Fuquay-Varina
Table 150.06 — Mandrel Criteria
Pipe Diameter (inches) Mandrel Length (inches) Mandrel Diameter (inches)
6 6 5.65
8 8 7.40
10 10 9.31
12 10 11.22
15 12 14.09
Table 150.07 — Manhole Vacuum Testing
Minimum time (seconds) for pressure drop from 10 to 9 inches of mercury
Manhole Depth Manhole Diameter (feet)
(feet) 4 5 6
8 20 26 33
10 25 33 41
12 30 39 49
14 35 48 57
16 40 52 67
18 45 59 73
20 50 65 81
22 55 72 89
24 59 78 97
26 64 85 105
28 69 91 113
30 74 98 121
Standard Specifications and Details 150-15 Edition:V3.0 January 1, 2019

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ai OWNER CONTACT: THIS PROJECT GENERALLY CONSISTS OF THE F�a-g
II DAVID A. MOTT INSTALLATION OF APPROXIMATELY 658 LINEAR FEET 1
[ 21557 TELEGRAPH RD OF 2"LOW PRESSURE SEWER MAIN AND 785 3"LOW z
if SOUTHFIELD, MI 48033 PRESSURE SEWER MAIN IN THE NORTH GATE ��I���-e PHONE: [phone] a s k SUBDIVISION AREA.
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UTILITY CONTACT:
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MICHAEL WAGNER lea �,°° o$
j$ 134 N. MAIN ST 7o0.440 ...on I. s''' a_ (
FUQUAY-VARINA, NORTH CAROLINA 27526 „k ASHfIECD V ° PROJECT ,, �a
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�a MARCO MENENDEZ, P.E. �'` _ � �� = o
il 4505 FALLS OF NEUSE ROAD, SUITE 400 `°"tia °'A "wka. 2 w
RALEIGH, NORTH CAROLINA 27609 a � � 5 Is� a � b°" i 7 Q D E
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SCALE:1"=2000' ``711111CI�I�/I/„, CHECKED: M.B.
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GENERAL PROJECT NOTES: SHEET INDEX
A.LOCATION OF VALVES,CLEAN-OUTS,ETC.
1. NO VALVE,CLEAN-OUT,ETC.SHALL BE PLACED IN A DITCH LINE UNLESS SPECIFICALLY APPROVED BY THE TOWN OF FUQUAY-VARINA.IF THE CONTRACTOR LOCATES ITEMS WITHIN SHEET NUMBER SHEET TITLE
A DITCH UNE WITHOUT APPROVAL OF THE TOWN OF FUQUAV-VARINA,THE APPURTENANCE(S)SHALL BE REMOVED AND RELOCATED TO A SUITABLE LOCATION AT NO ADDITIONAL
COST. G-1 TITLE SHEET ?
B.PROTECTION OF EXISTING UTILITIES o
1. THE CONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES FROM DAMAGE AND SHALL NOTIFY THE ENGINEER IMMEDIATELY IF AN EXISTING UTILITY IS DAMAGED OR IF THE G-2 DRAWING INDEX AND PROJECT NOTES
CONTRACTOR ENCOUNTERS AN UNKNOWN EXISTING UTILITY LINE.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIRS OF DAMAGE TO EXISTING UTILITY LINES THAT ARE -
Z INDICATED OR MADE KNOWN TO THE CONTRACTOR. C-1 KEY SHEET _
i C.CO, THE CON NTRACT SEQUENCE C-2 SEWER STAKEOUT DATA AND STANDARD DETAILS
¢ 1. THE CONTRACTOR SHALL PROVIDE SUBMITTALS AS SPECIFIED TO THE ENGINEER AND TOWN OF FUQUAV-VARINA.ALL MATERIALS SHALL BE APPROVED BY THE TOWN AND ,
ENGINEER PRIOR TO INSTALLATION.I P_1 PLAN&PROFILE-SS-1 STA.00+00 TO 3+29 - '
2. PRIOR TO ANY CONSTRUCTION ACTIVITY,THE CONTRACTOR SHALL BE RESPONSIBLE FOR A PRECONSTRUCTION VIDEO OF ALL AREAS PROPOSED TO BE DISTURBED AS PART OF THIS
PROJECT.CONTRACTOR SHALL SCHEDULE THE PRECONSTRUCTION VIDEO WITH THE ENGINEER AND SHALL PROVIDE A THUMB DRIVE OF THE VIDEO TO THE ENGINEER WITHIN FIVE SS-2 STA.00+00 TO 3+29 0
(5)WORKING DAYS AFTER THE VIDEO IS MADE.
II- 3. INSTALL PROPOSED LOW PRESSURE SEWER MAINS AND APPURTENANCES AS SHOWN IN THE PLANS.PRIOR TO AND DURING LOW PRESSURE SEWER SYSTEM INSTALLATION,THE P-2 PLAN&PROFILE-SS-3 STA.0+00 TO 7+85
CONTRACTOR SHALL CLOSELY COORDINATE CONSTRUCTION ACTIVITIES WITH THE ENGINEER,TOWN OF FUQUAV-VARINA AND LOCAL RESIDENTS TO KEEP ALL PARTIES FULLLY
II INFORMED OF ANY ACTIVITY THAT MAY TEMPORARILY INTERFERE WITH THE NORMAL DAILY ROUTINE OF LOCAL RESIDENTS.CONTRACTOR COORDINATION IS ALSO REQUIRED TO `'
ENSURE THAT ACCESS INTO AND OUT OF INDIVIDUAL PROPERTIES IS AVAILABLE TO LOCAL RESIDENTS AND EMERGENCY PERSONNEL/VEHICLES AT ALL TIMES. ABBREVIATION LIST: LEGEND:
II 4. UPON COMPLETION OF LOW PRESSURE SEWER SYSTEM INSTALLATION,THE CONTRACTOR SHALL FURNISH ALL MATERIALS,LABOR,AND EQUIPMENT TO PERFORM ALL TESTING IN
ACCORDANCE WITH THE STATE OF NORTH CAROLINA AND THE TOWN OF FUQUAV-VARINA STANDARDS.
5. CONTRACTOR SHALL INSTALL ALL SANITARY FORCE MAIN EXTENSIONS AND SHALL PERFORM HYDROSTATIC TESTING IN ACCORDANCE WITH TOWN OF FUQUAV-VARINA APPROX. APPROXIMATELY m EXISTING SSMH
STANDARDS. ARV AIR RELEASE VALVE 4" EXISTING FIRE HYDRANT
Y 6. ONCE THE HYDRASTATIC TESTING IS APPROVED,THE CONTRACTOR SHALL MAKE THE NECESSARY CONNECTIONS OF THE SANITARY FORCE MAIN EXTENSIONS INTO TO EXISTING CN CONNECTED N EXISTING MAIL BOX
CII°
eqDI DUCTILE IRON
TOWN OF FUQUAV-VARINA SANITARY SEWER MANHOLE. T EXISTING SIGN
2: E.O.P. EDGE OF PAVEMENT
ig 7. CONTRACTOR SHALL COMPLETE ALL FINAL RESTORATION ACTIVITIES. EX. EXISTING
88 EXISTING TREE AND SHRUB
B. CONTRACTOR SHALL COMPLETE ALL PROJECT COMPLETION/CLOSE-OUT ACTIVITIES AS SPECIFIED. FO FIBER OPTIC
n
HORIZ. HORIZONTAL ED EXISTING FIBER OPTIC STRUCTURE
MIN INVERT 0 EXISTING LIGHT POLE
i MIN. MINIMUM . EXISTING POWER POLE
I PROP. PROPOSED m EXISTING TELE STRUCTURE
RAN RIGHT-OF-WAY .. EXISTING WATER VALVE
'1 UTILITY COORDINATION NOTES: SS SANITARY SEWER ..._ EXISTING BLOW-OFF ASSEMBLY
SE
J SSMH SANITARY SEWER MANHOLE
... PROPOSED AIR RELEASE VALVE
PROPOSED GATE VALVE STA. STATION
1. THE LOCATION,DEPTHS AND SIZES OF EXISTING UTILITIES ON THESE PLANS HAVE BEEN TELE TELECOMMUNICATION
€e2 OBTAINED FROM AVAILABLE UTILITY RECORDS AND FIELD UTILITY SURVEYS,AND ARE TYP. TYPICAL EXISTING CONTOUR
S$ NOT GUARANTEED.THE CONTRACTOR SHALL CONTACT NORTH CAROLINA 811 FOR VERT. VERTICAL — — — — EXISTING EASEMENT
3 UTILITY MARKING ASSISTANCE PRIOR TO STARTING ANY CONSTRUCTION ACTIVITIES. W/L WATER LINE `
Z EXISTING TREE LINE V
THE ENGINEER ASSUMES NO LIABILITY FOR THE CORRECTNESS OF THE DATA PROVIDED
BY THE UTILITY OWNERS.THE CONTRACTOR SHALL FIELD VERIFY EXISTING — - - — PROPERTY LINE
S UNDERGROUND UTILITIES.ALL COSTS INCURRED WITH THE ADDITIONAL UNDERGROUND _- -/-- -- EXISTING FENCE p
UTILITY LOCATING AND VERIFICATION SHALL BE INCIDENTAL AND BE INCLUDED IN THE OHE EXISTING OVERHEAD POWER LINE
II ch
CONTRACTOR'S BID FOR PROPOSED WORK.
SS EXISTING GRAVITY SEWER a?
t• 2. WHERE OPEN CUT CONSTRUCTION IS PERFORMED,THE CONTRACTOR SHALL HAND w EXISTING WATER LINE O S CI)0
4 EXCAVATE WHEN CROSSING EXISTING UTILITIES TO AVOID DAMAGE.WHEN T EXISTING TELECOMMUNICATION LINE 1:5 N
CONSTRUCTING WORK UNDER OR ADJACENT TO EXISTING UTILITIES.PROVIDE Tv EXISTING CTV LINECO
j' ADEQUATE SUPPORT TO PROTECT EXISTING UTILITIES FROM DAMAGE. TO EXISTING FIBER OPTICS LINE i/1 CC C
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PROPOSED LOW PRESSURE SEWER MAIN O)2 V
E 3. THE FOLLOWING LIST OF UTILITY CONTACTS IS INCLUDED FOR THE CONTRACTOR'S E-I j o
CONVENIENCE.THE ENGINEER MAKES NO GUARANTEES THAT THE LIST IS COMPLETE CO
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i{ AND/OR CORRECT.CONTRACTOR SHALL VERIFY ALL UTILITIES AND COORDINATE WITH I--i Z Z L N y
f�[ APPROPRIATE AGENCIES/COMPANIES: O _ O t rn=
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DESCRIPTION
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NORTH GATE SUBDIVISION
—, E LOW PRESSURE SEWER MAIN 4505 Falls of Neuse Road,Suite 400
Raleigh,North Carolina 27609
i s N Fuquay-Varina,North Carolina Phone:[phone]
i to b u' Engineering License No.C-0764

WE HOW
ANGLE BETWEEN INFLUENT FORCE INN FORCE MAN
•
SEWER STAKEOUT DATA NI AND GRAVITY EN 1.35' PIPE SHALL BE ..• (WfLUEM)
BETWEEN 133'-225'UNLESS
APPROVED O1NERw5E BT JFA * ��
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FM'ER IFTTFRING` � .f ��'.�� '-=}: FORM CONCRETE
LOCATION ITEM NORTHING FASTING - c1lAwcls ro FGRY
'SEWER' �-F EASY FLOY CURVES
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RIDING RIDGE ROAD(SS-1)-2"LOW PRESSURE SEWER MAIN GATE wLVE(4•MR) ®-� GRNvm NFLIJENT
/ �� YAw OLE FRAME&COMER RELRIRED PRIOR TO DROP ; ..�> LA
STA.0+00 2'45'HORIZONTAL BEND 677772.8 2059I 17.01 +. I[KAS 0r TO AGGC WALL S 'tr'-s}.4_,F..-
ROZUUD TO ACGOIA19OAlE M Fw151ED GRACE GROUT 4Y-4V-
_ MUSE VKU.
STA.0+18 2"45°HORIZONTAL BEND 677790.88 2059(I8.29 '- ;o•Ii sg.ME�vzi°us110M..:KK / • / / '
STA.1+04 ARV 677847.77 2059182.98
a
EwsnNG GRADE
STANDARD RING&COVER STANDARD RING k COVER
STA.3+24 LOW PRESSURE SEWER CLEAN OUT 677991.01 2059347.86 JAL
•
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STANDARD MANHOLE IIIIMI
12'(MAX)
# STA.3+25 2'VALVE 677992.77 2059349.88 �N RISER SECTION -2t }
NTH nAT TOP
a STA.3+29 2•X2'X3"WYE 677994.95 2059352.39 ` 4'Y Om PYP)
�� GATE VANE IIII AIR RELEASE VALVE
1 @@@@ AIR RELEASE VALVE OFFSET TROY OPEMNG M PR(4'W)
/ OAKLAKE COURT(SS-2)-2"LOW PRESSURE SEWER MAIN AL TAPPED TEE -
STA.0+00 2"X2-X3'WYE 677994.95 2059352.39 CORPORATION STOP '
CO
DROP FM PPNG TO CROWN
MAN PPE ► Of ORRARP EFFLUENT PRE
39 STA.0+02 2'VALVE 677996.43 2059349.82
ISewAS OF MIL
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2e NON-SNGROUTRK GROUT MANHOLE STEPS -- PPE TO TOP CC BENCH.
STA.0+05 2'LOW PRESSURE SEWER CLEAN OUT 677998.24 2059348.30 16'o.C. O M
ETERPROOF CONNECTION
{ STA.3+29 2"LOW PRESSURE SEWER CLEAN OUT 678245.3I 2059I39.71 r masa
!77 -12•ST STONE \'a
RIDING RIDGE ROAD(SS-3)-3'LOW PRESSURE SEWER MAIN ..�°K n"M`.A Alp 4• MIN M���.A x„ SECTION
STA.0+00 2'X2"X3'WYE 677994.95 2059352.39 1.E �y
TOWN OF FUOUAY-VARINA FORCE MAIN CONNECTION TO MANHOLE �.a
= STA.0+02 3"VALVE 677996.39 2059354.02 it // TOWN OF FUOUAY-VARINA AIR RELEASE VALVE 'N 1201. FUQUAY-VARINA I STANDARD DETAILS CI.°
FUQUAY-VARINA STANDARD DETAILS
�, STA.0+05 3"LOW PRESSURE SEWER CLEAN OUT 677998.08 2059355.99 °� °.
fl STA.6+94 3"45°HORIZONTAL BEND 678563.57 2059674.48 _
• STA.6+98 3"45°HORIZONTAL BEND 678566.42 205967 I.56 (2)CLOSED PIOKNOLES
VALVE BOB covEa (UNPAVED AREAS)CONCRETE ENCASEMENT
Al fAT 3000 PSI.
T STA.7+25 3'45°HORIZONTAL BEND 678566.24 2059645.37 -{ e-+/•' QSe Rk1'RNYD LETTERNG - p
1 1/.• OQOpO (RECES5E0 Flux+) TYPICAL FIwSHED GRADE TYPICAL FNISIJED GRADE 1 a
Q p (TO BE LABELED WATER'OR N PAVED AREAS N UNPAVED AREAS
11 STA.7+28 3'45°HORIZONTAL BEND 678568.80 2059642.88 "SERER'AS APPROPRIATE). \ /_ .D•
-n' _F-sn6- A, I I L1�If-11=1� W 3 rn
�: STA.7+64 3'VALVE 678604.37 2059640.88 1-T'�' Boz SHALL BE CENTERED
i�i11=71 If If=11 11=1 0
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f Y 1'a 54,J'T� OVER VALVE CO CV
STA.7+85 3'LOW PRESSURE SEWER MAIN 678625.48 2059639.54 2- ••'w':
CONNECTION TO EX.SSMH '•�.'.'+'U ";e3ti ;:,.:•..^:::'IE. CO 8 _� Q
yy t BASE COURSE .
I5� (PAVED AREAS) ''. '.l I•r,...,'•(Y' 1:N. '..• N
y` +I 5-7/16'4.- ALL PARTS SHALL BE OF CONCRETE ENCASEYERY.';1•Y;`.r .; �• c �y j.Y,• rA O(FL - • N p
H «uWNsr !1 n SUPPLIED BYME SAME ATI#SALTETERIAL D AT SOOU P.S.I.AND ��.41T": pV, •�i. BAO(fll :. < Z0 F Z
I -- LID MANUFACTURER 1-1/2•S9.SB s'.l' ��y. K�.�'A (PAVED AREAS) I�- - _
2 j + CONCRETE ENCASEMENT i
la
P. VALEC BOR. __'" 8...,y-. 1 it/300 39.38 AND •~V 4'.a'+,1' ( D AREAS) Jj 2 0 N
LII u I - • • CONCRETE ENCASEMENT O- to Z �p�
e�•me pil F.FPn 1"n Sn• ��)•�..:.,+ R,� •Y^yy�c{1 ..{•N •'F AT]000 P.S.I. CO LL�� C
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yfq �I 6-I 2 E' __ VALVE 80%SIJOULO NOT :•;Yr �.. •Y VALVE BOX 4
lt)CO• II IIII IP,II� S ' ---- 13/B• -- y CONTACT MAIN OR VALVE. ',•'VKVE (0 ER' ASLED ROARER'OR C CC T
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I II-0-1-II •r y�y :• .•.: "SERER' AS APPROPRIATE) F/ \1 �2
r�rp1N.o m....�r B 7 .. .. III PLAN VIEW U
"� o-v. I +-Tn. COMPLETE BOX t;n:; �� 1�,1
i I rALPED�,,.. !BLOpERD
9r PLAN VIEW BOTTOM SECTION L __ w217 BAOIFLL I I.ONLY MANUFACTURED VALVE BOB E%TENSIONS SI{ALL BE ALLOWED. I.
1. VALVE BOB COVER SHALL NEIGH A MINIMUM 26 b. 2.VALVE OPERATING RUT MUST BE EMENDED 50 THAT TIC DEPTH iiiiiix
E FLTURE FORCE MAIN STUBOUi I"/-5�-'I 2. ENTIRE VALVE BOX ASSEMBLY a COVER SHALL RE SECTION VIEW 5 NO GREATER THAN S'(Il.)FROM THESUIKACE USIIIG A
1 PETAL s 1fl �)-t/6" CAST FROM CLASS 35 GRAY ROM MANUFACTURER APPROVED E%TENSION NIT.
3. ASSEMBLY SHALL BE DOMESTICALLY MADE AID 3.PRECAST CONCRETE ENCASEMENT IS ALLOWED OUTSIDE OF PAVED AREAS.
TOP SECTION MANUFACTURED N THE U.S.A.
----- ^-Pw'�" �" -- `c M 0.6// TOWN OF FUQUAY-VARINA �� p p N 0.0 // TOWN OF FUQUAY-VARINA L20.11 VALVE BOX INSTALLATION 20 VALVE BOX INSTALLATION FUQUAY-VARINA STANDARD DETAILS FUQUAY-VARINA STANDARD DETAILSI¢E ��+Am °.. Z Z
g pY •� a '� tlO.TE; SEEDING SCHEDULE QL (n Z SQ
T.T.i I.CONSULT CONSERVATION ENGWEER OF SOIL CONSERVATION SERVICE FOR ADDITIONAL FALNNNTER PERMANENT SEEDING SPRING/SUMMER PERMANENT SEEDING SMOLDERS,SIDE DITCHES,SLOPES(MA%.3:I) r J O L../ VEGETATION1 RATENFORMATION S SHORN IN MC SEEDING SCHEDULE TABLE
OTHER ALTERNATIVES FOR TIARE ON OF THOSE WHICH DO%EDENUDED AREAS.UC (OCT I-FEB 28) (MAR I-SEP 301 ♦) fNV/
R � ,,,,DER LOCAL CONDITIONS;OTHER SEEDING RATE COMBRA DO/5 ARE POSSIBLE.FOR A NOV II 03 TALL FESCUE 12 `MAC Q Q w C
): • NOV I-FEB-fEB 28 TALL FESCUE 120LBSIAC >
PLAN NEW LAWN p1AUTY TURF.DOUBLE OR TRIPLE THE SEEDING RATES. UME:3TONSiAC LIME: TONS/AC
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5-10-I O FERTRIZER:I OOOIBS/AC 5-1 O-10 FERTILIZER:I OOOLBS/AC ABRUIII RYE 2 0105/C L >
D.DEPTH
OF INCHES.REMOVEEN SHALL STONESE5LA OF TILLING INCHES.DI BRANCHES.THE AREA O A AWMNM MAR I-APR IS TALL FESCUE 120LB5/AC r N
O II ,. EU 4 INCHES. LARGER THAN 3 ROOTS AND 0-20-0:FESCUE:
AC 0-20-0:FESCUE:
/AC APR 16-JUNE 30 MULLED COMMON D 0 > V
A 1..+..e .w o �,'�� KENTUCKY 31 FESCUE:90:B5/AC KENTUCKY 31 FESCUE:8O185NC CO W
OTHER E%TRAMEWS MATERIALS THAT SURFACE. BERMUDA GRASS 121B5/AC L
/ .�... .-,.... r„"wr.•� RYE GRAIN:25LB5/AC BROWNTOP MILLET:201B5/AL O Q
@ S.•'DENOTES TEMPORARY PLANING:RESEED ACCORDING TO DP11MW SEASON FOR JUL I-AUG 15 TALL FESCUE F 60155/AC
( ) � •
t STRAW MULCH:2 TONS/AC STRAW MULCH:2 TONS/AC �Y/ U) O
S A - a - HEIGHT BEFOREPERMANENT AEGETAEON.E NOT ALLOW TEM MAY BE PORARY COVER TO GROG OVER 12'W T. ASPHALT EMULSION:400 GA1/AC ASPHALT EMULSION:400 GAUAC BROWNTOP MILLET 35L55/ACOR W CC Z
1. B�" �"."'. B`. _ f i B = A.NNCCDOT GHT OF RAY:GALL DI TURBEDFEDAAREAS&THIN NCDOTUROW SHALL BE REPARED OS HUM-SUDAN3��� Q w N Of
NM DIE FOLLOWNG RATES Of SEED.PROPERLY MULCHED AND TACKED: FALLWINRER TEMPORARY SEEDING SPRING/SUMMER TEMPORARY SEEDINGC
p 23/RELIANT HARD FESCUE (OCT I-RB 28) (MAR I-SEP 30) SLORS 3:1 TO 2:1 < F- (�/� 'C
6I "-'4' 100/ALTA OR KY 31 TALL FESCUE SEP -fm 26 TALL POOR 1201DSYL r Z < V/
E E - iY\•__ �c= .� I -•• NOV I-PEP 26 BOO ADRUIII IE+E 251JXYAC N
Y ,• .,� 3- •- _ _ _ ^�_ .
�._ - \ ��..s 25/Y 5-1D-10 KY 0MERTIUMR 70 0 FERTILIZER:
YAR I.JUN 30005 MEMO LONE CRAW OLDS1AC L.L Q (^ 'w/V
AJAR JPR 15 TALL Ft%LR: 12p135'K v V, T
I _ -- 0c' 1000/LMCST 0 FERRIZER 0.10.1 O OATS:
5 05/AC LBS AC 0.100- - :5001800LB5 ACC T LO
(6 6000/ RT IZE IF RYE GRASS:2: 0035•AC COMMON BERMUDAAGRA 5(HULIEDI:-AC MAR I.JUN 30 BERMUDA GRASS 10169'AC LI.I y CT
S.REFERTIUZF IF GROWTHE IS NOT FULLY ADEQUATE.RESEED.REFERTILIZE AND MULCH JUN 1 AUG1 to, 6L1DYA< Cl.
�..,.� ' IyyEDATELY FOLLORNG EROSION OR OTHER DAMAGE STRAW MULCH:2 TONS/AC 25LB5/AC STRAW MULCH:2 TONS/AC
N
11 ��'-"'"'�" END OF UNE PRESSURE SEWER CLEANOUT ASPHALT EMULSION:400 GADAC ASPHALT EMULSION:400 GAUAC DROWNTO.M%1R 351WAC W CC SECTION VIEW AA SECTION NEW 8B OR NYDNDS SWAN DOLD9UC
I. IN-ENE PRESSURE SEWER CLEANOUT
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PROJECT NO.: 962102513
DESIGNED: A.P.
IVA ,•,,...•INZ/,/� CHECKED: M.B.
qp D�'tfEBd.4.�-_ APPROVED: M.M.
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8� NNIII11T1IY

NOTES:
, 1. ALL RESTORATION WORK(PAVING,LANDSCAPING,AND SEEDING)SHALL BE COMPLETED AS B. ALL PROPOSED LOW PRESSURE SEWER PIPING SHALL BE INSTALLED UTILIZING TRENCHLESS CONSTRUCTION
SPECIFIED. METHODS,UNLESS NOTED OTHERWISE IN THE PLANS.
2. CONTRACTOR TO FIELD VERIFY EXTENT OF ABANDONED WATER MAIN AND CONFIRM THAT THE 7. CONTRACTOR TO INSTALL APPROXIMATELY 18 LF OF 2 IN.LOW PRESSURE SEWER PIPING VIA OPEN CUT METHOD.
ABANDONED WATER MAIN REACHES THE PROPOSED LOW PRESSURE SEWER CLEANOUT. 8. CONTRACTOR TO INSTALL TRACER WIRE AND MARKER RAI I.TRACER WIRE AND MARKER BALL TO MEET E
3. ALL PIPE AND FITTINGS SHALL BE RESTRAINED FOR THE ENTIRE LENGTHS. FUOUAY-VARINA'S STANDARDS AS INDICATED IN SECTION 100 PIPING SYSTEMS GENERAL. a -
4. ALL PROPOSED LOW PRESSURE SEWER PIPING SHALL BE SDR-21 PVC WITH RESTRAINED JOINTS AND
TRACER WIRE. W �^ o
5. ALL PROPOSED LOW PRESSURE SEWER PIPING.AND ABANDONED WATER MAIN TO BE CONVERTED TO 1..,I LOW PRESSURE SEWER SHALL BE HYDROSTATICALLY TESTED IN ACCORDANCE WITH TOWN OF G .V. _
y FUOUAY-VARINA STANDARD SPECIFICATION SECTION 120.06.02 EXCEPT THAT THE TEST PRESSURE NF I - _
j SMALL BE 150 PSI. N/F MARY INGRAM `_�I •• a� - - - - -
JOSELL MELOGRANE DB 8365 PG.266 �I •
:I r
N:F DANIELLE MELOGRANE I BRENDA BAILEY , I PIN:0657985020
STDE¶657E BERTSCHE
DB 171]4.PG 626 ��I - - - - - 113 RIDING RIDGE ROAD '_ - (I
NIF 1 DE 16577,PG.2761 PIN:065191092E I DB 10551,PG.1758ZONE RA £ / a
I PIN 0657981070 NT
FREDERICK MITCHELL PIN:0657879942 120 RIDING RIDGE ROAD 118 RIDING RIDGE ROAD u i
. I BETTY 8 DAVID LINDSAY /
DB 17719.PG.333 122 RIDING RIDGE ROAD ZONE.RA ZONE:RA
PIN.065787888 ZONE RA PROP.Y LOW PRESSURE MF I DB 17529.PG.1787
124 RIDING RIDGE ROAD w G�1I.I SEWER SYSTEM
I ZONE'RA Z III "" ,,In (SEE SST,THIS SHEET)- $ • DB 18328,PG 11850 3
to OAKLAKE CT / g
I PROP.Y LOW > L. PROP.2'LOW PRESSURE 1 PIN:065798316d ZONE RA
(( I tli
102 OAKLAKE CT
+a 1 5'XS'PR PRESSURE �I jl�� SEWER SYSTEM WF � _ zONE'RA
'SEWER SYSTEM 01 d pa (SEE SS-2,THIS SHEET) O /
.] MARGARET SANDE 4Y N/F
_ 45'BEND CONNOR MULI I PROP.2'LOW / GAIL FRVMAN
�' (1 DB 17903,PG 020 I,•�,° - �� DB 5953.PG 35
7x� PRESSURE
2) 1 ARV W / Q.. PIN'GRID 4943 I PIN:0857981373
0 1 t5 RIDING RIDGE ROAD I SEWER SYSTEM 108 OAKLAKE CT
a + � .. = ( - :11 ,_ nIZONE:RA KCI CONTFCI / I\ ._
ry�1�.FF _� ���-_ ,AL - 20NE.RA
14NT .I m J/L= SEl REBA `� Al .,� j �-�
DONNA BECKER ', ••)< RIDING RIDGE; Rll _�� X` 3a°-'-
E]659.1BB.IB
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(° PIN:O65]8]%11 \1 \ ! f 1 •f' : W - - - - "!! > SEWER CLEAN OUT
a 125 RIDING RIDGE ROAD f\ "!, _-�� �1 `.Lla !.��j- 1�i���,�� `�0•) t , • `3�' IF
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ZONE.RA j i �- --- i _�`I�iY ice'�i 11 �VO , "
�\ �/ ,y 5'X5'PIT
p •
1 SEE NOTE 2' ` `, l ,I ` •• �3+.. v WE �I�yJ f. e1E. __DJ �J• C '�' • �fk pR R1Y
p1 5'XS'PIT xu Canna 3+29 JUSTINB RACHEL NELSON 0i"" I�+_'� I"44 _ �I, \ 1/NE(j1.P
5' o+•. / EX.DRIVEWAY I RE 9� I 5'XS PR I PROP.3'LOW PRESSURE 081]183.PG 1393 I I 1 2+00 �' 3+29 \ -
!S ABANDONED Y WATER MAIN I (TYP.) ¢z�Bisy' .e I SEE INSET, I SEWER SYSTEM PIN 065797J875 EX MALBOX
T 117 RIDING RIDGE ROAD +00 gyp.)I 3+00
S! EX.BOTTOM OF DITCH SEE NOTE 8 _I EX.MAILBOX 0209+1223 SHEET P-2 (SEE SS-3.SHEET P-2) ZONE.RA II EJL ORIVEV�AY ABANDONED Y
ee [ i .• WATER MAIN N'F
f, IX.TOP OF DITCH SEE NOTE 7 1111 I (TYP.)
N'F / E.T� �� PMILLIP 8 ELIZABETH SCARBORO
N/F N� MARGARET SANDE _ L'` DB 16207,PG.2178 '`
JUSTIN 4 RACHEL NELSON II I PIN-%570892]5 v t' I whir' LEO&SHERVL DAMES CONNOR MULI PROP.3-LOW PRESSURE ', EX.BOTTOM OF DRCf(
a¢ NM I WF h DB 11783.PG.t393 B.
Z DANIELLE O SUZANNE DRISCOLL DAMES ASHWORTH . - U CUTDBERTSON TRUSTEE I PIN:183 PG.13 I 17%3.PG.470 I SEWER SYSTEM �� ME I nG w"in0: 105 OAKIANE CT
}} DB 17fild.PG 468 PIN.%57984943 roIN1.8 ZONE:RA
it DB 17344,PG.312 BM 1962.PG.698 ✓J' .-� I17 RIDING RIDGE ROAD
(SEE SS-3,SHEET P-2) EDWARD CONWAV ,
I" NtF EY I DB 16651.PG.195E �"W o Y
PIN:0657972799 ZONE.RA 115 RIDING RIDGE ROAD N� ! _
PIN:0651970579 PIN:0657971867 �1 !19 RIDING RIDGE ROAD 20NE:RA LEO d SHERVL DAMES pBRE0551,P�G81 758 I PIN:O65I980151 I 4i9� 14 N If
23 RIDING RIDGE ROAD 21 RIDING RIDGE ROAD x ZONE:RA CUTHBERTSON TRUSTEE I I CT
PIN 065798.170 D5 O 657980KLAKE 61
$ ZONE'RA ZONE:RA DB 17674.PG.468 ZONE RA
I! C4 Q. 118 RIDING RIDGE ROAD
15' PIN.0657972799 ZONE:RA tit,-
Pi:
z co 119 RIDZONE RIDGE8 ROAD cn cc
11 w y o J
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11 460 4G0 450 450 Z E N
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11 455 ' 455
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a EX.EOP Q Io Ix.FO • 1I f iiIII 111II11IIl!III v
I - _.. I435 0< 1 _ 435 I�Ill�x
445 a EX.GRADE 445 PROP.LOW �' IX.EOP • �
.....1
If •
PRESSURE SEWER EX.EDGE OF 1
EX TELE CLEAN OUT DRIVEWAY
EX EOP ZI EX.EOP (TNT.OF 2) � 1430 E DRIX. VEWAY 1 430
i @ 440 6 m 440 EX.EDGE OF
I. -Ex.CTV PROP.YXYX3'WYE za'MM.
..4-
1 EX.TELE CABLE EX.EDGE OF
F (TYP.OF 2) DRIVEWAY.EDGE
l EX.FO �� IX.CTV PROP.INV.•427.00' ,TYP.)
-� (TYP.OF 2) Z
iF435 4.351 '425 12.MIN EX.EOP 425 Z Q
7 PROP.CONNECTION 24'MIN. 111 O
TO IX.CONVERTED (TYP.) PROP.LOW W 1+7
li LOW PRESSURE PRESSURE SEWER 5'X 5'PIT + + W O 1' SEWER SYSTEM IX 6'WATERLINE Z CLEAN OUT PROP.Y VALVE LIJ , _,
y 1E'MIN. 420 4'MIN. 420 J a a
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Ewy Z
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11 415 415 405 • 405 L O
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G+OGGG I+C0.00 2-0000 3+0000 3+5000 moo OC 2+0�.OG 3+00.00 3+50.00
PROFILE-SS-1 0+00-3+29 PROFILE SS 2, 0+00 3+29 D 50. �.
IIMI PROJECT NO.: 962102513
SCALE: 1"=50'H,1"=10'V SCALE: 1"=50'H,1"=10'V Y 11111C DESIGNED: A.P.
Af/7' HORIZONTAL SCALE: 1- = 50'
HECKED: M.B.
EB$0 0 10' 20's. VERTICAL SCALE, 1- = 10' APPROVED: M.M.
1,4
�'QNNEF�'�P�'v
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•
. r / \�J W�'°_Z. I / I \ \ PROP 3'INV.IN=408.04'
NOTES. '1 a-�p I' I \ �5t c .\ .. \\/ EX.4'INV IN-404.35' \
1. ALL RESTORATION WORK(PAVING,LANDSCAPING,AND SEEDING)SHALL BE COMPLETED AS N>F /,� PIN 0657985523 \ EX.B'INV.IN-402.92' NIF
SPECIFIED. BRENDA BAILEY CA',,, PROP.2"LOW PRESSURE 102 RIDING RIDGE ROAD TYIER LYNCH
De 10555 981 1758 / SEWER SYSTEM .y.� EX.B"INV.OUT=402.88'TAYLOR M G 272
2. ALL PIPE AND FITTINGS SHALL BE RESTRAINED FOR THE ENTIRE LENGTHS. ' I ZONE NA DB 18367,PG.2725
3. ALL PROPOSED LOW PRESSURE SEWER PIPING SHALL BE SDR-21 PVC. PIN.D65798t070 EX.8'SS
(SEE SS•2,THIS SHEET)
118 RIDING RIDGE ROAD PIN:06579B7729
4. ALL PROPOSED LOW PRESSURE SEWER PIPING SHALL BE HYDROSTATICALLY TESTED IN ZONE,RA / / EX.18'RCP ��� \ 604 BROOK MEADOW COURT o
(CONTRACTOR TO
ACCORDANCE WITH TOWN OF FUOUAY-VARINA STANDARD SPECIFICATION SECTION 120.06.02 EXCEPT / -- -- I ZONE RA
\ FIELD VERIFY DEPTH)
THAT THE TEST PRESSURE SHALL BE 150 PSI. //Et �: / I N!F \ �`�.� \ \7+65
5. ALL PROPOSED LOW PRESSURE SEWER PIPING SHALL BE INSTALLED UTILIZING TRENCHLESS I/I o MELANY 8 PERRY SALEE PROP.3'VALVE ')17\,1 W
CONSTRUCTION METHODS,UNLESS NOTED OTHERWISE IN THE PLANS. 7 DB 13647,PG.1343 45°BEND \ SEE NOTE 6 w
F 6. CONTRACTOR TO INSTALL APPROXIMATELY 57 LF OF 3IN.LOW PRESSURE SEWER PIPING VIA OPEN / PIN 065r985420 (TIP.OF 2) 4.5' 0\/ kg
CUT METHOD. $'( /I N1F 106 RIDING RIDGE ROAD (SEE NOTE 7) 4f•., • H
ZONE:RA
7. CONTRACTOR TO INSTALL MARKER BALL AT ALL FITTINGS.MARKER BALL TO MEET TOWN OF // ARUM 5 LLC N/F \ 5'XS'PIT �� \ ��
_ FUQUAY-VARINAS STANDARDS AS INDICATED IN SECTION 100 PIPING SYSTEMS GENERAL. .�I. / • D8 16326,PG.1850 JEFFREY 8 BARBARA HICK \ WATER MAIN ' \�
8. CONTRACTOR TO INSTALL A TRACER WIRE TESTING STATION AS INDICATED IN FUQUAV-VARINA S .� '• PIN:0657983164 I - \,„- \
\ ---,Z...)/ 'O DB 11065798.1 8 3 \ \i'"` _
i STANDARDS IN SECTION 100 PIPING SYSTEMS GENERAL. \ 4",'.- f / 102ZOONKEE:RA PIN;CT I ` y-. - -
110 RIDING RIDGE ROAD `'�
.\Oy }\ \ / ZONE RA • 7+ .\ /t E EX.18'RCP o
`'���,\ 4 ♦�'\ ` _ / I \ `p'1 �/� •°�\ `, EX.INV.=408.92' o
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•
A ���r o I oo �I w EX RM1I\ I t �\
t PROP.2-LOW
OWER SYSTEM 5_\� ��.-' / \ � \ I �� \ (TY BEND
OF 2 T� \\
", / (SEE NOTE 7) •4. •d
(SEESS1THISSHEET) / ) B�f ��_/ X. 4'-AZ, III^ �� z-ro C � o- ' •�/ SEE NOTE 8 \
CONTROL.— 5'XS'PIT '\� /
POINT I !� w_ � �� �'7 ABANDONED 7 / \
I / 6' WATER MAIN , - \ \p\
SET REBAR w�qP ,'�\
nbTT 4Be Tt / aG0 -c�- � •� 4 '/U
ed / un<.T1 Yis - \ E`— / c"• DANIELU CHURCH / \ e
SEE INSET, /
Sa I- 1CPI
/ THIS SHEET 9., `!r{- F---'---'-'7".. ..:,.. .. �.- DB 10607,PG.1884 ��
L`( / �� 4L PIN:0657987449 / \
S'X S'PIT / / / / _ \ 400 DICKENS ROAD \ \
WF
!7" JUSTIN 8 RACHEL NELSON / PROP.3"LOW REsu w av ZONE:RA \c\\� \
DB 17183,PG.1393 N/F / EX.MAILBOX ...
/ \\.• ��p
PROP.2' PROP.3' / / / PRESSURE Nsvezez eu.� (TYP.) �`� \\ \
PIN:0657973875 MARGARET SANDS
VALVE VALVE SEWER SYSTEM / Ezo44aua4.v
117 RIDING RIDGE ROAD CONNOR MULI / ELE/.te JS EX.DRIVEWAY
1 i SEE NOTE 7) (SEE NOTE 71 ZONE:RA DB 17903,PG.470 C �. \b'
I I T T PIN:0657984943 (TVP)
/ 115 RIDING RIDGE ROAD
Fg / ZONE:RA MARY/INGRAM iF / I \ 4\�
OB 835].PG.266 / NT / �•\ .7c\ \
�' \ DAMES 8 CHRISTINA CATTON /
A f I .,_ ` / PIN'.0657985020 / N:F / DB 15480.PG.2196
t PROP.2'XTX3'" 113 RIDING RIDGE ROAD AURORA PIN:0657987373 ---(((
f0 �.E / ZONE:RA CERDDB 1433696-.PG. 73 CHRISTOPHER BRADFORD 1\ 105 RIDING RIDGE ROAD ' \ \d
Y PROP.LOW PRESSURE / NIF EMILY BRADFORD ZONE RA \ \11�
$ SEWER CLEANOUT PIN:0657986005 CECIL WOOTEN I DB 9704,PG 104 ``
NP.OF 3 / 111 RIDING RIDGE ROAD OB 1]0657986 235 y' .
y( ( ) / RIDING
RI G ( PIN:0657987222 \
6 PIN:06579fl6163 107 RIDING RIDGE ROAD \/ " BCD
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p / I / \ \ \
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{ 435 _ - - I
E 435
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PRESSURE SEWER r-1
Ii
CLEANOUT 143c DRIVEWAY EX.GRADE j - 430 1I1W
' EX.EDGE OF
1 PROP.2"X2-X3"WYE
\% EX.EDGE OF DRIVEWAY
PROP.INV.=427.00' .a...„,......„.........„....„, DRIVEWAYEX.24'FEE
11 EX.INV. 417.51'
425 I ¢ 425
_ _._.- _ _-. - ,..__. --._.__-__ w
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4'MIN ,\
II I
5'X 5'PIT 12"MIN DRIVEWAY EX.EDGE OF •a
DRIVEWAY I Z{ -EX.CTV
(7VP.) EX.EOP G Z
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5 w O
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(TYP.OF 2) 1� _
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•
SEWER SYSTEM EX.TELE CABLE CN (TYP.OF 2) - _�---- - _ -- tl EXISTING SSMH SHALL 0 w Ly 40
PRESSURE EX.CTV /
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i (TYP. •
3) : - /// APPROVED BY THE TOWN Z Q0l Cl) T
L ••
(TYP.OF 3) PROP.45'HORIZ.BEND / OF FUOUAY.VARINA -1
405 _ •
_ _..._ _. - j _ _ (TYP.OF 2)_ 5'X5'PIT_ 405 a (J) = LLB 7
2-
•
PROP.45'HORS.BEND / M lL
(TYP.OF 2) A 1 C CX
a PROP.3"VALVE O
11 e 400 EX.2'WATER LINE 400 Z O
. -. (TO BE ABANDONED) - J
2@
`t EX.18'RCP
Y 395 _ _. (CONTRACTOR »'J o
TO FIELD VERIFY) 64$e e
f _. __ -..___. _ _ - __.. - �__.__.._._.
I 4u n 395
• EX.GAS aZzp
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390 -- l 666 - PROJECT NO.: 962102513
390 DESIGNED: AP.
' pUllllllryl
- I.x.00 z=.ucc. .: w� s,UV.� s+cc.w 7400.00 e+azoc a+so.00
0 50 1 W• �`0,FE88 04 -,, CHECKED: M.B.
• APPROVED: M.M.
g ` CA7
PROFILE-SS-3, 0+00-7+85
_ SCALE: 1"=5� ((, "_�� V OHORIZONTALIOSCALE: 1" 3050'
I; �� �1QINEEQ ~� 2
VERTICAL SCALE: 1" = 10'
i
'' i�rHRi8 • 119/As