NC0020354_Application (ATC)_20210507

vMcKIM&CREED ENGINEERS
SURVEYORS
PLANNERS
May 5,2021 M&C 01561-0010(40)
Mr. Nick Coco
NPDES Municipal Permitting Unit
Water Quality Permitting Section
NC Department of Environmental Quality
1617 Mail Service Center
Raleigh, NC 27699-1617 RECEIVED
RE: Chatham Park Water Recovery Center MAY 0.7 2021
Authorization to Construct
Chatham County NCDEQ/DWR/NPDES
Application for Authorization to Construct
Dear Mr. Coco:
We have enclosed the additional information to address outstanding items from your
initial comments which were received via email on 3/30 and discussed on 4/5. Most of
the comments were addressed as part of this conversation. To fully address
outstanding comments as requested, please find enclosed one (1) original and one (1)
digital copies of the additional information including: the updated application for an
Authorization to Construct(ATC)Permit for the Chatham Park Water Recovery Center
(CPWRC), BOD report, hydraulic profile and additional supporting documentation.
In addition,it is confirmed that the application was previously amended to include tie-
in of the effluent forcemain from the CPWRC to the Pittsboro WRF as indicated on the
plans submitted on 3/10 and updated in the attached ATC application.
As outlined in the attached updates, the application has been revised to include the
effluent forcemain tie-in, remove the jockey pumps and blower equipment as
requested and updated to indicate construction for the full phase II to meet equipment
redundancy requirements. The hydraulic profile has also been updated to indicate
operating levels under peak hourly flow conditions with the largest train out of service.
1730 Varsity Drive In addition,the Transfer Pump Station has been updated to include the installation of
two(2)434 gpm transfer pumps as part of this ATC application. These two pumps will
Suite 500 be utilized to transfer low flows from the CPWRC to the Town of Pittsboro's WRF until
Raleigh,NC 27606 loading to the CPWRC reaches a level suitable to sustain the biological treatment
process.
919.233.8091
One(1)original and one(1)digital copy(CD) of the following items are included with
Fax [phone] this additional information submittal:
www.mckimcreed.com

Mr. Nick Coco
May 5, 2021
1. Cover Letter
2. UPDATED-Application for Authorization to Construct Permit(Form ATC-
12-14)-updated to include effluent FM tie-in,remove jockey equipment and
include transfer pumps
3. UPDATED-Basis of Design Report-updated to remove jockey equipment
and include two transfer pumps within the transfer pump station
4. UPDATED-Engineering Plans(Separate Cover)-updated hydraulic profile
and transfer pump station
5. Effluent FM Tie-In Plans(Separate Cover)-submitted via email on 3/10
6. UPDATED-Engineering Specifications-updated to include transfer pumps
7. Engineering Calculations
a. UPDATED - Pump Sizing Calculations-updated to include the sizing
criteria for the transfer pumps
8. Transfer Pump Station Cut Sheet
If you have any questions about this submittal or require additional information,please
contact me at 919-233-8091 or [e-mail].
Sincerely,
McKim&Creed,Inc.
Joshua Powell P
Project Engineer
cc: File
McKLM&CREED

UPDATED Basis of
Design Report

McKINI&CREED
RECEIVED
MAY 0 7 2021
Chatham Park
Water Recovery Center (CPWRC) NCDEQIDWR/NPDES
Preliminary Basis of Design Report
Revision 10: April 27, 2021
Introduction
This report is written to document the Basis of Design for the recently constructed
Chatham Park Water Recovery Center(CPWRC)which will serve the initial stages of
development at Chatham Park North Village.The CPWRC was constructed as a design-
build project originally permitted for construction by the Non-Discharge Branch. The
initial design capacity of the CPWRC is 500,000 GPD(consisting of two parallel 125,000
GPD treatment trains and a third 250,000 GPD treatment train)with proposed future
expandability up to 1.0 MGD ADF(by adding an additional two(2) future parallel
250,000 GPD treatment trains). The CPWRC is a Membrane Bioreactor(MBR)system
designed to treat for Biochemical Oxygen Demand(BOD),Total Suspended Solids(TSS),
Total Nitrogen(TN)and Total Phosphorous(TP) removal.
The initial 0.5 MGD CPWRC was initially planned to be constructed in two(2) phases.
Phase I consisted of construction of a 0.25 MGD facility consisting of two 0.125 MGD
parallel treatment trains. Phase II was planned to expand the facility to 0.5 MGD by the
addition of a third 0.25 MGD parallel treatment train. As part of construction efforts,
Phase II was implemented concurrently with Phase I. Equipment outlined in this
document consists of equipment installed as part of both Phase I and Phase II
improvements which were constructed under the design-build project. Phasing of
equipment has been included to document bringing the initial facility online with
provisions of meeting future loading conditions.
The CPWRC is designed to discharge effluent to the existing Town of Pittsboro Water
Reclamation Facility(WRF)discharge location at Robeson Creek(Outfall No. 1)via a
new effluent pump station and forcemain. In addition,the plant is designed to provide
1

beneficial reuse quality effluent to meet future water reuse demands for water supply
sustainability.
The Town of Pittsboro,North Carolina has a current National Pollution Discharge
Elimination System(NPDES)permit(NC DEQ permit number NC0020354) for a
combined discharge of 3.22 MGD that allows for two(2)discharge locations,Outfall No.
1 and No.2.
The NPDES permit is written with a combined Total Maximum Daily Limit(TMDL)on
both outfalls. The TMDL maximum load for TN is 36,202 lbs. per year and the
maximum load for TP is 4,551 lbs.per year.Outfall No. 1 has an additional requirement
limitingtotal phosphorous discharge to 322 lbs.duringthe summer period defined as
p P g
April 1 to October 31 of each calendar year. As a result,during these seven months of
the year, additional phosphorous will need to be removed by the treatment system.
The Town of Pittsboro has received a modification to their NPDES permit to increase the
discharge capacity to 1.249 MGD at Outfall No. 1.This reduces the capacity at Outfall
No.2 to 1.971 MGD.Although the permitted discharge flow capacity at Outfall No. 1 is
increased, the maximum 322 lbs.of TP allowed to be discharged from April 1 to October
31 of each calendar year will remain the same. Based on this, the approximate TMDLs
for Outfall No. 1 and Outfall No.2 are summarized in Table 1.
Table 1—NPDES Permit Total Outfall TMDL Summary
Parameter Outfall No. 1 Outfall No. 2
Maximum Day Capacity 1.249 MGD 1.971 MGD
Total Nitrogen (TN) 14,042 lbs/yr 22,160 lbs/yr
Total Phosphorus(TP) 1,765 lbs/yr 2,786 lbs/yr
TP April to October 322 lbs/yr NA
The TN and TP allocation for Outfall No. 1 into Robeson Creek will be divided between
the existing 0.75 MGD Town of Pittsboro WRF and the proposed 0.499 MGD CPWRC.
To maintain consistent effluent limits for the two plants the approximate TN and TP
allocations for each plant are summarized in Table 2.
Table 2—TN and TP Allocations at Outfall No. 1
Parameter Pittsboro WRF Decentralized CPWRC
Maximum Day Capacity' 0.75 MGD 0.499 MGD
Total Nitrogen (TN) 8,432 lbs/yr 5,610 lbs/yr
Total Phosphorus(TP) 1,060 lbs/yr 705 lbs/yr
TP April to October 193 lbs 129 lbs
I:Maximum Day Capacity calculated over 24-hour period
2

Design Influent Characteristics
The utilized design influent wastewater characteristics for the CPWRC are summarized
in Table 3. The designis based on raw influent wastewater that is biodegradable with
g
no toxic compounds present. Additionally, influent Fats,Oils and Grease(FOG)shall
always be less than 100 mg/L.There shall also be approximately 120 mg/L of alkalinity
available to avoid pH depressions. The influent Chemical Oxygen Demand and Five-
Day Biochemical Oxygen Demand(COD/BOD5)ratio shall be between 1.7 and 2.3.
Additionally,it was assumed that BOD and TN is not recalcitrant in concentrations over
the permit limits.
Table 3-Design Influent Wastewater Characteristics
Parameter Phase II Design Future
Maximum Day Flow' 0.8 MGD 1.6 MGD
Average Day Flow 0.50 MGD 1.0 MGD
Peak Hourly Flow 1.25 MGD 2.5 MGD
BODI 558 mg/L 558 mg/L
cBOD5 192 mg/L 192 mg/L
Total Suspended Solids (TSS) 240 mg/L 240 mg/L
TKN 80 mg/L-N 80 mg/L-N
Ammonia 70 mg/L-N 70 mg/L-N
TP 12 mg/L-P 12 mg/L-P
Alkalinity(as CaCO3) 120 mg/L 120 mg/L
1:Maximum Day Capacity calculated over 24-hour period
Effluent Limits
Effluent limits for the CPWRC shall meet standards as summarized in Table 4. The
Table includes the limits required to meet Type 1 RCW standards,limits required to
meet surface water discharge at the Town of Pittsboro WRF's Outfall No. 1 and the
design criteria of the CPWRC at Phase II.
3

Table 4—CPWRC Design Effluent Discharge Limits
RCW Type 1 NPDES Designed to Meet or Exceed
Parameter Monthly Daily Monthly Average Weekly Daily Monthly Daily Maximum
Average Maximum Average Maximum Average
Maximum Day 1.0 MGD 2.0 MGD 0.499 MGD — -- 0.5 MGD 1.0 MGD
Flow'
BODs <10 mg/I < 15 mg/I. <5.0 mg/L 7.5 mg/L -- <5 mg/L <10 mg/L
(April 1—October
31)
BODs(November <10 mg/L <15 mg/L <10.0 mg/L <15.0 mg/L — <5 mg/L <10 mg/L
1—March31)
TSS <5 mg/L < 10 mg/L <30.0 mg/L <45.0 mg/L -- <5 mg/L < Ill mg/L
Ammonia(April 1 <4 mg/L <6 mg/L <1.0 mg/L <3.0 mg/L -- <1 mg/L-N <2 mg/L-N
—October 31)
Ammonia <4 mg/L <6 mg/L <2.0 mg/L <6.0 mg/L -- <1 mg/L-N <2 mg/I-N
(November 1—
March 31)
TKN — -- Monitor and Report — --
TN -- -- Monitor and Report <3.69 mg/L-N --
NO3-N+NO2-N -- -- Monitor and Report
TP(Apr-Oct) -- -- Monitor and <0.145 mg/L-P --
Report
<129 lbs
TP -- -- Monitor and Report <0.464 mg/L-P --
<2.0 mg/L Quarterly Average
Fecal Coliform <14/100 mL <25/100 mL <200/100 mL(geo. <400/100 mL -- <3/100 mL(geo. <25/100 mL
(geo.mean) mean) (geo.mean) mean)
pH -- — -- -- -- 6-9 Units 6-9 Units
Dissolved -- -- -- -- -- >6 mg/L >6 mg/L
Oxygen'
Total Nickel -- -- -- 25 ug/L 261 mg/L -- --
Turbidity <10 NTU -- -- -- <5 NTU NA
I:Maximum Day Capacity calculated over 24-hour period
2:at outfall discharge
4

Effluent Limits for Reclaimed Water
The effluent limits in Table 4 meet the requirements for direct discharge of the effluent
from the CPWRC to Robeson Creek at the location of the Town of Pittsboro's Outfall No.
1.As the North Village Development expands, the CPWRC will provide reclaimed
water for reuse within the distribution system. This will decrease the flow discharged
from the CPWRC to Robeson Creek. Additional monitoring will be provided for the
treated water in order to confirm the treated effluent meets North Carolina Type 1
reclaimed water standards as defined by 15A NCAC 02U.0401. These design
requirements, which only apply to reclaim water(RCW)include the following:
1. Continuous online monitoring and recording for turbidity and flow.
2. A control system to divert flow from the RCW system to Outfall No. 1 if either
the turbidity exceeds 10 NTU or permitted pathogen levels cannot be met.
3. Automatic standby power supply.
4. Require an WPCS Operator to be on call 24 hours per day.
Project Equipment
The initial construction of the CPWRC under the design-build project will allow
operation of the facility with a capacity of up to 0.5 MGD ADF as outlined in Phases I
and II with provisions on some structures to expand in the future to meet a buildout
flow condition of 1.0 MGD ADF.
Headworks
The existing headworks system has been installed ahead of the influent pump station to
provide screening of the raw wastewater entering the plant.An influent three-way
splitter box with manually adjustable slide gates splits the influent flow to the screen
channels. Two(2)mechanical screens were installed during the initial phase of the
project to meet Phase I and II requirements while the third screen will be installed in the
future as part of the 1.0 MGD facility buildout expansion.The headworks screen
channels consist of concrete channels each approximately 18 inches wide with the
bottom of the screen channel being approximately 16 feet below grade.
Screening prior to the biological treatment system is required to remove large solids,
rags, and particles larger than 2 mm size.The existing headworks system includes two
(2) automatic fine screens each with a design capacity of 870 gpm(1.25 MGD). This
provides 100%redundancy of the screening equipment for Phases I and II. Space has
been provided to install a third screen in the future to allow for a 3 x 50%redundancy
for the future 1.0 MGD ADF facility.
5

The screening equipment has been provided with a conveyor to remove solids off the
screens,a compactor to reduce solids volume, and dumpster for collection of solids.A
packaged odor control system has also been installed on vents to provide odor control
for the headworks and influent pump station. Design for the headworks system is
summarized in Table 5.
Table 5—Headworks Design Summary
Equipment Phase I Phase II
Fine Screen 2 0
Washer/Compactor 1 0
Screw Conveyor 1 0
Odor Control System 1 O
Transfer Pump Station
Provisions have been included to allow for transferring of raw wastewater from the
CPWRC to the Town of Pittsboro. Provisions include a bypass surface mount slide gate
within the influent channel of the headworks structure prior to the influent screens
which allows influent flow to be diverted to a raw wastewater pump station. The pump
station discharges through the raw wastewater FM which is currently permitted through
Permit No.WQ0040514 dated January 29,2019. The current phasing of pump
installation will include installing two(2)434 gpm pump under the current design build
contract. These pumps will pump low flow wastewater from the CPWRC to the Town
of Pittsboro's WRF prior to loading increasing to a point to allow startup of the CPWRC
biological treatment system. Once loading to the facility is sufficient,the CPWRC's
biological treatment process will be brought online.
Chatham Park Investors and the Town of Pittsboro have an existing agreement which
provides 1.25 MGD ADF of transfer capacity to the Town of Sanford. To utilize this
capacity as loading to the CPWRC increases, an additional 434 gpm pump will be
installed in a future Phase II for a total of three(3)pumps to transfer up to 870 gpm
(with one pump out of service) of raw wastewater to the future Pittsboro/Sanford
Regional Pump Station to be located at the Town of Pittsboro WRF site. To fully utilize
the allocated capacity, a future Phase III will further increase capacity of the transfer
pump station by replacing the three(3)434 gpm pumps with three(3) 1,085 gpm
transfer pumps to allow transferring up to a peak flow of 3.125 MGD of raw wastewater
with one pump out of service. Design of the Transfer Pump Station is outlined in Table
6.
6

Table 6-Transfer Pump Station Design Summary
Equipment Current Phase I Future Phase II Future Phase III
434 gpm Transfer Pumps 2 1 0
1,085 gpm Transfer Pumps 0 0 3
Influent Pump Station and Splitter Boxes
The influent pump station is designed to convey screened wastewater from the
headworks system by force main to a splitter box which distributes flow to the MBR
trains. The existing splitter channel includes four(4)weir gates for flow splitting with
one(1)gate splitting flow for each 0.125 MGD train installed in Phase I and two(2) gates
splitting flow into the 0.25 MGD train installed in Phase II. Each gate is 3 feet wide and
will allow for even splitting of flow between all trains.
The existing influent pump station consists of a precast concrete wetwell with lockable
aluminum access hatch. Three rail mounted submersible wastewater pumps,each with
Variable Frequency Drive(VFD)control,were installed in the pump station. For Phase
I,two pumps rated at 434 gpm each in capacity were installed. To meet Phase II
loading, another 434 gpm pump was installed to meet redundancy requirements for the
0.5 MGD ADF CPWRC. In the future,the existing pumps will be replaced with three
868 gpm pumps to provide 3 x 50% redundancy for conveyance of future peak flows as
high as 2.5 MGD for the 1.0 MGD ADF facility.
Downstream from the pump station is a precast concrete valve vault and meter vault.
This vault includes check valves,shut off valves, pressure gauges,and interconnecting
piping. Following the valve vault,a meter vault houses the magnetic flow meter which
will record trends in pump flow and totalize daily volume of wastewater pumped.
Above ground by the pump station,a NEMA 4X control panel contains electrical
components,pump controls,and support for instrumentation. Design parameters for
the influent pump station are summarized in Table 7.
Table 7-Influent Pump Station Design Summary
Equipment Phase I Phase II
Influent Pumps 2 1
Membrane Bio Reactor (MBR) System
The basis of design for the biological treatment MBR System utilized the NEOSEP MBR
system provided by Kruger which was incorporated into the current facility. The MBR
System is comprised of two(2)0.125 MGD biological treatment trains having a total
7

average design capacity of 0.25 MGD for Phase I and one(1)0.25 MGD biological
treatment train for a total treatment capacity of 0.5 MGD ADF for Phase II. The peak
hour flow capacity of the two MBR trains in Phase I is 0.625 MGD and 1.25 MGD for all
three trains in Phase II.
Each train is configured with one anaerobic reactor,one pre-anoxic reactor,one aerobic
reactor, and one post-anoxic reactor. Each train discharges into a common intermediate
channel equipped with intermediate screening prior to flowing into two membrane
micro-filter tanks with one membrane unit in each tank.Air will be added in the aerobic
reactor for nitrification and BOD removal. Air scour will be added in each membrane
tank to enhance effluent dissolved oxygen and to reduce fouling of the membranes. TN
will be removed by biological denitrification which will occur in the post-anoxic zone
and by recycling flow from the aerobic zone to the pre-anoxic zone via a nitrate recycle
pump. BOD will be removed by conversion to CO2 gas and biomass which will be
removed as waste activated sludge(WAS). Total nitrogen will be removed through the
nitrification/denitrification process.
Phosphorus removal will be accomplished by luxury biological phosphorus uptake
initiated in the anaerobic selector zones and taken up in the pre-anoxic reactors.
Additional total phosphorus can be removed to meet the low seasonal TP limits
indicated above by chemical addition using alum,which will be added in proportion to
flow to the aerobic zones. Phosphorus either accumulated in the biomass or chemically
precipitated with alum will be separated from the effluent by the membranes and
removed from the system as waste activated sludge.
To prevent the decrease in alkalinity and resulting depression of pH due to nitrification,
sodium hydroxide can be fed to the pre-anoxic reactors.The sodium hydroxide feed is
controlled via a pH analyzer in each aerobic reactor with dedicated control
loops/chemical feed pumps. Supplemental carbon will be provided to the inlet of the
Post-Anoxic Zones to assist with enhancing total nitrogen removal.
The anaerobic basins, pre-anoxic basins and post anoxic basins all contain submersible
mixers designed to keep solids suspended and the tanks well mixed. The aerobic
reactors and membrane tanks are mixed with fine bubble diffusers and coarse bubble
diffusers, respectively. The diffusers in the aerobic tanks are fed by a system of blowers
located in the mechanical building. The blowers consist of three(3)blowers rated to
provide up to 303 SCFM of air to meet redundancy requirements for Phase II. The
membrane tanks are aerated by a pair of blower packages rated for 924 SCFM each
installed during Phase Ito provide for redundancy. Blowers are sized for Phase II.
Once flow reaches the influent splitter channel,wastewater will flow by gravity through
the train and an intermediate screen until it reaches the MBR Tanks. The intermediate
8

screen will remove any large solids which can damage the membranes. The
intermediate screening consists of a single mechanical screen rated for 2,256 gpm for
peak flows during Phase II. The mechanical screen is equipped with a screw
washer/compactor with a bagger system. A manual bar screen has been provided for
equipment redundancy.
As flow enters the membrane tanks it will either overflow into the RAS/WAS wetwell or
be pulled through the membranes as cleaned effluent for disinfection. Permeate pumps
have been provided to draw water through the membranes and direct it to the permeate
tank before the flow continues to the disinfection process. The installed permeate
pumps are rated at 880 gpm peak flow each and as such are sized for Phase II with 100%
redundancy.
The membranes are currently not installed due to the sensitivity of the membrane
material when not in use but will be provided prior to facility startup. During Phase I
loading conditions,membranes will be operated in the two constructed membrane tanks
in parallel for redundancy requirements. To meet redundancy requirements under
Phase II flow conditions as flow to the CPWRC increases,additional membrane modules
will be added to the membrane system installed in Phase I. The membranes themselves
will require periodic cleaning which will be done in place. This will be accomplished by
reversing the permeated pumps and drawing water from the permeate holding tank
back through the membranes. Added to the reversed flow will be sodium hypochlorite
and/or citric acid as a membrane cleaning agent.
Recycled Activated Sludge/Waste Activated Sludge(RAS/WAS)Pumps rated at 695
gpm each were installed to draw activated sludge from an overflow tank downstream of
the membrane tanks. This RAS from the membrane overflow will be returned to the
head of the MBR train at the influent splitter channel. Suspended solids will be
periodically removed from the MBR system as WAS by a control valve which will direct
flow from the RAS/WAS pumps to the WAS holding tank. The WAS holding tank will
be aerated to maintain aerobic conditions and allow for reducing the volume of volatile
solids through aerobic digestion.
Due to the location of the treatment facility,a packaged odor control system has been
included as part of the secondary treatment process to minimize odors at the CPWRC.
The odor control system has been sized to provide odor control for equipment installed
in Phases I and II.
General design parameters for the MBR system are summarized in Tables 8 through 11.
9

_ Table 8—Bioreactor Equipment
Equipment Phase I Phase II
Biological Trains 2 trains(0.125 MGD 1 train(0.25 MGD)
each)
Anaerobic Zone Mixers 2 (1 in each train) 1 in additional
train
Pre-Anoxic Mixers 2(1 in each train) 1 in additional
train
Nitrate Recycle Pump 2 (1 in each train) 1 in additional
train
Fine Bubble Diffusers 2 (1 in each aerobic 1 in additional
tank) train
Aerobic Blowers 2 3
Post-Anoxic Zone Mixer 2(1 in each train) 1 in additional
train
Odor Control System 1 0
Table 9—Intermediate Screening Channel Equipment
Equipment Phase I Phase II
Mechanical Screen 1 0
Manual Bar Screen 1 0
Screw Washer/Compactor 1 0
Table 10—MBR Equipment
Equipment Phase I Phase II
Scum Skimmer 0 1
Scum Pump Station 0 1
Scum Pump 0 1
MBR Tanks 2 0
Membrane Modules 2 Add additional
membranes to
existing modules
Membrane Diffusers 2 0
Membrane Blowers 2 0
Permeate Pumps 2 0
Permeate Tank 1 0
Table 11 —RAS/WAS Pump Equipment
Equipment Phase I Phase II
RAS/WAS Pumps 2 1 additional
10

Disinfection System
Once flow has passed through the membranes via the permeate pumps, flow will
be directed through a system of parallel, closed-vessel UV banks for disinfection.
The UV banks are designed for a capacity of 0.625 MGD peak flow through each
bank. Two (2)banks were installed to meet Phase I requirements with one (1)
bank serving as a redundant unit. To accommodate Phase II loading, an
additional UV bank was added during construction to meet peak disinfection
requirements for Phase II with one (1)bank out of service.
Table 12-UV Disinfection Equipment
Equipment Phase I Phase II
UV Banks 2 1
Flow which is directed to the RCW storage tank can receive dual disinfection via
chlorination in addition to UV disinfection in the event providing Type 1I RCW
is ever desired. As noted above, the CPWRC is currently permitted for
producing Type 1 RCW. Liquid chlorine can be injected into the RCW
downstream of the UV system to meet residual requirements.
Effluent Pump Station
Flow which will not be sent to the RCW storage tank will be directed to an effluent
pump station. The effluent pump station was designed and constructed to convey
treated effluent through the effluent force main to discharge at the Town of Pittsboro's
WRF for discharge at Outfall No. 1 or redistribution as reclaimed water to 3M via the
RCW distribution system at the Pittsboro WRF. The effluent force main was permitted
under Permit No.WQ0040514 dated January 29,2019. The existing effluent pump
station consists of a precast concrete wet well with lockable aluminum access hatch and
three rail mounted submersible wastewater pumps with VFD controls. Two effluent
pumps rated for 434 gpm were installed to meet Phase I operating conditions. To meet
Phase II redundancy requirements, an additional 434 gpm effluent pump was installed.
Downstream from the pump station is a precast concrete valve vault and meter vault.
The valve vault includes check valves, shut off valves,pressure gauges, and
interconnecting piping. Following the valve vault, a meter vault houses the magnetic
flow meter which will record trends in pump flow and totalize daily volume of treated
wastewater pumped. Above ground by the pump station,a NEMA 4X control panel
contains electrical components, pump controls, and support for instrumentation.
Design parameters for the effluent pump station are summarized in Table 13.
11

Table 13—Effluent Pump Station Equipment
Equipment Phase I Phase II
Effluent Pumps 2 1
Reclaimed Water (RCW) Storage and Pump Station
Effluent from the system which is not pumped to the Pittsboro WRF will be sent to the
Reclaimed Water(RCW)Storage tank at the CPWRC site. The treated effluent meeting
Type 1 standards is acceptable for reuse in many applications including heating and
cooling system make-up water, toilet flush water,irrigation and many industrial and
commercial applications.In addition,the RCW system is designed to meet the needs for
general wash down water,screen system spray wash and site irrigation at the CPWRC.
In the event use of the RCW is ever desired for food chain crops that will not be peeled,
skinned,cooked or thermally processed before consumption will require re-permitting
the facility as at Type 1 RCW generator.
The RCW Storage Tank provides approximately 100,000 gallons of storage in the form of
an above ground,round storage tank. The RCW Storage tank is designed to provide
contact time for chlorination to obtain the necessary disinfection contact time to achieve
Type 2 reclaim water standards if ever required. Two 80 gpm RCW pumps were
installed to draw from the RCW Storage tank to pressurize the plant non-potable system
in Phase I. In Phase II,two(2)additional 695 gpm RCW pumps will be installed to feed
RCW to the Chatham Park RCW distribution system.
Table 14—RCW System Equipment
Equipment Phase I Phase II
RCW Storage Tank 100,000 gallons 0
RCW Pumps 2 (Plant Water) 2 (Distribution System)
Downstream from each pump is a check valve and shut off valve. The combined
discharge header includes a pressure indicating transmitter and control valves for the
RCW and plant water distribution systems or to return the flow back to the RCW tank if
discharge to the RCW and plant water distribution system is low.
Most users of the RCW distribution system will not have alternate means,nor will they
have controls,to operate in the event that RCW is not available. Therefore,in the event
the CPWRC cannot fill the RCW tank,a potable fill line has been provided with an air
12

gap to supplement these water users. Additionally,the plant is equipped to supply
plant water with potable water when necessary.
Provisions have also been made to allow for flexible sizing of the RCW pumps in the
future as the demand for RCW increases within the RCW distribution system.
Waste Activated Sludge (WAS)Holding Tank
The 130,000-gallon WAS holding tank has been designed and constructed to meet the
required capacity to hold the sludge generated from the 0.5 MGD CPWRC constructed
under Phase II. A second identical sludge holding tank will be constructed in the future
to accommodate the additional sludge generated at build out by the 1.0 MGD CPWRC.
The existing WAS holding tank includes two positive displacement blower packages
and coarse bubble diffusers. A sludge pump has been provided to transfer solids from
the sludge holding tank to a truck loading station to be taken offsite for additional
treatment/disposal.
The WAS holding tanks are sized to provide approximately 30 days sludge storage
capacity at 0.5 MGD of average plant flow with one tank and 1.0 MGD of average plant
flow with two tanks.
Duplexpositive displacement(PD)blowers rated at 550 SCFM each and coarse bubble
P p
diffusers have been provided for aeration to maintain DO concentrations in the tanks
and keep the tanks well mixed.Decanters have been provided to remove supernatant
water above the solids which will be return to the influent pump station for treatment.
Trucks will be used for removing solids from the WAS holding tanks. A truck loading
station, including a curbed area for spill containment,has been provided at the WAS
holding tank. A positive displacement solids pump rated at 250 gpm has been provided
to pull solids from the WAS holding tank and convey to a truck for transport. This will
allow solids to be hauled by a licensed contractor to an approved location for sludge
treatment/disposal.
To minimize odors at the WAS holding tank, the tank has been equipped with a
packaged odor control system.Design of the WAS holding tank system is summarized
in Table 15.
13

Table 15—WAS Holding Tank Equipment
Equipment Phase I Phase II
WAS Tank 1 (130,000 gallons) 0
Decant Assembly 1 0
Blowers 2 0
Sludge Pumps 1 0
Odor Control System 1 0
Chemical Feed Systems
The MBR system is designed to provide effluent TN concentrations less than 3.69 mg/L
and TP concentrations less than 0.145 mg/L as shown in Table 4 above. To achieve the
require low effluent TN and TP limits,chemical addition will be required. In addition,
chemical addition has been provided so that a disinfection residual may be maintained
in the generated RCW if ever required and to provide for chemical cleaning of the
membranes installed as part of the MBR process.
Each system requiring bulk chemical feed tanks was sized and constructed to include
30-days of storage and provide sufficient volume to receive a full 4,000-gallon truck of
chemical assuming that 15 days'worth of chemical remain in the chemical storage tank
at the time of fill up. If the chemical being stored degrades or is substantially less than a
full truck load,the tanks were sized to receive half truckloads of chemicals while still
holding 15 days'worth of chemical. Provisions were made to use totes and barrels
where smaller volumes of chemicals will be required. The totes and barrels were located
and sized so that a full tote or barrel can be placed next to the barrel or tote currently in
use. Tanks and piping were heat traced and insulated to the design requirements of the
chemicals being contained. Totes or barrels received heat blankets to prevent freezing
and protect from precipitation when required.
All chemicals are stored in a concrete containment area designed to contain 110%of the
largest storage tank capacity with 6 inches of freeboard to accommodate rainfall.
Containment areas will be specific for each chemical being stored to prevent any
potential contact and reactions of chemicals should a leak occur.
The operating pH of the bioreactors must be maintained at greater than a pH of 7.2 to
avoid inhibiting nitrification kinetics. Also,the nitrification process consumes about 7.14
mg/L of alkalinity as CaCO3 for each 1.0 mg/L of ammonia nitrified. Therefore,
alkalinity addition with sodium hydroxide feed has been included at the CPWRC to
control pH to optimize the nitrification process. Two(2) peristaltic chemical feed pumps
were installed to feed NaOH to the influent channel ahead of the MBR process during
Phase Ito meet redundancy requirements. These pumps were sized for Phase II to meet
14

chemical dosing demands. The feed rate of sodium hydroxide pumps will be controlled
based on feedback from a pH analyzer in the aerobic zones in each train. The design of
the sodium hydroxide feed system is summarized in Table 16.
Table 16—Sodium Hydroxide Chemical Feed System Equipment
Equipment Phase I Phase II
NaOH Feed Pumps 2 0
The denitrification process is an anoxic biological process that reduces the nitrate
produced in the aerobic biological process to nitrogen gas.To optimize the
denitrification process,a supplemental carbon feed system provided. This system
consisting of dedicated peristaltic chemical feed pumps with a single pump feeding to
the post-anoxic zones of each treatment train as residual BOD is likely not sufficient to
allow for complete denitrification. During Phase I,three(3)chemical feed pumps were
provided to feed each train with one serving as a spare. In Phase II, an additional
chemical feed pump was added to feed the 0.25 MGD train. The carbon feed system will
provide additional BOD to the post-anoxic zone to supplement biological metabolic
processes and allow nitrate to be effectively reduced to nitrogen gas to meet effluent TN
limits.In addition,the redundant peristaltic chemical feed pump will be utilized during
low-loading,startup conditions to feed carbon into the inlet splitter box as a seeding
source for startup.The carbon source chemical feed will be flow paced based on the flow
into the reactors and the measured residual nitrate coming out of the aerobic zone. The
design of the carbon feed system is summarized in Table 17.
Table 17—Supplemental Carbon Chemical Feed System Equipment
Equipment Phase I Phase II
Carbon Feed Pumps 3 1
The primary means for reduction of total phosphorus is luxury biological uptake.
However,to meet the proposed seasonal effluent limits indicated above, additional
phosphorus removal will be required through chemical precipitation using alum and
filtration with the MBR membrane system. The alum feed system will be flow paced
based on flow into the treatment trains. In Phase I,two(2)chemical feed pumps were
provided to feed to the aerobic zones of each treatment train;one(1)chemical feed
pump was also provided to feed to the supernatant overflow coming off of the WAS
holding tank which can be a significant source of TP;and one(1)pump was provided to
serve as a redundant pump for a total of four(4)chemical feed pumps. In Phase II,an
additional chemical feed pump was added to feed the aerobic zone in the third train.
The design of the alum feed system for precipitation of phosphorus is summarized in
Table 18.
15

Table 18-Alum Chemical Feed System Equipment
Equipment Phase I Phase II
Alum Feed Pumps 4 1
In Phase I, two(2) NaOCI chemical feed pumps were provided to function as chemical
cleaning pumps for the membranes. These pumps will.dose chlorine to the permeate
being back-fed through the membranes for periodic chemical cleaning as outlined
above.
To meet the requirements to allow future re-permitting to a Type 2 RCW generating
facility,the RCW will need to have the ability to be provided with dual disinfection,
which will include UV disinfection and chlorination to provide a residual.The sodium
hypochlorite feed system was provided in Phase II consisting of two(2) additional
peristaltic chemical feed pumps with one(1)pump serving as a redundant unit for
feeding the RCW discharge if RCW meeting Type 2 standards is ever permitted. These
pumps will be flow paced based on flow into the RCW Storage Tank. The design of the
chlorine feed system for the chlorination of RCW and membrane cleaning is
summarized in Table 19.
Table 19-NaOCI Chemical Feed System Equipment
Equipment Phase I Phase II
NaOC1 Feed Pumps 2 Membrane Cleaning 2 RCW Feed
In addition to chemically cleaning the membranes with chlorine,the membranes in the
MBR will require periodic cleaning with citric acid. The citric acid system provided in
Phase I consists of one(1)chemical feed pump which will draw from drums placed in
the chemical storage area and feed to the membranes at the permeate pumps. Due to the
infrequent nature of chemical cleaning operations and the ability to sufficiently plan for
a chemical cleaning operation,no redundant pump has been provided. The design of
the citric acid feed system for periodic membrane chemical cleaning is summarized in
Table 20.
Table 20-Citric Acid Clean in Place System Equipment
Equipment Phase I Phase II
Citric Acid Feed Pump 1 0
16

UPDATED ATC Permit
Application

BIZ State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
SECTION 1: INSTRUCTIONS AND INFORMATION
A. The Division of Water Resources will accept this application package for review only if all of the items are provided and the
application is complete.Failure to submit all of the required items will result in the application package being returned as incomplete
per 15A NCAC 02T.0105(b).
B. Plans and specifications must be prepared in accordance with 15 NCAC 02H.0100, 15A NCAC 02T,North Carolina General Statute
133-3, North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES
Wastewater Treatment Facilities.
C. The plans and specifications submitted must represent a completed final design that is ready to advertise for bid.
D. Any content changes made to this Form ATC-12-14 shall result in the application package being returned.
E. The Applicant shall submit ONE ORIGINAL and ONE DIGITAL COPY (CD) of the application, all supporting documentation and
attachments. All information must be submitted bound or in a 3-ring binder, with a Section tab for each Section, except the
Engineering Plans.
F. Check the boxes below to indicate that the information is provided and the requirements are met.
G. If attachments are necessary for clarity or due to space limitations, such attachments are considered part of the application
package and must be numbered to correspond to the item referenced.
H. For any project that requires review under the State Environmental Policy Act(SEPA), an Authorization to Construct cannot be
issued prior to the completion of a State Clearinghouse advertisement period for a FONSI, EIS,etc.unless the project qualifies for
a Determination of Minor Construction Activity.
I. For more information,visit the Division of Water Resources web site at:https://deq.nc.gov/about/divisions/water-resources/water-
resou rces-permits/wastewater-branch/npdes-wastewater/authorization-to-construct.
J. In addition to this Authorization to Construct,the Applicant should be aware that other permits may be required from other Sections
of the Division of Water Resources(for example: reclaimed water facilities permits;Class A or B biosolids residuals permit).
SECTION 2:APPLICANT INFORMATION AND PROJECT DESCRIPTION
A. APPLICANT
Applicant's name Chatham Park Investors LLC
Signature authority's name per 15A NCAC 02T.0106(b) Timothy R.Smith
Signature authority's title Vice President
Complete mailing address 105 Weston Estates Way,Cary, NC 27513
Telephone number [phone]
Email address [e-mail]
B. PROFESSIONAL ENGINEER
Professional Engineer's name Joshua A Powell, PE
Professional Engineer's title Project Engineer
North Carolina Professional Engineer's License No. 046998
Firm name McKim&Creed
Firm License number F1222
Complete mailing address 1730 Varsity Drive,Suite 500, Raleigh, NC 27606
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 1

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
Telephone number [phone]
Email address [e-mail]
C. NPDES PERMIT
NPDES Permit number Town of Pittsboro NPDES Permit 0020354
Current Permitted flow(MGD)—include permit
flow phases if applicable 1.249 MGD(Outfall 001 to Robeson Creek)
D. PROJECT DESCRIPTION
Provide a brief description of the project:This Project includes the construction of the Chatham Park Water Recovery Center
(CPWRC). The design capacity of the facility is 0.5 MGD which was constructed in two(2)phases. The initial phase includes two
(2)parallel 0.125 MGD MBR trains. The second phase included construction of one(1)0.25 MGD parallel train. The design
build-out capacity of the plant is 1.0 MGD. The CPWRC is designed as a conjunctive use facility providing effluent quality
meeting requirements for discharge at the existing Town of Pittsboro WWTP Outfall 001 at Robeson Creek in accordance with
the NPDES permit requirements as well as to meet the requirements of Type 1 RCW for reuse applications. Treated effluent is
will be conveyed to the Pittsboro WWTP site via a dedicated effluent FM which discharges to the existing UV channel structure
at the plant for disposal.
SECTION 3:APPLICATION ITEMS REQUIRED FOR SUBMITTAL FOR ALL PROJECTS
A. Cover Letter
® The letter must include a request for the Authorization to Construct;the facility NPDES Number; a brief project description
that indicates whether the project is a new facility,facility modification,treatment process modification,or facility expansion;
the construction timeline;and a list of all items and attachments included in the application package.
® If any of the requirements of 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute 133-3, North Carolina
General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment
Facilities are not met by the proposed design,the letter must include an itemized list of the requirements that are not met.
B. NPDES Permit
® Submit Part I of the Final NPDES permit for this facility that includes Part A(Effluent Limitations and Monitoring Requirements)
for the monthly average flow limit that corresponds to the work that is requested for this project.—Included is the NPDES
Permit for the Pittsboro WRF discharging to Robeson Creek.
C. Special Order by Consent
❑ If the facility is subject to any Special Orders by Consent(SOC),submit the applicable SOC.
® Not Applicable.
D. Finding of No Significant Impact or Record of Decision
❑ Submit a copy of the Finding of No Significant Impact or Record of Decision for this project.
❑ Provide a brief description of any of the mitigating factors or activities included in the approved Environmental Document
that impact any aspect of design of this project,if not specified in the Finding of No Significant Impact or Record of Decision.
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 2

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
Not Applicable.
E. Engineering Plans
® Per 15A NCAC 02T.0504(c)(1),submit one set of detailed plans that have been signed,sealed and dated by a North Carolina
Licensed Professional Engineer.
® Per 21 NCAC 56.1103(a)(6),the name,address and License number of the Licensee's firm shall be included on each sheet of
the engineering drawings.
❑ Plans must be labeled as follows: FINAL DRAWING—FOR REVIEW PURPOSES ONLY—NOT RELEASED FOR CONSTRUCTION.—
Drawings are labeled"Phase II Final Design Issued for Construction"as this is a Design Build Project.
Z 15A NCAC 02H .0124 requires multiple (dual at a minimum) components such as pumps, chemical feed systems, aeration
equipment and disinfection equipment. Is this requirement met by the design? ® Yes or ❑ No. If no, provide an
explanation:
Plans shall include:
Z Plans for all applicable disciplines needed for bidding and construction of the proposed project(check as appropriate):
® Civil ❑ Not Applicable
® Process Mechanical ❑ Not Applicable
® Structural ❑ Not Applicable
Electrical 0 Not Applicable
® Instrumentation/Controls 0 Not Applicable
® Architectural ❑ Not Applicable
® Building Mechanical 0 Not Applicable
® Building Plumbing ❑ Not Applicable
® Plan and profile views and associated details of all modified treatment units including piping,valves,and equipment(pumps,
blowers, mixers,diffusers,etc.)
® Are any modifications proposed that impact the hydraulic profile of the treatment facility?®Yes or❑ No. If yes, provide
a hydraulic profile drawing on one sheet that includes all impacted upstream and downstream units. The profile shall include
the top of wall elevations of each impacted treatment unit and the water surface elevations within each impacted treatment
unit for two flow conditions: (1)the NPDES permitted flow with all trains in service and (2)the peak hourly flow with one
treatment train removed from service.
® Are any modifications proposed that impact the process flow diagram or process flow schematic of the treatment facility?
®Yes or❑No. If yes,provide the process flow diagram or process flow schematic showing all modified flow paths including
aeration, recycle/return,wasting,and chemical feed,with the location of all monitoring and control instruments noted.
F. ® Engineering Specifications
® Per 15A NCAC 02T.0504(c)(2),submit one set of specifications that have been signed,sealed and dated by a North Carolina
Licensed Professional Engineer.
® Specifications must be labeled as follows: FINAL SPECIFICATIONS — FOR REVIEW PURPOSES ONLY — NOT RELEASED FOR
CONSTRUCTION.
Specifications shall include:
® Specifications for all applicable disciplines needed for bidding and construction of the proposed project (check as
appropriate):
® Civil ❑ Not Applicable
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 3

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
® Process Mechanical ❑ Not Applicable
® Structural El Not Applicable
• Electrical El Not Applicable
• Instrumentation/Controls ❑ Not Applicable
El Architectural Z Not Applicable
El Building Mechanical ® Not Applicable
❑ Building Plumbing ® Not Applicable
® Detailed specifications for all treatment units and processes including piping, valves, equipment (pumps, blowers, mixers,
diffusers,etc.),and instrumentation.
® Means of ensuring quality and integrity of the finished product including leakage testing requirements for structures and
pipelines,and performance testing requirements for equipment.
® Bid Form for publicly bid projects.—Not included as this is a Design-Build project.
G. Construction Sequence Plan
® Construction Sequence Plan such that construction activities will not result in overflows or bypasses to waters of the State.
The Plan must not imply that the Contractor is responsible for operation of treatment facilities. List the location of the
Construction Sequence Plan as in the Engineering Plans or in the Engineering Specifications or in both:A detailed construction
sequencing plan is not included in the Specifications as this project will not impact the operation of any existing treatment or
collection system as this is a new facility. As a Design-Build project,this project was performed and administered under the
direction of the Design Engineer.
H. Engineering Calculations
® Per 15A NCAC 02T.0504(c)(3),submit one set of engineering calculations that have been signed,sealed and dated by a North
Carolina Licensed Professional Engineer;the seal,signature and date shall be placed on the cover sheet of the calculations.
For new or expanding facilities and for treatment process modifications that are included in Section 4.C,the calculations shall
include at a minimum:
® Demonstration of how peak hour design flow was determined with a justification of the selected peaking factor.
® Influent pollutant loading demonstrating how the design influent characteristics in Section 4.B.2 of this form were
determined.
® Pollutant loading for each treatment unit demonstrating how the design effluent concentrations in Section 4.B.2 of this form
were determined.
® Hydraulic loading for each treatment unit.
® Sizing criteria for each treatment unit and associated equipment(blowers, mixers,pumps,etc.)
Z Total dynamic head (TDH)calculations and system curve analysis for each pump specified that is included in Section 4.C.6.
® Buoyancy calculations for all below grade structures.
Z Supporting documentation that the specified auxiliary power source is capable of powering all essential treatment units.
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 4

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
I. Permits
® Provide the following information for each permit and/or certification required for this project:
Permit/ If Not Issued Provide
Not Date Date Certification Status and Expected
Permit/Certification Applicable Submitted Approved Number Issuance Date
Dam Safety X
Soil Erosion and Sediment Control 04/25/18 05/14/18 2017-06467
USCOE /Section 404 Permit X
Water Quality Certification(401) X
USCOE/Section 10 X
Stormwater Management Plan 11/17/17 02/01/18 SWP 2017
12
CAMA X
NCDOT Encroachment Agreement 12/01/17 01/09/18 19.1056
Railroad Encroachment Agreement X
Other:Site Plan Approval(Town of 06/08/17 01/26/18
Pittsboro)
J. Residuals Management Plan
® For all new facilities, expanding facilities, or modifications that result in a change to sludge production and/or sludge
processes, provide a Residuals Management Plan meeting the requirements of 15A NCAC 02T .0504(i) and 15A NCAC 02T
.0508.the Plan must include:
® A detailed explanation as to how the generated residuals(including trash,sediment and grit)will be collected, handled,
processed,stored,treated,and disposed.
® An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
® A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
® If oil,grease,grit or screenings removal and collection is a designated unit process,a detailed explanation as to how the
oil/grease will be collected,handled,processed,stored and disposed.
LI Not Applicable.
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 5

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL OUALIT APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
SECTION 4: PROJECT INFORMATION
A. WASTEWATER TREATMENT PLANT FLOW INFORMATION—COMPLETE FOR NEW OR EXPANDING FACILITIES
1. Provide the following flow information:
Plant Flows
Existing Plant Design 0.5 MGD
Current NPDES Permit Limit 1.249 MGD(Outfall 001 to Robeson Creek)
Current Annual Average
(past 12 months) 0 MGD
For Past 12 Months: For Past 24 Months:
Start Date: 10/2019 Start Date: 10/2018
End Date: 10/2020 End Date: 10/2020
Maximum Month 0 MGD 0 MGD
Maximum Day 0 MGD 0 MGD
Peak Hour 0 MGD 0 MGD
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 6

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
B. WASTEWATER TREATMENT FACILITY DESIGN INFORMATION—COMPLETE FOR NEW OR EXPANDING FACILITIES AND
FOR TREATMENT PROCESS MODIFICATIONS
1. Have all of the requirements of 15 NCAC 02H.0100, 15A NCAC 02T,North Carolina General Statute 133-3,North Carolina
General Statute 143-215.1,and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment
Facilities been met by the proposed design and specifications?®Yes or❑ No. If no, provide justification as to why the
requirements are not met,consistent with 15A NCAC 02T.0105(n):
2. Provide the design influent and effluent characteristics that are used as the basis for the project design,and the NPDES
permit limits for the following parameters:
Project Basis of Design
Design Influent Design Influent
Influent Concentration Load
Concentration- (Must be (Must be
Current Annual supported by supported by Design Effluent
Average(past Engineering Engineering
12 months)if Calculations Calculations Concentration and/or NPDES Permit Limits
Parameter Available [Section 3.H]) [Section 3.H]) Load (monthly average)
Ammonia Nitrogen 1 mg/L Summer 2.0 mg/L Summer
(NH3-N) N/A mg/L 70 mg/L 292 lb/day
1 mg/L Winter 2.0 mg/L Winter
Biochemical 5 mg/L Summer 5.0 mg/L Summer
Oxygen Demand N/A mg/L 558 mg/L 2,327 lb/day
(BOD5) 5 mg/L Winter 10.0 mg/L Winter
Fecal Coliform 3 per 100 mL 200 per 100 mL
Nitrate+Nitrite
Nitrogen(NO3-N + N/A mg/L Monitor&Report
NO2-N)
Total Kjeldahl N/A mg/L 80 mg/L 334 lb/day
Nitrogen
3.69 mg/L Monitor&Report
Total Nitrogen
5,616 lb/year Monitor&Report
0.145 mg/L 2.0 mg/L(Quarterly
Total Phosphorus N/A mg/L 12 mg/L 50 lb/day Average)
221 lb/year 322 lbs(Apr. 1—Oct.
31)
Total Suspended N/A mg/L 240 mg/L 1,001 lb/day 5 mg/L 30.0 mg/L
Solids(TSS)
3. Based on the"Project Basis of Design"parameters listed above,will the proposed design allow the treatment facility to
meet the NPDES Permit Limits listed above?®Yes or❑ No. If no,describe how and why the Permit Limits will not be
met:
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 7

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
4. Per 15A NCAC 02T.0505(1), by-pass and overflow lines are prohibited. Is this condition met by the design?®Yes or❑ No
If no,describe the treatment units bypassed, why this is necessary,and where the bypass discharges:
5. Per 15A NCAC 02T.0505(k),multiple pumps shall be provided wherever pumps are used. Is this condition met by the
design?®Yes or❑ No. If no,provide an explanation:
6. Per 15A NCAC 02T.0505(1), power reliability shall be provided consisting of automatically activated standby power supply
onsite capable of powering all essential treatment units under design conditions,or dual power supply shall be provided
per 15A NCAC 02H.0124(2)(a). Is this condition met by the design? ®Yes or❑ No. If no,provide(as an attachment
to this Application)written approval from the Director that the facility:
➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks,and
➢ Has sufficient storage capacity that no potential for overflow exists,and
➢ Can tolerate septic wastewater due to prolonged detention.
7. Per 15A NCAC 02T.0505(o),a minimum of 30 days of residual storage shall be provided. Is this condition met by the
design? ®Yes or❑ No. If no,explain the alternative design criteria proposed for this project in accordance 15A NCAC
02T.105(n):
8. Per 15A NCAC 02T.0505(q),the public shall be prohibited from access to the wastewater treatment facilities. Explain how
the design complies with this requirement:The CPWRC site will be fenced in with a gate to limit site access.
9. Is the treatment facility located within the 100-year flood plain? ❑Yes or® No. If yes,describe how the facility is
protected from the 100-year flood:
C. WASTEWATER TREATMENT UNIT AND MECHANICAL EQUIPMENT INFORMATION-COMPLETE FOR NEW OR
EXPANDING FACILITIES AND FOR MODIFIED TREATMENT UNITS
1. PRELIMINARY AND PRIMARY TREATMENT(i.e., physical removal operations and flow equalization):
No.of Plan Sheet Specification Calculations
Treatment Unit Type Size per Unit Provided?
Units Reference Reference
(Yes or No)
Manual Bar Screen N/A MGD at peak hourly flow
Mechanical Bar Yes
2 Escalator 1.25 MGD at peak hourly flow M10 46 21 11.01
Screen
Grit Removal N/A MGD at peak hourly flow
Flow Equalization N/A gallons
Primary Clarifier N/A Circular ft diameter; ft side
water depth
Primary Clarifier N/A Rectangular square feet; ft side
water depth
Other 1 Screw Washer 70 ft3/hr M10 46 21 73.01 Yes
Compactor
Screw
Other 1 Conveyor 177 ft3/hr M10 46 21 76 Yes
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 8

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
2. SECONDARY TREATMENT(BIOLOGICAL REACTORS AND CLARIFIERS)(i.e., biological and chemical processes to remove
organics and nutrients)
No.of Plan Sheet Specification Calculations
Treatment Unit Provided?
Units Type Size per Unit Reference Reference
(Yes or No)
Aerobic Zones/ Yes
3 Concrete (2)32,315 gallons M25 03 30 00
Tanks (1)69,000 gallons
Anoxic Zones/ Pre- (2) 13,500 gallons Yes
Tanks 3 Anoxic/Concrete (1)29,000 gallons M25 03 33 00
Anaerobic Yes
3 Concrete (2)9,425 gallons M25 03 33 00
Zones/Tanks (1)21,000 gallons
Sequencing Batch N/A gallons
Reactor(SBR)
Membrane Yes
Bioreactor(MBR) 2 Concrete 4,170 gallons M25 46 61 33
Secondary ft diameter; ft
Clarifier N/A Circular side water depth
Secondary N/A Rectangular square feet; ft
Clarifier side water depth
Other 3 Post- (2)8,000 gallons Yes
M25 03 33 00
Anoxic/Concrete (1) 19,000 gallons
Other 1 Intermediate Yes
3.25 MGD M25.2 46 21 11.02
Escalator Screen
Other 1 Manual Bar Rack 3.25 MGD M25.2 Drawings No
Other 1 Screw Yes
70 ft3/hr M25.2 46 21 73.02
Washer/Compactor
Other 1 Scum Skimmer 60 gpm M25.3 Drawings No
3. TERTIARY TREATMENT
No.of Plan Sheet Specification Calculations
Treatment Unit Provided?
Units Type Size per Unit Reference Reference
(Yes or No)
Tertiary Clarifier Circular ft diameter; ft
side water depth
Tertiary Clarifier Rectangular square feet; ft
side water depth
Tertiary Filter square feet
Tertiary Membrane square feet
Filtration
Post-Treatment
Flow Equalization -- gallons
Post-Aeration gallons
Other
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 9

State of North Carolina
IhrIZ Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
4. DISINFECTION
No.of Plan Sheet Specification Calculations
Treatment Unit Provided?
Units Type Size per Unit Reference Reference
(Yes or No)
0.625 MGD per bank at peak Yes
Ultraviolet Light 3 Parallel hourly flow; 1 number of M20 46 66 16
banks; 32 number of
lamps/bank
Chlorination 1 Liquid 100,000 gallons M30 43 21 16.05 Yes
Dechlorination (Gas; gallons of contact
tablet; liquid) tank/unit
5. RESIDUALS TREATMENT
No.of Plan Sheet Specification Calculations
Treatment Unit Provided?
Units Type Size per Unit Reference Reference
(Yes or No)
Gravity Thickening square feet; ft side
Tank water depth
Mechanical
Thickening/ dry lb/hour
Dewatering
Aerobic Digestion 1 Bolted Steel 130,000 gallons M40 Drawings Yes
Anaerobic
Digestion gallons
Composting dry lb/hour
Drying dry lb/hour
Other 1 Truck Loading N/A M40 03 33 00 No
6. PUMP SYSTEMS(include influent,intermediate, effluent,major recycles,waste sludge,thickened waste sludge and plant
drain pumps)
No.of Capacity of Plan Sheet Specification
Location Pumps Purpose Type each pump Reference Reference
GPM TDH
Influent Pump 3 Influent Pumps Submersible 434 40 M15 43 21 13.01
Station
Transfer Pump 2 Raw Wastewater Submersible 434 100 M5 43 21 13.06
Station Transfer _
Aerobic Zones of 2 Nitrate Recycle Recirculation Wall 347 0.3 M25 43 21 13.02
0.125 MGD Trains Pump Pump
Aerobic Zone of 0.25 Nitrate Recycle Recirculation Wall
MGD Train 1 Pump Pump 694 1.2 M25 43 21 13.02
RAS/WAS Wetwell 3 RAS/WAS Pump Submersible 695 25 M25 43 21 13.03
Mechanical Room 2 MBR Pumps eate ReversibleLobeRotary 880 40 M20 43 21 26.01
_
Pump Scum to WAS
Scum Pump Station 1 Holding Tank Submersible 60 29 M25.1 Drawings
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 10

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
Pump Thickened Reversible Rotary
Truck Loading Pad 1 Sludge to Loading Lobe 250 8 M45.0 43 21 26.02
Pad
Effluent Pump 3 Effluent Pump Submersible 434 89 M50.0 43 21 13.04
Station
RCW Pumps to Plant
RCW Pump Station 2 Reuse Water Dry Pit 80 229 M55.0 43 21 13.05
System
RCW Pump Station 2 RCW Pumps to RCW Dry Pit 695 396 M55.0 43 21 13.05
Distribution System
Raw Wastewater Phase I Raw
Transfer Pump 2 Wastewater Submersible 200 86 M05.0 43 21 13.06
Station Transfer
Raw Wastewater Phase II Raw
Transfer Pump 3 Wastewater Submersible 1,085 173 M05.0 43 21 13.06
Station Transfer
7. MIXERS
No.of Power of Plan Sheet Specification
Location Mixers Purpose Type each(HP)
Mixer Reference Reference
Anaerobic Zones of 2 Mixing Submersible 1.8 M25 46 41 23
0.125 MGD Trains
Anaerobic Zone of 1 Mixing Submersible 3.6 M25 46 4123
0.25 MGD Train
Pre Anoxic Zones of 2 Mixing Submersible 1.8 M25 46 41 23
0.125 MGD Trains
Pre Anoxic Zone of 1 Mixing Submersible 3.6 M25 46 41 23
0.25 MGD Train
Post Anoxic Zones of 2 Mixing Submersible 1.8 M25 46 41 23
0.125 MGD Trains
Post Anoxic Zone of 1 Mixing Submersible 3.6 M25 46 4123
0.25 MGD Train
8. BLOWERS
Capacity of
No.of Plan Sheet Specification
Location Blowers Purpose Type each
(CFM)Blower Reference Reference
Mechanical Room 3 Aerobic Zone Rotary Lobe 303 SCFM M20 43 11 33.01
Blower
Mechanical Room 2 Membrane Blowers Rotary Lobe 924 SCFM M20 46 61 17
WAS Holding Tank 2 Holding Tank Helical Lobe 805 SCFM M40 43 11.33.02
Blowers
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 11

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
9. ODOR CONTROL
No.of Plan Sheet Specification
Location Units Purpose Type Reference Reference
Ventilate
Headworks 1 Headworks and Dry Chemical Scrubber M10.0 44 3121
Influent Pump
Station Structures
Bioreactors 1 Ventilate Bioreactor Dry Chemical Scrubber M20.0 44 31 21
Structure
WAS Holding Tank 1 Ventilation of WAS Dry Chemical Scrubber M40.0 44 31 21
Holding Tank
D. SETBACKS—COMPLETE FOR NEW WASTEWATER TREATMENT STRUCTURES
1. The minimum distance for each setback parameter to the wastewater treatment/storage units per 15A NCAC 02T.0506(b)
are as follows:
Minimum Distance Is Minimum Distance
Required from Nearest Requirement met by the
Setback Parameter Design?If"No",identify
Treatment/Storage Setback Waivers in Item D.2
Unit
Below
Any habitable residence or place of assembly under separate 100 ft ®Yes ❑ No
ownership or not to be maintained as part of the project site
Any private or public water supply source 100 ft ®Yes ❑ No
Surface waters(streams—intermittent and perennial,perennial 50 ft ®Yes ❑ No
waterbodies,and wetlands)
Any well with exception of monitoring wells 100 ft ®Yes ❑ No
Any property line 50 ft ®Yes ❑ No
2. Have any setback waivers been obtained per 15A NCAC 02T .0506(d)? ❑ Yes or ® No. If yes, have these waivers been
written, notarized and signed by all parties involved and recorded with the County Register of Deeds? ❑Yes or ❑ No. If
no,provide an explanation:
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 12

Birc State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
SECTION 5:APPLICATION CERTIFICATION BY PROFESSIONAL ENGINEER
Professional Engineer's Certification per 15A NCAC 02T.0105:
I,Joshua A Powell, PE, attest that this application package for an Authorization to Construct
(Typed Name of Professional Engineer)
for the Chatham Park Water Recovery Center
(Facility and Project Name)
was prepared under my direct supervisory control and to the best of my knowledge is accurate,complete and consistent
with the information supplied in the engineering plans,specifications,calculations,and all other supporting
documentation for this project. I further attest that to the best of my knowledge the proposed design has been
prepared in accordance with all applicable regulations and statutes, 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina
General Statute 133-3, North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design
Criteria for NPDES Wastewater Treatment Facilities, and this Authorization to Construct Permit Application,except as
provided for and explained in Section 4.B.1 of this Application. I understand that the Division of Water Resources'
issuance of the Authorization to Construct Permit may be based solely upon this Certification and that the Division may
waive the technical review of the plans,specifications,calculations and other supporting documentation provided in this
application package. I further understand that the application package may be subject to a future audit by the Division.
Although certain portions of this submittal package may have been prepared,signed and sealed by other professionals
licensed in North Carolina, inclusion of these materials under my signature and seal signifies that I have reviewed the
materials and have determined that the materials are consistent with the project design.
I understand that 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 with written signature placed over or adjacent to the seal and dated:
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 13

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
SECTION 6: APPLICATION CERTIFICATION BY APPLICANT
Applicant's Certification per 15A NCAC 02T.0106(b):
I, Timothy Smith,Vice President, attest that this application package for an Authorization to Construct
(Typed Name of Signature Authority and Title)
for the Chatham Park Water Recovery Center
(Facility and Project Name)
has been reviewed by me and is accurate and complete to the best of my knowledge. 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. I further certify that in
accordance with 15A NCAC 02T.0120(b),the Applicant or any affiliate has not been convicted of environmental crimes,
has not abandoned a wastewater facility without proper closure, does not have an outstanding civil penalty where all
appeals have been abandoned or exhausted, are compliant with any active compliance schedule, and does not have any
overdue annual fees.
I understand that the Division of Water Resources' issuance of the Authorization to Construct Permit may be based
solely upon acceptance of the Licensed Professional Engineer's Certification contained in Section 5, and that the Division
may waive the technical review of the plans, specifications, calculations and other supporting documentation provided
in this application package. I further understand that the application package may be subject to a future audit.
A and14 -21 B anyperson who knowingly makes
I understand that in accordance with General Statutes 143 215 b 3 5 6 g y
any false statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor,
which may include a fine not to exceed $10,000, as well as civil penalties up to$25,000 per violation.
Signature: Date:
THE COMPLETED APPLICATION AND SUPPORTING INFORMATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER RESOURCES/NPDES
By U.S. Postal Service By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET, 9TH FLOOR
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604
TELEPHONE NUMBER: [phone]
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 14

UPDATED Process Flow
Diagram

UPDATED Hydraulic
Profile

UPDATED Transfer
Pump Station Drawings

Transfer Pump
Specifications

SECTION 43 21 13.06—TRANSFER PUMPS
PART I -GENERAL
1.1 SUMMARY
A. Work under this section includes the furnishing of all labor, materials, and equipment for the
installation of two(2) Standard Duty Raw Wastewater Transfer Pumps installed within the raw
wastewater Transfer Pump Station at the head of the CPWRC. One(1) pump shall function as
the duty pump with one (1) pump functioning as a redundant unit. Raw wastewater will be
transferred to the Town of Pittsboro's WRF prior to startup of the CPWRC when loading is
insufficient to sustain the biological treatment process.
1.2 SUBMITTALS
A. Manufacturer shall submit shop drawings, cut sheets, motor sizes, pump curves, equipment and
installation dimensions, detailed performance metrics, installation instructions, testing data,
control system and logic,and operation and maintenance manuals
1.3 PRODUCT WARRANTIES
A. Provide a minimum 1 year parts,material,and labor warranty for all equipment from the date of
full facility substantial completion.
PART 2-PRODUCTS
2.1 GENERAL REQUIREMENTS
1. All equipment required for operation of the Transfer Pumps shall be provided for a
complete and operable system as necessary to provide transfer of raw wastewater from
the CPWRC to the Pittsboro WRF. Equipment to be provided includes explosion proof
motor, propeller, pump volute, pump supports, guide pipe and controls necessary for
operation and ready for use.
2. Design Requirements
a. System shall consist of two (2) Standard Duty pumps with each sized to provide
flow from the transfer pump station.
b. Standard Duty Pump Rate(each): 434 GPM @ 100 ft TDH
3. Process Connections
a. Pumps shall be mounted within the Transfer Pump Station.
b. Standard Duty Pump Discharge: 4"
2.2 SUPPLIED SYSTEMS
A. Standard Duty Influent Pumps
1. Pumps shall be as manufactured by KSB,Grundfos,Gould or Engineer Approved Equal
2. Pump shall be equipped with a 30 HP inverter duty rated motor with service rating of
480v/3ph/60hz
3. Motor shall be equipped with thermal sensors and windings which will shut the motor
down in the event of high temperature operating conditions
4. Pump shall be provided with a 50 ft power cable
5. Motor casing shall be cast iron AISI A48 Class 35B coated with 2-component epoxy
coating for increased abrasion resistance
Chatham Park WWRF 43 21 13.06- 1
01561-0010 April 27,2021

6. Oil chamber shall be cast iron AISI A48 Class 35B coated with 2-component epoxy
coating for increased abrasion resistance
7. Propeller shall be cast iron SISI A48 Class 35B coated with 2-component epoxy coating
P P Y
for increased abrasion resistance
8. Motor shaft shall be chrome steel A 276 Type 410 T
9. Screws shall be acid-proof stainless steel
10. A cast iron A 48 Class 35B bracket shall be utilized for installation
11. All hardware shall be of a stainless steel construction including wall flange, guide pipe
and upper fixing bracket
12. Transfer Pumps shall be equipped with VFD controls capable of receiving PLC pump
motor speed commands via analog control signals. VFD shall allow for maximum turn
down of the pump motor speed to maintain level within the transfer pump station
wetwell.
PART 3 - EXECUTION
3.1 INSTALLATION
A. The contractor shall install all equipment per manufacturer recommendations and meet the
requirements of other piping,electrical, controls,and other specifications for the project.
3.2 TESTING
A. Manufacturer's representative shall verify functionality of the pumps along with verifying
operation of the system in accordance with the manufacturer's recommendations and
requirements, including recommended turn down setpoints.
3.3 STARTUP AND TRAINING
A. The pump manufacturer shall provide the following on-site training and startup time. Training
and startup services shall be scheduled with the Engineer and operators to ensure that all
required to be present for each event can make suitable arrangements and participate.
1. Startup of equipment: one 8 hour day on site for startup and testing
2. Training: 8 hours on site training for the Transfer Pumps and all associated appurtenances
and controls
B. Manufacturer's representative shall verify installation during site visit and provide a written
statement along with a report certifying that the equipment has been installed to the
Manufacturer's requirements and to the Manufacturer's satisfaction.
C. Manufacturer's representative shall be on site at the time of initial startup for the pumps to
observe operating conditions.
END OF SECTION 43 21 13.06
Chatham Park WWRF 43 21 13.06-2
01561-0010 April 27,2021

Transfer Pump
Calculations

Chatham Park WRF - Pump Design (Raw Transfer Station)
•
100
Two Pumps 868
vgpm @ 99.48 ft —System Curve-One Pump
80 One Pump 434 System Curve-Two Pumps
gpm@89.62ft
1
1
500 1000 1500 2000 2500
Flow(gpm)

2021 04 CPWRF Rani Water Transfer PS Final Design Model wig 1 t x Properties -Pump PMP 6 1085 gPm(208) 4 x i
Base c, Q 'p' . Q+ e O+ 80 C« . PMP6.10859pm I ©. 0 100'.
<Show M>
'' .0 I(Property Search p .
.. v <Gawewb ^
. 208
Label PMP•6 1085 gpm
44 Notes Assume 11.25"Impeller
GIS-IDs <Colection 0 items)
' Hyperlinks <Coledion ()terns,
AI, 0 Downstream Pipe P-88(1)
If tti - --_ vX(ft<Ca)eownaMy> 1,958,561.40
�... Y(ft) 716.974.87 I
: , �., , ' v Active Tapaltaw
., a;A. Is Active True
S „.- ' � i , v Initial Se
Relative el Factor(Initial 1.000`
L �' " Status(Initial) On
v yr' s�
�; f ,ar, i .4,t_ • � .r^ ' �� v Operational
I f Y. r t 'f =rlr_>Is Colledron s
! C
r ?"+w ' s !v Physical
. "T. '_� `, + ta; ai �, W . Elevation(ft) 331.00
e + a Installation Year 0
• . f
t •"�` cone <NOne>
DMA Status Boundary Candidate
- Pump Definition Chatham Park Transfer PS
) Pump Station <None=
Is Variable Speed Pump' True
t dulVt .., VSP Type Fried Flow
Relative Speed Factor(Maxir 2.000
c I 1 Flow(Target)(gpm) 434.00
a v Pump Data
liP Head(Shutoff)(ft) (N/A)
" Head(Design)(ft) (N/A)
Flow(Design)(gpm) (N/A)
Head(Maximum Operating)((N/A)
Flow(Maximum Operating)(.(N/A)
User Notification 4 X Flow(Maximum Extended)(c(N/A)
v Transient(Operational)
e User Natiiicatwns Alerts and alarms
Pumpy (Transient) Constant Speed Four�tuadrarrt CF' Id a Et O cep. v Water Wile
Age(Initial)(hours) 0.000
Message Id Scenario Element Type Element Id Label Time(hours Message Concentration(Initial)(mg/L) 0.0
41890 Base (N AI -1 IN,.A? 0 000 Negative pressures in system at one or more time steps Trace(Initial)(:) 0.0
v fib
-elamve Speed Factor i Calu 0.986
ID
Urique identifier assigned to this element.

Transfer Pump Cut
Sheets

Specification Data Sec. 133 PAGE 250
AUGUST 2020
Solids Handling Electric Motor Driven
Submersible Pump
411>
SF Series Models
S F4 F & S F4 F-X APPROVED
VARIOUS PATENTS APPLY X PR00P MOTORS FOR CLASS I,
OM 1,GROUPS Ci0 LOCATIONS
Size 4" (X-Proof VenWn Onry)
The Gorman-Rupp SF Series® channel pumps provide superior
pumping efficiency while maintaining a 3-inch (76,2 mm) spherical if
solids passage.
Key Features: I
• NEMA premium efficiency motors
i S
• Externally adjustable face clearance
• Press-fit motor with finned motor housing provides superior
motor cooling,even in a submersed state, resulting in increased
motor life
• NEMA Class H motor insulation
• Direct wired power cable leads -
• Standard moisture detection In both the seal and motor
chambers -_
• Factory Mutual (FM) Approved for
Class I, Division 1, Group C and D Haz Loc Applications
(X-Proof Model) POWER/ --�
�_---- HOISTING
CONTROL BAIL
CABLES
TERMINAL ----- \ (( — UPPER
HOUSING _� `'�— ' BALL BEARING
Optional Accessories:
• G-R Hard Iron Impeller <;,✓ /~— MOTOR
` ; i I / HOUSING
• Control Panel (Consult SF Series Motor MOTOR — ItiL !
Data Reference for Customer-Supplied MOTOR — '
Control Panel) SHAFT - F ,— INTERMEDIATE
• Submersible Transducer or Ball Type LOWER-_`
Float Switches BALL �` ) / SEAL
• Slide Rail Installation Components BEARING HOUSING
'.
MOISTURE -
• Guide shoe w/Rubber Seal SENSOR , �.
• Base Elbow and Rail Brackets SEAL r `-,
_
• Trash Stand Installation Components ASSEMBLIES . -�
- IMPELLER
v
• Trash Stand DISCHARGE—
• Discharge Elbow FLANGE WEAR __ �- CASING
RING -- SUCTION
TYPICAL CROSS-SECTION COVER
Gill GORMAN-RUPP PUMPS
OORMAMILIPP www.grpumps.com
PUMPSSpectttcattona Subject to Change Without Notice Pr need r J S A
© Copyright Gorman-Rupp Pumps 2020

Materials and Technical Data Sec. 133 fPAGE 250.1
AUGUST 2020
PUMP DETAILS
Pump Model SF4F&SF4F—X
Agency Approvals -_- Consult Factory__
Discharge Flange 4 ANSI w/Flat Face
Impeller Type/Material Single Vane Enclosed/Ductile Iron
Wear Ring Material Ductile Iron
Spherical Solids Handling 3"(76 mm)Non-Deformable Diameter
Motor Housing(including Seal Gray Iron 30
Plate and Intermediate)
Pump Casing Ductile Iron
Motor Shaft �7.__4_PH Stainless Steel
0-Rings _ Buna-N and Fluorocarbon(_DuPont\Rion®or Equivalent)
Bearings: Uppet.._. Single Row BallPermanent Lubrication
Type/Lubrication Lower Double Row Ball/Permanent Lubrication
External Hardware 303/304 Stainless Steel
External Surface Protection Epoxy Paint
Seal Type Tandem Mechanical,Oil Lubricated Upper,Self Lubricated Lower
Sealing Faces: Upper Carbon/Ni-Resist
Rotating/Stationary • Lower Silicon Carbide/Silicon Carbide
Seal Elastomers lBuna-N Upper,Fluorocarbon(DuPont Vitorr' or Equivalent) Lower
Max.Li•uid Tem.erature 104°F(40'C)
MOTOR DETAILS
Speed 60 H41750 RPM
Motor Design Inverter-Duty Rated,Air-Filled Enclosure,Squirrel Cage,Induction Start
Motor Efficiency Rating NEMA Premium EfficiencyQC IE3)
Insulation Class H, Rated 356°F(180'C)
Max.Submergence 65 Feet(20 Meters)
Min.Submergence 1/2 Motor Covered
Max.Starts per Hour 10
Max. Rated Output Power 30 0 HP(22,4 kW)
Amp Draw @
Max. Rated Power:
230V!3P _.. 73.2/492
Full Load'
Locked Rotor 460V 3P .36.6/246
575V/3P 29,3/197
NEMA Motor Code
Service Factor
Efficiency: 100%/75%/50%Load 90'/0/91%/90%o
Power Factor:100%/75%:50% Load 0.83/0.78/0.67
Field Connection Across-the-Line _._.
Moisture Sensor Single Probe Monitoring Both Seal and Motor Chambers
Thermal Overload One Thermostat per Phase,Self-Resetting
CABLE DETAILS
Voltage _._ 230/00V 575V
No.Cables/Conductors per ...1/6_.... __-__ .. .. 116
Power Gauge (3)6 AWG_P_WH_&(3).10AWG_GND/GC . (3) 8 AWG PWR&(3) 10 AWG GNDIGC_
Cable TYPe/Material GGC/CPE. . GGC/_CPE
Nominal Cable O_D., -_ _ 1.19" 30,2 mn_il 0.91" 23,1 mm)
No.Cables/Conductors per 1/4
Control Gauge 14 AWG
Cable __.. ._._ __. _�.
Type/Material SOOW/CPE
Nominal Cable O.D. 0.61"(15,5 mm)
Length 32 Feet(10 Meters) Standard, 164 Feet(50 Meters) Maximum
Gil GORMAN-RUPP PUMPS
M IIIMAN,RUPP www.grpumps.com
PUMPSSpecdicatlons Subject to Change Without Notice Printed in USA
© Copyright Gorman-Rupp Pumps 2020

Specification Data MODEL SF4F& SF4F-X NET WT: (pump only) 1294 [586,9 KG.]
SLIDE RAIL VERSION (comb.cable wt.per meter 13.2 ft.i) 3.4 LBS.LBS. [1,54 KG.]
APPROXIMATE SHIPPING WT: (pump only) 1444 LBS. [655 KG.]
SECTION 133, PAGE 250.2 DIMENSIONS and WEIGHTS CRATE SIZE: 23.2 Cu. FT. [0,66 CU. M.]
751(19,01 DIA,8 HOLES 21.48
EQUALLY SPACED ONhcf--r 1545,6 I
1 A 7.504190,51 DIA BC
{
� I n
'r4-,+'-CiA'
»--74�'',/Z - 17.9 3
455.3
�
4"NOMINAL --' 1 / (250,4 1
50.
DISCHARGE 5.08
1 83,0 I , _
1 1„ 12.50 '
1317,5 1
15.14 _�
j 1384,6 I
1 I 564,7
SHOWN WITH OPTIONAL 11800,0 ]�-ALTERNATIVE SHORT BASE ELBOW
RAIL KIT AND BASE ELBOW -r`-tti - -- -��
nIII 2'NOM PIPE SIZE —,.. ..r. I
(GUIDE RAILS( /j ' .1\ I
(AS SUPPLIED BY OTHERS) i I i 9.90 I
I1 I t (251,6 1
I APPROX 49.23
. 11250,5 I
i5I(19.01 DIA,8 HOLES .87 .
‘ a
EQUALLY SPACED ON1 ; 27 57
A 7.501(190,51 DIA BC 122A I
j k, 1700,3
MIN LIQUID LEVEL
6 - FOR CONTINUOUS i
'4\t"..*.... ' -'-''
--';,----�,�• OPERATION TO BE
112 HEIGHT OF
I I M O iTOR HOUSING
+It 6
1. 15.32 1
I3t19,0 I1024 A � 1
1260,C I 5.11 I
VIEW'A' n\ A 1129,7 I ti ___4
4'NOMINAL a .75 B" i
DISCHARGE 119,0 I
_- 13.25
(336,6 j
—
i 7.92 c 11 201,2 I L �
r* 1 7.11
1;,- }\`- 3.55 (1B0,6 1
I
• 71-1
81120,61 DIA -
4 HOLES 6•NOMINAL
AS SHOWN SUCTION
4#0
' ellik-
DIMENSIONS: ;liter
INCHES .750-10 UNC-2B,
(MILLIMETERS] 8TAPPED HOLES
VIEW B'
EQUALLY SPACED ON
A 9.501(241,31 DIA BC
GORMAN-RUPP PUMPS
GIR
GORMAN-RUPP WWW grpumps.com
PUMPSSpecd,cahans Suc ect to Change Without Notice Printed in USA.
© Copyright Gorman-Rupp Pumps 2020

1
Specification Data MODEL SF4F&SF4F—X NET WT: (pump only) 1354 LBS. [614,2 KG.]
P TRASH VERSION (comb.cable wt.per meter[3.2ft.)) 3.4 LBS. [1,54 KG.]
APPROXIMATE SHIPPING WT: (pump only) 1499 LBS. [680 KG.]
SECTION 133, PAGE 250.3 DIMENSIONS and WEIGHTS CRATE SIZE: 26.SCU. FT. [0,75 CU.M.]
28.89 _
1733,9 1 _ 1
1,______ 18.89 I
1 _�_1 479,9 I
4'NOMINAL I
DISCHARGE ( N
10.00 I
� 5:A_q , � r � (254,0 I
yo.-! . 9dIo `UQ� -,.___.--1` I 20.00
__4_ .•=_,_. , ) Cl`. ' (508.0 t
,s� tl '.� F1 !
751119.01 DIA,8 HOLES -�" J , M, —gij
i EQUALLY SPACED
ON A 7,5011190,51 DIA BC
I
1250 -
I 1317,5 I
(571,5 I
lI T
f11
PUMP WITH TRASH STAND I
SHOWN WITH OPTIONAL I L,1 ��
DISCHARGE ELBOW i A
E
/ ) ~ , 9.90
I l ! j l ' 1 1 251,6 1 5213
( ' I {; APPROX
f ' 1 ! f 1 1324,0 1
( I �
I (I I II1I ' Lit-
T
1 1 11 1 I t i 1
.751119,01 DIA,8 HOLES I i ' 30.45
` EQUALLY SPACED J ! I [ I 1773,6 1
. ON A 7.50/1190,51 DIA BC ') L L III MIN UQUID LEVEL
T _ - _ I 1 FOR CONTINUOUS
—- OPERATION TO BE
' d I
1
12 HEIGHT OF@\ I _
� I I / I, \.MOTOR HOUSIN
G
; I
i 4 I 19.50
,3;: i-ti
e I
VIEW"A" 1 (3335 1 I `
8.00 E
4"NOMINAL ( ( ,2
DISCHARGE i; -B" i.
I 1__ —IT
�
20.00
F _-`_`15o&0 I
750-10 UNC-28,
B TAPPED HOLES
EQUALLY SPACED ON -1-0
A 9.5011241,3)DIA BC / \
-e II ®,-
I III 11,
CIt1;F�jiu`1tis: `� ( -O
M •
INCHES \® 0 6-NOMINAL
IL IMETERSJ
VIEW B' SUCTION
r. GORMAN-RUPP PUMPS
GURMAN AUPP www.grpumps.com
PUMPSSpacificaticrs Subject to Charge Without NotIce Fcrr,i S
© Copyright Gorman-Rupp Pumps 2020

1
PAGE 250.4
Curve Data Sec. 133 AUGUST 2020
PERK- ORVANCE C � RVF
t
HYDRAULIC j r SF4c�__
AMPS
EFFICIENCY SHOWN I CURVE Sr 4'-1 MODEL SF4F-X
SIZE 4: .MP. DIA. NOTED
575V 460V 230V AMPS1AMPS AMPS 3" DIA. SPHERICAL SOLIDS SP.CR. 1.0 RPM 1750
I I1IIIHu� --dim 11.25" I w/i/wim�ii■■i
.!I , 7 11.00 ttn ■ ■www■O
f 2 4 -I 30- 60 ,� �.s _10.7 5" �■■ri>r■aw,�w■w■ii I
InIi�i�Iil�l t
16 - 20- 40 lU III UIIIA!I t--- an ■■i` -I - {
■rota/■/■■ ■■■■f i■■■■■■ ■■■■ 1 i w/■■■■■■■■■Ill/
NII IIUWAI�II�IIMNI _Illlll
8 - 30 - 20 it illlllllhlllllllhllll ,
IBM
i_
TOTAL HEAD 1 �� i 11, 1 i if1 ,, i Li , iI
M PSI FT I I IMPELLER TRIMS AVAILABLE
i i IN .25" INCREMENTS
I Go _1 200 t t (1 t ,. .
• i ,
80- H t I j ,. i f j
55 1eo ' it 1I i
- 1 - 1 . t
i i.• T. rt
f
50 7C)- 1 1 1 I
1Ga , ;
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