WQ0041913_Correspondence_20200908

Strickland, Bev
From:
Andy Larrick <[e-mail]>
Sent:
Tuesday, September 8, 2020 4:42 PM
To:
Henderson, Justin L
Cc:
Snider, Lon; Graznak, Jenny; Fertenbaugh, Christyn L; 'Debbie Hinson'; 'Marc Allred';
'Rodney Johnson'; 'Randy McNeill'
Subject:
RE: [External] Trinity Townhomes - NCDEQ Sewer FTA
Attachments:
Trinity Steeplegate Pump Station Study by DMP_2019-11-25.pdf; Trinity Merger -
Regionalization Report (Final).pdf, E-mail from Danielle Kirk_2020-08-21_Trinity
Townhomes phasing plan.pdf
External email. Do
not click links or open attachments unless you verify. Send all suspicious email as an attachment to
[e-mail]
Justin,
We appreciate you, Lon, Jenny, and Christyn taking time this morning to have a Zoom meeting to discuss the City of
Trinity's sewer flow tracking process, as it relates to the pending sewer permit application for the proposed Trinity
Townhomes project.
I apologize in advance for the length of this e-mail, but there are a lot of different facets to touch on regarding this
subject.
First, we wanted to provide a summary of discussion topics from our Zoom meeting this morning. Please note the
following:
1. Over the past few months, there have been some operational issues with the existing pumps at the Steeplegate
Pump Station (SGPS). These issues were related to normal wear -and -tear of pumps over 10 years old. One of
the pumps developed a small hole in the volute, which led to a diminished pumping capacity in that pump. Also,
impellers in both pumps were worn and in need of replacement. The worn impellers also contributed to
diminished pumping capacities in each pump. Trinity decided to have each pump rebuilt, so the worn out pump
components could be replaced with new components, and the pumps could be restored to their design pumping
capacity. In order to accomplish this, Trinity brought in a diesel -driven stand-by pump to have on site as a back-
up, and pulled one pump at a time to be rebuilt. In June 2020, the first of the two rebuilt pumps was put back in
service. After the first rebuilt pump was put back in service, Trinity performed a pump draw -down test, and it is
now pumping about 535 GPM, according to City staff. The second pump is still in the process of being rebuilt,
and should be ready to put back in service in the near future. Rebuilding the pumps was necessary, and will
restore the design capacity of the SGPS.
2. There have also been issues with the accuracy of the billing flow meter where the Steeplegate Force Main
discharges into Thomasville's gravity sewer system. The meter was previously reading higher flow rates
compared to what Trinity staff was observing at SGPS. This flow meter was recently recalibrated, and it is now
reading flow rates that are more consistent with pump run times and draw -downs observed by Trinity staff at
SGPS.
Because of the two issues noted above, it has been somewhat challenging to formulate an accurate historical
trend of SGPS's pumping capacity for the past several months. While assisting Trinity with the USE Form for the
Trinity Townhomes project, DMP reviewed pump run time data for SGPS from Trinity's Mission SCADA system
for the 9-month period from July 2019 through March 2020. Data from July 2019 through November 2019 was

reasonably consistent. Data from December 2019 through March 2020 showed pump run times that were
significantly higher compared to previous months. Trinity staff noticed this trend in early 2020, and after
investigating further, determined it was time to rebuild the pumps. Using pump flow rates from SCADA for the
Twinwood PS and Morgan PS, DMP used engineering judgment to adjust the estimated pump flow rates for
SGPS for the period from December 2019 through March 2020. With these adjustments, DMP estimated an
average daily flow of 253,000 GPD being pumped from SGPS from July 2019 through March 2020.
After the first re -built pump was put back in service and the Thomasville flow meter was recalibrated, Trinity
staff have observed an average daily flow rate of 209,000 GPD at the flow meter for flows being pumped from
SGPS for July through August 2020. Even more recently, according to pump run time data from Trinity's SCADA
system for September 1 - 7, the average daily flow has been 175,480 (average 328 minutes/day x 535 GPM).
Granted, the weather has been mostly dry for the first week of September.
4. Going forward, with 2 rebuilt pumps at SGPS and a recalibrated meter at the discharge end of the force main,
more accurate average daily flow rate trends can be determined for SGPS.
5. Please keep in mind that the first phase of Trinity's sewer system was installed just 20 years ago, and most of the
City's sewer system is even younger than that. All of the gravity sewer lines are either PVC or ductile iron pipe.
Therefore, Infiltration & Inflow (1/1) have not been observed to be significant in Trinity, as compared to some
older sewer systems across the state.
6. DMP has been talking with City of Trinity Council and staff since 2016 about the need to plan for an upgrade to
SGPS to increase its capacity. While the SGPS has been keeping up with existing flows with no problems, several
new land development projects have been constructed or are being planned. The obligated and tributary flows
from each new development have chipped away at SGPS's available capacity. SGPS's available capacity is
approaching the maximum permitted firm capacity, at least on paper. We know that actual wastewater flow
rates generated by homes are generally less than permitted flow rates. Per State rules, estimated flow rates for
homes must use 120 GPD per bedroom, which in turn are used for the permitted (obligated) flow rates for new
residential developments. According to water consumption records in Trinity, average water usage is more like
50 - 60 GPD per bedroom for most residential customers. So, as houses are built and occupied, obligated flows
are removed from the pump station capacity calculation and turn into tributary flows that are generally much
lower than the obligated flows.
7. In November 2019, DMP prepared a study (see attached PDF) that analyzed two different options for upgrading
SGPS. Both options were developed assuming that the current configuration of pumping wastewater to
Thomasville for treatment would continue. These options can still be considered, in addition to another option
as described in Item #8 below.
8. Trinity's current Agreement with Thomasville allows Trinity to send an average daily flow of up to 1.1 MGD to
Thomasville for treatment. We understand that Trinity is a little over halfway through paying the debt service to
Thomasville for this flow allocation As mentioned in Item #2 above, Trinity has had some issues with
Thomasville concerning the accuracy of what Thomasville has billed Trinity for wastewater discharged into
Thomasville's sewer system for treatment. As a result, Trinity has had discussions with the City of High Point
about possibly pumping a portion, or even the majority of their wastewater flows to High Point for treatment.
Another firm (Withers-Ravenel) prepared a "Regionalization Study" for Trinity earlier this year (see attached
PDF), that included different options for sending flows to High Point. Trinity applied for SRF funding for the
option of pumping flow from Morgan PS to High Point's Westside WWTP, but the project did not receive the
desired funding and has not been implemented. Trinity is now considering the option of pumping flow from
SGPS to High Point's Westside WWTP. Trinity has already had preliminary discussions with the Local
Government Commission (LGC) about seeking a loan to fund for the option to transferring flows to High Point.

9. On 8/25/2020, Trinity advertised a Request for Qualifications (RFQ) from engineering firms to design the SGPS
upgrade and a new force main to transfer flows to High Point. The Statements of Qualifications (SOQ's) are due
today, 9/8/2020. Trinity staff indicated that they plan to select the engineering firm for the project by their next
City Council Meeting on 9/15/2020. The recently completed studies mentioned above and the advertised RFQ
both demonstrate that Trinity is serious and actively pursuing an upgrade to increase the capacity of SGPS.
Hopefully this will satisfy the State's requirement about planning for a capacity upgrade once a pump station's
tributary and obligated flows reach 80% of the station's permitted firm capacity.
10. One of the first tasks for the selected design engineer will be to perform a detailed technical and financial
feasibility analysis of the options for pumping flow from SGPS to Thomasville, High Point, or both. We anticipate
that this initial analysis will be one of the first steps during the preliminary design phase, and should be
completed within a couple of months from when Trinity gives the notice to proceed. (Note: This is assuming
DMP is selected for the project. If another firm is selected, we cannot speak to their timeframe).
11. Until the SGPS flow capacity is increased, sewer permits for the Trinity Townhomes project and any other
developments will have to be issued by the NCDEQ-DWR Central Office, instead of the Regional Office.
12. Below, in red, please see our comments/responses to your e-mail from 8/19/2020.
If I misunderstood or misconstrued anything in my summary above, please advise.
We look forward to assisting the City of Trinity with developing solutions to SGPS capacity issue, and we will keep
NCDEQ-DWR staff informed as we go.
Thanks,
Andy Larrick, PE
Davis • Martin • Powell
p. 336.886.4821 x281 • m. 336.687.3227
From: Henderson, Justin L [mailto:[e-mail]]
Sent: Wednesday, August 19, 2020 2:22 PM
To: Danielle Kirk; 'Debbie Hinson'; 'Rodney Johnson'; [e-mail]
Cc: Mike Zaccardo; Dexter Howell; Jim Chandler; Graznak, Jenny; Snider, Lon; Fertenbaugh, Christyn L; Randy McNeill;
Andy Larrick
Subject: RE: [External] Trinity Townhomes - NCDEQ Sewer FTA
All:
Thanks Danielle for sending this email to allow all parties to be privy to this discussion. I have also added my supervisors
Lon Snider and Jenny Graznak as well as PERCS Unit's Christyn Fertenbaugh, P.E. to this email.
First of all, I would like to express appreciation for the detailed PAA that was included, specific to the Steeplegate Pump
Station, within the subject application package. We do however have concerns about being able to permit the entire
allocation (42,120 GPD) requested within this application, at least without some kind of restrictions based upon
expected rate of activation of the obligated, but non -tributary flows for the Steeplegate Pump Station, as well as when
an application might be submitted for the expansion of the Steeplegate Pump Station. I will attempt to summarize our
concerns below:
Per 15A NCAC 02T .0118 (2) — prior to exceeding 90% of the system's hydraulic capacity (based on the average flow
during the last calendar year), the permittee shall obtain all permits needed for the expansion of the wastewater
treatment, utilization, or disposal system, and if construction is needed, submit final plans and specifications for
expansion, including a construction schedule. If expansion is not proposed or is proposed for a later date, a justification
shall be made that wastewater treatment needs will be met based on past growth records and future growth

projections and, as appropriate, shall include conservation plans or other specific measure to achieve waste flow
reductions.
The USE included in this package indicates that the current capacity of Steeplegate pump station, based solely on
current average daily flows, is at —80%. After discussing this more during our meeting today, we now understand that
the 2.5 peaking factor needs to be applied to the current average daily flow into the pump station, as it relates to the
pump station's current % used capacity. In the FTSE, the estimated average daily flow for SGPS was listed as 253,000
GPD, so multiplying this by 2.5 equals 632,500 GPD (peak flow), which is then divided by the firm capacity of 792,000
GPD to get the calculated 79.9% current used capacity. As mentioned in Item #3 above, it has been somewhat
challenging to formulate an accurate historical trend of SGPS's pumping capacity for the past several months. Now that
one rebuilt pump is back in service and the flow meter has been recalibrated, the actual average daily flow rates for July
2020 through today have ranged from 175,000 - 220,000 GPD, with an average of 209,000 GPD observed at the flow
meter. The PAA suggests an expectation of activation of 0.0162 MGD becoming tributary to the Steeplegate P/S by the
end of 2020, which would result in a capacity of —85% to be realized by the end of 2020. This is followed by an expected
activation of 0.03474 MDG becoming tributary to the Steeplegate P/S by the end of 2021, which would result in a
capacity of —95.9 %, at which time the Permittee would be in non-compliance with 15A NCAC 02T .0118 (2) provided a
permit for expansion of the pump station has not been obtained prior to exceedance of 90% capacity.
It is also our understanding that currently two separate options for expansion of the pump station are being considered,
however neither of which can be pursued until the downstream sewer expansion (Hamby Creek Outfall) is installed and
certified, which has a projected completion date of January 2021. Completion date for the Thomasville Hamby Creek
Outfall could be a little bit later, but is expected in the first quarter of 2021. It is also our understanding that upon
selection of one of the discussed options that funding from Rural Development and/or SRF may be needed/pursed for
the pump station expansion. We also understand that flows contributed currently from Morgan Pump Station are
currently being investigated for potential transference to High Point Westside collection system, which would result in
approximately 100,000 GPD of relief for Steeplegate Pump Station's current average daily flow, should that occur. And
that further down the road flows from Darr Rd and Pike St P/S are may also be considered for diversion to Morgan P/S
which would further reduce flows at Steeplegate P/S. However, there was no project timeframe discussed/provided for
when any decisions might be made in addressing the current capacity issue at Steeplegate P/S. As mentioned in Items
#8, 9, and 10 above, Trinity is currently in the process of selecting a design engineer for the SGPS upgrade. Analysis of
the options should be one of the first tasks by the selected engineering firm, and the desired option should be
determined within a couple of months from the time the City of Trinity gives the engineer the notice to proceed.
Please at a minimum provide additional clarifications for the following, as well as any other information that may be
pertinent: Please see attached letter from Danielle Kirk with Timmons, about anticipated timeframes for when homes in
the Trinity Townhomes project will become tributary to Trinity's system.
1. How much, if any of the proposed allocation for Trinity Townhomes project of 42,120 GPD is incorporated in the
projected 0.0162 MGD expected to become tributary to Steeplegate P/S by the end of 2020? none
2. How much of the proposed allocation for Trinity Townhomes project of 42,120 GPD is incorporated in the
projected 0.3474 MGD expected to become tributary to Steeplegate P/S by the end of 2021? By the end of 2021,
79 of the total 117 homes planned would become tributary to Trinity's sewer system, which translates to a flow
of 28,440 GPD, using 360 GPD per home.
3. What is the projected "full" build out date for Trinity Townhomes project (117 three -bedroom homes)? By the
end of 2022, the last 38 homes would become tributary to Trinity's sewer system, which translates to another
13,680 GPD, using 360 GPD per home.
4. What is the project date for submittal of an application for expansion of the SGPS? As mentioned in Items #8, 9,
and 10 above, Trinity is currently in the process of selecting a design engineer for the SGPS upgrade. If DMP is
selected as the design engineer, we would anticipate having our design completed and ready to submit for
permitting by the middle (May/June) of 2021. If another engineer is selected, we cannot speak to their
timeframe.
5. Please provide detailed projections for what timeframe would be necessary to complete expansion methods
detailed in Option 1 and Option 2 in the included PAA. This projected timeframe depends on a number of

factors. Options 1 or 2 for continuing to send flows to Thomasville could be completed in 18 - 20 months from
the time that design commences. The option for sending flows to High Point could take longer, because the
force main route is considerably longer compared with the force main route to Thomasville. This likely means
more easements to acquire, and a longer construction timeline for the longer force main. Also, at this point in
time, we do not know if any upsizing/upgrades to High Point's receiving gravity sewer lines might be needed.
For the option of sending flows to High Point, at this time, our best guess would be about 24 months from the
time that design efforts begin.
6. Please provide an action plan that will discuss methods to be implemented to ensure current daily average flows
will not exceed 90% capacity at SGPS, prior to obtaining a permit for expansion. After having our meeting today,
we now have a better understanding of what is expected in terms of the %-capacity determination. It may be
best to wait until Trinity selects a design engineer for the SGPS upgrade, because preparation of the action plan
should coincide with preliminary design of the selected option for the SGPS upgrade. In other words, if Trinity
selects another engineer for SGPS, it would not be productive for DMP to prepare the action plan, not knowing
what option the engineer might select for the SGPS upgrade.
The application will be placed on hold until the above requested information is received, at which time a determination
will be made as to what restrictions/limitations may be warranted at the time of permit issuance in an attempt to
prevent the exceedance of 90% capacity being realized at the SGPS.
I think I have included everyone that was requested to be a part of this dialogue, however if I did miss anyone, please
forward the email to them as well. I look forward to receiving a response related to this inquiry. Thanks and feel free to
ask any questions you may have.
Justin Henderson
Environmental Specialist II
Winston Salem Regional Office
Division of Water Resources
[phone]
iustin.henderson(@ncdenr.eov
Subscribe to Collection System & Sewer Permitting Updates
From: Danielle Kirk <[e-mail]>
Sent: Wednesday, August 19, 2020 1:30 PM
To: 'Debbie Hinson' <[e-mail]>; 'Rodney Johnson' <[e-mail]>; mallred@trinity-
nc.gov
Cc: Henderson, Justin L <[e-mail]>; Mike Zaccardo <[e-mail]>; Dexter
Howell <Dexter.Howell @timmons.com>; Jim Chandler <[e-mail]>
Subject: [External] Trinity Townhomes - NCDEQ Sewer FTA
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.s am nc. ov
W
Good Afternoon!
Justin Henderson with NCDEQ, copied on this email, just reached out as he received the Trinity Townhome Project
Sewer Fast Track Application and supplement forms and had some clarification questions regarding the document you
provided. The questions pertained to timeframe and flow.

Justin — as discussed, could you please respond to this email to indicate the information you are looking to obtain
additional clarification on?
Perhaps a phone call may be necessary as well.
Thank you,
Danielle Kirk, P.E.
Project Engineer III
TIMMONS GROUP I www.timmons.com
5410 Trinity Rd, Suite 102 1 Raleigh, NC 27607
Office:984.255.2364 1 Fax:[phone]
[e-mail]
Your Vision Achieved Through Ours
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DAVIs • MARTIN • POWELL
ENGINEERS & SURVEYORSdm p
November 25, 2019
Re: City of Trinity, NC
Steeplegate Pumping System
Upgrade or Expansion Analysis
DMP Project 180243 (BF)
Debbie Hinson
City of Trinity
PO Box 50
Trinity, NC 27370
Dear Debbie:
Please accept this letter as a summary of our findings related to our analysis of the existing conditions,
and potential capacity increases to the Steeplegate Pumping System. As discuss with you, Rich, Jonathan,
and Rodney, and as discussed at last year's Council Retreat, the City needs to plan for improvements for
the Steeplegate Pumping System to ensure its continued dependable operation, and to insure the
pumping capacity is adequate to transfer peak time sewage flow, peak wet weather flows to meet current
needs, to allow the pump station to meet the peaking requirements for adequate capacity when any
additional developments are planned, and to meet a reasonable growth and capacity increase needs.
Background and Project Understanding
The Steeplegate Pumping System was originally constructed in 1999 with duplex submersible 25 Hp
pumps with an initial capacity of approximately 180 gpm. The original pumps transferred flows through
a 4" force main that discharged into an 8" Trinity sewer main that had been extended from the
Thomasville sewer system along Highway 62, near County Line Road. During the Phased construction of
sewer extensions to serve more residents and businesses an 8" force main was installed to divert flow
from the pump station to a Thomasville gravity sewer that had been extended from the end of the
Thomasville system to Sunrise Street Extension.
In 2009 the 25 Hp pumps were replaced with larger 50 Hp pumps to divert flows from the 4" to 8" force
main and to increase the capacity of the pumping units to 500 gpm. In 2009 the pumps and motor starting
breakers were upgraded but the pump control system and standby power system was not upgraded. The
500 gpm rate was the maximum rate that could be transferred to and through the Thomasville system
which has some segments of 8", 10", and 12" and larger pipes in their gravity sewer line which conveys
flows from Trinity.
As discussed, Thomasville has begun construction to increase the size of their gravity sewer main which
conveys Trinity flows to a 24" gravity interceptor. This increased pipe size allows Trinity the opportunity
to increase the flow rate that is transfers to Thomasville. Thomasville had previously indicated they expect
to complete construction in less than 2 years. We will contact Thomasville and request their construction
schedule for the 24" upsize project's construction.
T: 336-886-4821 • F: 336-886-4458 • License: F-0245
6415 Old Plank Road, High Point, NC 27265 • www.dmp-inc.com

Steeplegate Pump Station November 25, 2019 Page 2 of 4
Expanding the capacity of the Steeplegate Pumping System is approximately a 20-month process. Here's
the typical schedule that would be required to implement the capacity increase to the Steeplegate
Pumping System:
1. Submit study to staff and council
month 1
2. Approve selected improvements option from study
month 2
3. Submit engineering design proposal
month 2
4. Approve engineering design proposal
month 3
5. Complete design and acquire permits for construction
month 8
6. Advertise for construction bids
month 9
7. Award construction contract
month 10
8. Execute construction contract and begin construction
month 11
9. Complete construction
month 20
Based on this schedule, you can see this analysis needs to be completed and design of any desired
upgrades and expansion of the Steeplegate Pumping System need to proceed timely if the City wants to
have additional capacity available by the time Thomasville completes construction of their 24" gravity
sewer.
As discussed previously the capacity of the pumping system can be increased by installing larger
horsepower pumps and utilize the existing 8" force main to transfer flows to the Thomasville system. The
existing 8" force main will limit the capacity increases that can be achieved would be in the 800 to 900
gpm range. In the future the 8" force main can be replaced with a 12" force main and larger capacity
pumps can be installed to further increase capacity of the pumping system capacity to approximately
1600 to 1700 gpm.
The pump selection process for the expanded pumping capacity must consider hydraulics associated with
the existing 8" and future 12" force main conditions. A new larger standby power system will also be
required.
As further discussed, the capacity of the other two large transfer pump stations, Twinwood and Morgan,
can be increased just by changing the speed limits on the existing pump control variable speed drives,
with minimal additional equipment cost to upgrade the wet well level monitoring system, so the Variable
Frequency Drives (VFD's) can be operated at various speeds based on the wet well level.
The original 1999 components of the pumping system like the pump guide rails, electrical equipment,
pump controls, and standby power system are reaching the extent of their useful life. The concrete
wetwell is suitable for continued use with some concrete restoration, and the 2009 pumps do not provide
adequate capacity for the growing sewer system wet weather peak day demand when the numerous
Development's obligated flows added to the State mandated 250% peaking factor analysis that's require
for each sewer extension permit application request.

Steeplegote Pump Station November 25, 2019 Page 3 of 4
Scope of Analysis
This Analysis is the first step in developing pumping system improvements options. More specifically, the
scope of this initial study of potential improvements to the Steeplegate Pumping System is as follows:
1. Identify potential capacity increases that can be transferred through the existing 8" force main
which will require larger horsepower pumps and will include a new pump starting and control
system and a larger standby power system.
2. Identify potential longer -term capacity increases and the installation of a larger 12" force main
which will require larger horsepower pumps and will include a new pump starting and control
system and a larger standby power system.
The following sections include our findings for each of the two potential improvements options presented
above:
Potential Pumping System Improvements Option 1
This Option identifies potential improvements needed to increase the pumping system flow capacity
that can be transferred through the existing 8" force main to the Thomasville system on Sunrise Street
Extension. Larger 140 Hp pumps will be needed to transfer 800 to 900 gpm to the Thomasville
system.
The existing pump control system and standby power systems are not adequate to operate the larger
140 Hp pumps. Therefore, a new pump control panel with larger motor starters will be required. To
provide flow pumping capacity over a wider flow range, Variable Frequency Drives (VFD) motor
controllers are needed. A larger standby power transfer switch and a larger 40OKW generator will be
needed for the larger 140 Hp pumps. The existing pump bases, guide rail lifting systems, isolation
valve, and discharge check valve will also need to be replaced as well.
As indicated on the enclosed project cost summary, the anticipated project cost to implement Option
1 would be approximately $1,350,000.
The existing pumps can be replaced inside the existing 10' diameter pump station wet well by utilizing
a temporary bypass pumping system to allow the wet well to be dewatered for renovations to the
equipment located inside the wet well.
Potential Pumping System Improvements Option 2
Longer in the future when the 900 gpm Option 1 pumping improvements are not adequate for the
growing sewer system, the existing 8" force main will need to be replaced with a larger 12" force
main. At that time higher capacity pumps with larger drive motors will be needed. Approximately
1600 to 1700 gpm could be transferred through a larger 12" force main utilizing 170 Hp pumps.
The Option 1 pump control system and standby power systems will be adequate to operate the larger
170 Hp pumps if Option 1 is implemented first. Therefore, a new pump control panel with larger
motor starters will not be required if Option 1 is implemented first and a 12" force main can be

Steeplegate Pump Station November 25, 2019 Page 4 of 4
installed in the future to increase capacity. As in Option 1, and if Option 2 is implemented without
Option 1 then larger pumps, VFD's, building, and larger standby would be necessary.
The Option 1 pump bases, guide rail lifting systems, isolation valve, and discharge check valve may
need to be replaced as well, if Option 2 is implemented in the distance future.
As part of the Option 2 improvements the existing 8" force main will need to be replaced with a 12"
force main. One section of 12" force main under Interstate 85 was installed in the tunnel crossing the
Interstate when the initial Phase 1 sewer project was implemented in 1999. Connecting this short
section of 12" with the pump station site and extending to the Thomasville system at Sunrise Drive
Extension will require the installation of approximately 6,900' of 12" force main,
As indicated on the enclosed project cost summary, the anticipated project cost to implement Option
2 pumping and force main piping improvements would be approximately $2,980,000.
As in Option 1 the existing pumps can be replaced inside the existing 10' diameter pump station wet
well by utilizing a temporary bypass pumping system to allow the wet well to be dewatered for
renovations to the equipment located inside the wet well.
If Option 1 is implemented now and Option 2 is implemented further in the future some components
of Option 1 may be suitable for continued use depending on age and condition of the mechanical
equipment, thereby reducing the overall cost for implementing Option 2.
Closing Summary and Recommendations
Davis • Martin • Powell appreciates the opportunity to prepare and submit this Analysis for Potential
Improvements to the Steeplegate Pumping System. After detailed review with City Staff we will assist Staff
with presenting the improvement Options to City Council.
In order to ensure this major pumping system continues to provide dependable operation, and to insure
the pumping capacity is adequate to transfer peak time sewage flow, peak wet weather flows, to meet
the peaking factors required as additional flows are added by currently planned and future
developments, and meet a reasonable growth and capacity increase needs, DMP recommends the
Option 1 improvements be implemented at this time.
Sincerely,
RdyNe
• WELL & ASSOCIATES
RM/dd
c:RodneyJohnson
File

DAMS • MARTIN • POWELL dm
ENGINEERS & SURVEYORS
Basis of Cost
�
O Conceptual
6415 Old Plank Road
❑ Preliminary
High Point, NC 27265
❑ Final
p. 336.886.4821
Date: 11/25/2019
ESTIMATE OF PROBABLE PROJECT/CONSTRUCTION COST
Owner: City of Trinity
Project 180243
Project: Steeplegate Pumping System Expansion
Option 1- Maximize Capacity through existing 8" Force Main, and VFD's in a building
Description
Quantity Unit Unit Cost Total
Construction Cost
Mobilization
1 LS $ 50,000 $ 50,000
Demo existing pumps, standyby power system etc.
1 LS 50,000 50,000
Install new 140 hp pumps on new guide rails, valves, etc
1 LS 200,000 200,000
Install new electrical equipment and pump control panel in
building with variable speed controllers
1 LS 410,000 410,000
Bypass pumping
1 LS 60,000 60,000
Install new 40OKW staqndby power system with transfer
switch, etc
1 LS 200,000 200,000
Add new level sensors at Twinwood and Morgan pump
stations, etc
2 Ea 35,000 70,000
TOTAL
ESTIMATED CONSTRUCTION COST $ 1,040,000
ADD CONSTRUCTION CONTINGENCIES AND TECHNICAL SERVICES $ 310,000
TOTAL ESTIMATED PROJECT COST $ 1,350,000
This ENGINEER'S Estimate of Probable Projeci/Construction Cost is made on the basis of ENGINEER'S professional judgment and experience as a
professional generally familiar with the industry. The OWNER understands that the ENGINEER has no control over the cost of labor, materials,
equipment or services furnished by others, the Contractor's methods of determining prices, or the competitive bidding or market conditions. ENGINEER
cannot and does not guarantee that proposals, bids, or actual construction cost will not varyfrom estimates of probable construction cost as prepared by
ENGINEER.
Page 1 of 1

DAMS • MARTIN • POWELL
ENGINEERS & SURVEYORS mp
Basis
Of Cost
O Conceptual
6415 Old Plank Road
❑ Preliminary
High Point, NC 27265
Cl Final
p. 336.886.4821
Date:
11/25/2019
ESTIMATE OF PROBABLE PROJECT/CONSTRUCTION COST
Owner: City of Trinity
Project
180243
Project: Steeplegate Pumping System Expansion
Option 2 - Add 12" Forcemain with larger pumps with VFD's in a building
Description
Quantity Unit Unit Cost
Total
Construction Cost
Mobilization
1 LS $ 115,000
$ 115,000
Install 12" Force main
6900 LF 150
1,035,000
Install 24" Encasement pipe, by bore and jack method
200 LF 600
120,000
Demo existing pumps, standdby power system etc.
1 LS 50,000
50,000
Bypass pumping
1 LS 60,000
60,000
Install new 170 hp pumps on new guide rails, valves, etc
1 LS 230,000
230,000
Install new electrical equipment and pump control panel in
building with variable speed controllers
1 LS 420,000
420,000
Install new 40OKW staqndby power system with transfer
switch, etc
1 LS 200,000
200,000
Add new level sensors at Twinwood and Morgan pump
stations, etc
2 Ea 35,000
70,000
TOTAL
ESTIMATED CONSTRUCTION COST
$ 2,300,000
ADD CONSTRUCTION CONTINGENCIES AND TECHNICAL SERVICES
$ 680,000
TOTAL ESTIMATED PROJECT COST
$ 2,980,000
This ENGINEER'S Estimate of Probable ProjecVConstruction Cost is made on the basis of ENGINEER'S professional judgment and experience as a
professional generally familiar with the industry. The OWNER understands that the ENGINEER has no control over the cost of labor, materials,
equipment, orservices furnished by others, the Contractor's methods of determining prices, or the competitive bidding or market conditions. ENGINEER
cannot and does not guarantee that proposals, bids, or actual construction cost will not varyfrom estimates of probable construction cost as prepared by
ENGINEER.
Page 1 of 1

[e-mail]
From: Danielle Kirk <[e-mail]>
Sent: Friday, August 21, 2020 12:13 PM
To: [e-mail]; 'Rodney Johnson'
Subject: Trinity TH - Updated Schedule
Rodney:
Good Afternoon!
As we discussed on the phone, please see below the updated schedule from the client for your use in responding to the
state:
Our schedule needs to be revised as follows:
- Start Date: August 2020
- At closing, forty (40) lots purchased —April 15`t' 2021
- At 6 months after closing, thirty-nine (39) lots purchased — October 15`h, 2021
- At 10 months after closing, thirty-eight (38) lots purchased — February 15`", 2022
Thank you,
Danielle Kirk, P.E.
Project Engineer III
TIMMONS GROUP I www.timmons.com
5410 Trinity Rd, Suite 102 1 Raleigh, NC 27607
Office:984.255.2364 1 Fax:[phone]
[e-mail]
Your Vision Achieved Through Ours
To send me files greater than 20MB click here.

WithersRavenel
Engineers I Planners I Surveyors
424 Gallimore Dairy Road, Suite C, Greensboro, NC 27409
(P) 336-605-3009 / (F) 919-467-6008
License #: C-0832
CITY OF
TRINITY
SANITARY SEWER
SYSTEM
MERGER
/REGIONALIZATION
STUDY
February 2020
Prepared for:
Prepare, d by:
yy
yEss
City of Trinity, NC 2/14/20
5978 NC Hwy. 62, P.O. Box 50 Leonard McBryde III, P.E.
Trinity, NC 27370
(P) 336-431-2841 / (F) 336-431-5079

Table of Contents
1. Executive Summary Page 1
2. Background
Page 1
Geography
Page 1
Demographics
Page 2
Zoning
Page 3
Soils
Page 5
Surface Waters
Page 5
3. Existing Sanitary Sewer System Page 7
4. Evaluation for Extending Sewer Service Page 11
Areas of Failed Septic Tanks and Poor Soils Page 11
Areas of Future Development Page 13
5. Summary of Sanitary Sewer System Deficiencies Page 13
Collection System Page 13
Lift Stations Page 15
Wastewater Treatment and Disposal Page 17
6. Prescribed Merger/Regionalization Options Page 17
Option 1— No Action Page 17
Option 2 - Negotiate Agreement with the City of Archdale Page 17
Option 3 - Negotiate Agreement with the City of High Point Page 22
Option 4 - Construct a City of Trinity WWTP Facility Page 26
7. Evaluation of Options Page 27
Option 1— No Action Page 27
Option 2 - Negotiate Agreement with the City of Archdale Page 27
Option 3 - Negotiate Agreement with the City of High Point Page 27
Option 4 - Construct a City of Trinity WWTP Facility Page 28
8. Conclusion and Recommendations Page 28

List of Figures
Figure 1 -
Location Map
Page 2
Figure 2 -
Zoning Map
Page 3
Figure 3 -
Developed Parcels Map
Page 4
Figure 4 -
Undeveloped Parcels Map
Page 4
Figure 5 -
Soils Map
Appendix A
Figure 6 -
Yadkin/Pee Dee River Basin Map
Page 6
Figure 7 -
Existing Sanitary Sewer System Map
Page 7
Figure 8 -
Failed Septic Tanks / Poor Soils Map
Appendix B
Figure 9 -
Parcels that Received Permits Map
Appendix C
Figure 10
— Critical Area for Public Sewer Map
Appendix D
Figure 11
- Failed Septic Tanks / Poor Soils Sewer Extension #1 Map
Appendix E
Figure 12
- Failed Septic Tanks / Poor Soils Sewer Extension #2 Map
Appendix F
Figure 13
—Areas of Future Development Map
Appendix G
Figure 14
— Steeplegate Lift Station Upgrade to Eastside WWTP Map
Appendix H
Figure 15
— Morgan Lift Station Upgrade to Eastside WWTP Map
Appendix I
Figure 16
- Steeplegate Lift Station Upgrade to Westside WWTP Map
Appendix J
Figure 17
- Morgan Lift Station Upgrade to Westside WWTP Map
Appendix K
List of Tables
Table 1—
Soils
Page 5
Table 2 -
WS-III Classification Guide
Page 6
Table 3 -
Existing Sewer Mains
Page 7
Table 4 -
Existing Manholes
Page 8
Table 5-
Existing Lift Stations
Page 8
Table 6 -
Existing Force Mains
Page 9
Table 7 -
Existing Lift Station Flows
Page 9
Table 8 -
Existing Flows vs. Trinity Allocations
Page 10
Table 9 -
Existing Average Monthly Treatment Bill
Page 10
Table 10
— Existing Average Monthly Customer Bill
Page 11
Table 11
- Failed Septic Tanks / Poor Soils Cost Estimate
Page 12
Table 12
— Pike Lift Station Elimination Cost Estimate
Page 14
Table 13
- Darr Lift Station Elimination Cost Estimate
Page 15
Table 14—Trinity
Furniture Lift Station Upgrade Cost Estimate
Page 16
Table 15
— Archdale Capacity Fee
Page 18
Table 16
— Steeplegate LS Upgrade to Eastside WWTP Usage Fee
Page 19
Table 17
— Steeplegate Upgrade to Eastside WWTP Cost Estimate
Page 20
Table 18
— Morgan LS Upgrade to Eastside WWTP Usage Fee
Page 21
Table 19
— Morgan LS Upgrade to Eastside WWTP Cost Estimate
Page 22
Table 20
— High Point Capacity Fee
Page 23
Table 21—
Steeplegate LS Upgrade to Westside WWTP Usage Fee
Page 23
Table 22
— Steeplegate Upgrade to Westside WWTP Cost Estimate
Page 24
Table 23
— Morgan LS Upgrade to Westside WWTP Usage Fee
Page 25
Table 24
— Morgan LS Upgrade to Westside WWTP Cost Estimate
Page 26
Table 25
— Option 1 and 2 Evaluation with Current Flow
Appendix L
Table 26
— Option 1 and 2 Evaluation with Increased Flow
Appendix M

1. Executive Summary
The objective of this Merger/Regionalization Study is to assess the general feasibility of treatment and
disposal alternatives for the City of Trinity (herein referred to as City) and provide direction as to how to
proceed. Each alternative is reviewed in terms of costs and benefits for technical, environmental,
regulatory and financial considerations, as well as quality of life impacts to the community. While much
information is given for each alternative, full development of each alternative is beyond the scope of this
study. The focus of this study is to provide information to allow the City to select a feasible alternative
that would warrant further action.
The City owns and operates a sanitary sewer system of collection sewer mains, manholes, lift stations
and with rising operation and maintenance costs is addressing the wastewater disposal cost by
sanctioning this study. Currently the City does not have a WWTP and must seek partnerships with
adjacent municipalities for wastewater treatment. Wastewater generated by the City is discharged to
the City of High Point's Eastside Wastewater Treatment Plant (via the City of Archdale's sanitary sewer
system) and to the City of Thomasville's Hamby Creek WWTP for treatment. This Merger/Regionalization
Study evaluates the potential cost savings for the options listed below that were determined to be the
options to evaluate.
Option 1— No Action.
Option 2 - Negotiate agreement with Archdale for City's permanent share of the City of High Point's
Eastside WWTP facility allocation.
Option 3 - Negotiate agreement with High Point for City's permanent share of the City of High Point's
Westside WWTP facility allocation.
Option 4 - Construct a City of Trinity WWTP facility.
Results from this study show that the Merger/Regionalization with the City of High Point would be
expected to provide a net present value savings over the next 30 years of $2,000,000.00 to $5,000,000.00
depending on which option is selected.
2. Background
Geography
The City is located along 1-85 in northwestern Randolph County, North Carolina. Randolph County is a
part of the Piedmont Triad region, an eleven -county area whose central location puts it within 90 miles
of the Blue Ridge Mountains to the west and within 200 miles of the Atlantic Ocean to the east.
The City is bounded by the City of Thomasville to the west and the cities of Archdale and High Point to
the north. Areas to the east and south are unincorporated. The City has a total area of 17.0 square
miles, of which, 16.9 square miles is land and 0.1 square miles (0.59%) is water.
Page 1 of 41

The figure below shows the City's location in relation to the surrounding municipalities
Figul L _ -..,-otion IL,-,
74vi 2y
Demographics
Archdale
As of 2010, there were 6,614 people, 2,641 households and 1,947 families residing in the City. The
population density was 395 people per square mile. There were 2,759 housing units at an
average density of 163 per square mile. The racial composition of the City was: 91.70% White, 4.90%
Black or African American, 2.30% Hispanic or Latino American, 1.20% Asian American, 0.40% Native
American, 0.00% Native Hawaiian or Other Pacific Islander, 1.00% some other race and 0.08% two or
more races.
In the City, the population was spread out with 23.3% under the age of 19, 5.00% from 20 to 24,
23.10% from 25 to 44, 32.40% from 45 to 64 and 16.10% who were 65 years of age or older. The
median age was 44 years. For every 100 females, there were 98.7 males. For every 100 females age
18 and over, there were 1.03 males.
The median income for a household in the City was $50,718 and the median income for a family
was $48,838. Males had a median income of $35,498 versus $22,208 for females. The per capita
income for the City was $21,068. About 6.1% of families and 8.6% of the population were below the
poverty line, including 12.0% of those under age 18 and 12.0% of those age 65 or over.
Page 2 of 41

Zoning
At the time of adoption of the City's initial Zoning Ordinance, considerable land in the City was zoned
Residential Agricultural. This is a carryover from its Randolph County zoning classification. This
classification provides a place for agricultural operations and scattered non -farm residences on
traditional rural lots. Only minor conventional residential subdivisions (three or fewer lots) are allowed
in this district. Requests for higher density residential use or other uses, consistent with the City Land
Development Plan, are handled through the rezoning process. The next major zoning designation in the
City is R-12 Residential District. The R-12 district is designed for medium -to -high density residential uses
with lot sizes a minimum of 12,000 square feet, some public, semi-public and recreational activities that
are compatible with residential development. Public water and sewer are a prerequisite to development
in this district. The figure below shows the current zoning for the City.
Figure 2 — Zoning Map
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Page 3 of 41

There are 4,038 parcels of land in the City and there are 2,735 parcels which are developed and occupied,
while 1,303 parcels are undeveloped and of those 1,303 undeveloped parcels 409 can be subdivided.
The figures below show the current developed and undeveloped parcels in the City.
Figure - Developed Parcels Map
City of Trinity. NC
�i. MhI1i=�ligYelSrl
Figure 4 — Undeveloped Parcels Map
City of irinitg, NC
4lndeval4P'Eb Nrceb
areaCw than 7 Aum
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Page 4 of 41
' c....F.. a.o.�
Q n.waha.r

Soils
The soils in the City are of particular concern for on -site wastewater treatment and disposal. On -site
septic systems (OSS) depend on the soils to provide much of the treatment. Ideal soils for OSS have
organics that filter pathogens and are well -drained, meaning the soils do not pond water or stay "muddy"
wet. Coarse sand soils can be excessively -drained and do not provide physical filtering before the
wastewater contacts groundwater. The Natural Resources Conservation Services Report (NRCS) for
Randolph County, North Carolina describes most soils in the project area as unacceptable for a drain
field (Soils Map in Appendix A). The majority of the soils in the City are listed in the table and shown in
the map below and encompass approximately 76.7% of the City's land mass.
Table 1— Soils
Figure S - Soils Map
SEE APPENDIX A
Poor soil conditions make OSS repairs very expensive and sometimes unworkable, since the size of a
drain field is based on the rate the soils will drain or infiltrate. The majority of the City is composed of
Mecklenburg, Wilkes-Poindexter-Wynott and Wynott-Enon soil series. These soil series consist of very
deep and poorly drained soils. The NRCS Randolph County Soil Survey states that the use of the Wynott-
Enon soil for septic tank absorption fields is limited by restricted permeability. The soil is not suited to
conventional septic tank absorption fields. Septic tank absorption fields do not function properly during
rainy periods. Use of heavy equipment during construction compacts the soil and thus further reduces
permeability, particularly during periods when the soil moisture content is high.
Surface Waters
The tributary for the City is the Uwharrie River and this tributary is classified by NCDEQ as WS-III. WS-III
waters are generally in low to moderately developed watersheds. WS-III waters are used as sources of
water supply for drinking, culinary, or food processing purposes where a more protective WS-1 or II
classification is not feasible. The Yadkin/Pee Dee River Basin is shown in the figure below.
Page 5 of 41

Figure 6 — Yadkin/Pee Dee River Basin Map
Legend
YaO,n R•ti@r EW n
R mr Sans
uunly &t4amts
I.FaAr "rafCladr
municipalities
- Cn&-N%-1ra. illadharrs MV71 Ff551
Crx+c . xsrVTW63
— HVR Pint .".0'r s-we r.,hr,
vopsskkx�'. m xarrrwsr+Ak. I—Vom wa tarurntk
C 10
54Mth Carolina
w�f
I
0
N
These waters are also protected for Class C uses which are waters protected for uses such as secondary
recreation, fishing, wildlife, fish consumption, aquatic life including propagation, survival and
maintenance of biological integrity, and agriculture. Secondary recreation includes wading, boating, and
other uses involving human body contact with water where such activities take place in an infrequent,
unorganized, or incidental manner. NCDEQ has classified the Upper Yadkin — Pee Dee River Basin a
Priority Watershed and has issued a moratorium on National Pollutant Discharge Elimination System
(NPDES) permits for the Yadkin — Pee Dee River Basin above High Rock Lake. The Guide to the Surface
Freshwater Classification is shown in the table below for the WS-III watershed.
Table 2 — WS-111 Classification Guide
Surface
ALLOWABLE DENSITY
EROSION &
AGRICULTURE BEST
FORESTRY BEST
TRANSPORTATION
DAMS/WATER
AREA
WASTEWATER
MANAGEMENT
MANAGEMENT
BEST MANAGEMENT
Freshwater
AFFECTED
DISCHARGES ALLOWED
LOW DENSITY
HIGH DENSITY
SEDIMENTATION
PRACTICES
PRACTICES
PRACTICES
LANDFILLS ALLOWED
RESOURCE
Classifications
STREAM BUFFERS
CONTROLS
PROTECTS
OPTION
OPTION
MANDATED
MANDATED
MANDATED
1i2 mile
1 du / 1 ac or
12-30%built
Low Density- 30'
No Specific
General Permits
Standard Rules
Yes
Yes
Yes
No New Landfills
WATER SUPPLY - III
Critical Area
12%Built Upon
upon area
High Density-
Restrictions
(WS-III)
Rest of
Domestic and Non-
1 du / 1/2 ac or
24-50%built
Low Density- 30'
No New
No Specific
Standard Rules
Yes
Yes
Yes
Watershed
Process Industrial
24%Built Upon
upon area
High Density -
Discharging Landfills
Restrictions
Page 6 of 41

3. Existing Sewer System
According to the GIS information provided by the City, the collection system consists of approximately
27 miles of 8" to 18" diameter sewer mains, 1,059 manholes, 10 lift stations and approximately 14 miles
of 4" through 8" diameter force mains as detailed in the figure and tables below.
rigure / — -xjsvng .�>an1[ary -)ewer -)ysrem iviap
N
- E
S
rnhAr PwW UMx 4
.i�MapTgllrt7r
FgrQp f a�
TnhIP 3 — Existina Sewer Mains
0 Existing Sewer
Sewer Main Diameter
(Inches)
Mains
Length
(Miles)
Page 7 of 41

Table 5 — Existing Lift Stations
FCapajcit
Name
Dynamic
Discharge
MotorTotal
Size
Generator
Diameter
"Type
(GPM) Head
Size (KW)
Small Fixed
Ronniedale
Morgan 250 135
30
80
6
Speed Duplex
Large Variable
Morgan
Twinwood
700
264
84
350
10
Speed Duplex
Small Fixed
Welborn
Twinwood
185
105
40
60
6
Speed Duplex
Trinity
Small Fixed
Wheatmore
180
135
30
80
6
Furniture
Speed Duplex
Small Series
Wheatmore
Connected
Steeplegate
320
264
40
200
8
Duplex
Large Variable
Twinwood
Steeplegate
400
230
115
400
10
Speed Duplex
Small Series
Pike
Connected
Steeplegate
180
110
27
150
8
Duplex
Small Fixed
Lakewood
Steeplegate
180
117
25
75
6
Speed Duplex
Large Fixed
Thomasville
Steeplegate
500
135
50
200
10
Speed Duplex
Outfall
Small Fixed
Archdale
Darr
Speed Duplex
Outfall
200
86
14
60
6
Page 8 of 41

Table 6 — Existinq Force Mains
Welborn
Existing
ch
(I n '01
4
Force
PVC
Mains
(Miles)
0.29
(Miles)
1.17
Steeplegate
4
PVC
0.88
Darr
6
PVC
0.74
5.54
Trinity
Furniture
6
PVC
1.83
Lakewood
6
PVC
0.73
Pike
6
PVC
1.74
Ronniedale
6
DI
0.49
Morgan
8
DI
1.36
6.98
Wheatmore
8
DI
3.09
Twinwood
8
PVC
1.23
Steeplegate
8
PVC
1.30
For purposes of calculating costs from flows, the existing flows were calculated for the lift station
detailed in the table below.
Table 7 — Existinq Lift Station Flows
Morgan 1 700 1 206.4 1 144,480
Pike 1 180 1 81.9 1 14,742 1
ISteeplegate 1 500 1 497.2 1 248,600 1
Water is supplied to the City of Trinity by Davidson Water Company, which has its intake on the Yadkin
River (Yadkin / Pee Dee River Basin). Currently the City does not have a WWTP and must seek
partnerships with adjacent municipalities for wastewater treatment. Wastewater generated by the City
is discharged to the City of High Point's Eastside Wastewater Treatment Plant (via the City of Archdale's
sanitary sewer system) located at 5898 Riverdale Road, Jamestown NC and to the City of Thomasville's
Hamby Creek WWTP located at 110 Optimist Park Road, Thomasville NC for treatment. The City of High
Point Eastside WWTP discharges to the Cape Fear Basin and Thomasville discharges to the Yadkin / Pee
Dee River Basin.
Page 9 of 41

As mentioned previously, Archdale provides the City with sewer transport and treatment services
through reallocation of Archdale's sewer allocation in the City of High Point's Eastside WWTP facility.
The governing agreement between the City and Archdale is dated July 16, 2002 with an expiration date
of July 15, 2027 or when the City can serve the agreement -defined area, whichever comes first.
Thomasville provides the City with treatment services through the City's purchase of a 1.00 MGD sewer
allocation of the Hamby Creek WWTP's permitted 6 MGD capacity. The table below summarizes the
current status of the City's sanitary sewer system flows and allocations.
T^hle 8 — E)(ktinn Flows vs. Trinity Allocation
The City's average monthly wastewater treatment bill for the average daily flows shown above are
calculated and shown in the table below. The calculations below depict what is agreed upon in the
current interlocal agreements. The City pays Archdale 150% for the current inside customer rate and
pays Thomasville 95% of the current inside customer rate
Table 9 — Existina Averaae Monthly Treatment Bill
Usage
Billing Unit Total Amount of Usage
6moh L (Gallons) (Gallons)
City of Archdale
Fee
Payment Number Payment Totall
Unit of Units per Unit
First 2,000
2,000
2,000
1
$26.91
$26.91
Every 1,000 after
5,350
1,000
5
$10.05
$53.77
Total Avergae Daily Bill
$80.68
Total Avergae Monthly Bill (using 30.5 days)
$2,460.66
City of Thomasville
Every 1,000
215,000
1,000
215
$6.12
$1,315.80
Total Avergae Monthly Bill (using 30.5 days)
$40,131.90
Total Average Montly Bill
$42,592.56
Per the UNC School of Government, the Average Monthly Customer Bill for the City of Trinity and the
surrounding municipalities are listed in the table on the next page.
Page 10 of 41

Table 10 — Existing Average Monthly Customer Bill
Location
6MLL
City of Trinity
Monthly Sewer Bill for
000 Gallons
$60.94
City of Archdale
$38.04
City of Thomasville
$49.30
City of High Point
$48.74
City of Greensboro
$28.71
City of Winston Salem
$29.86
Davidson County
$80.64
4. Evaluation for Extending Sewer Services
Areas of Failed Septic Tanks / Poor Soils
The map in Appendix B shows the areas that Randolph County Environmental Health Department has
on record for failed septic tanks / poor soils.
Figure 8 — Failed Septic Tanks / Poor Soils Map
SEE APPENDIX B
The map in Appendix C shows the areas that Randolph County Environmental Health Department has on
record for permits issued to repair failed septic tanks.
Figure 9 — Parcels that Received Permits Map
APPENDIX C
The map in Appendix D are the areas of concern after speaking with the Randolph County
Environmental Health Department and the City's Public Works Department. These areas depicted are
the areas determined that the need for public sewer was critical.
Figure 10 —Critical Areas for Public Sewer Map
SEE APPENDIX D
The map in Appendix E and F show the proposed sewer extension to serve the eastern critical area.
Figure i . , ailed Septic Tanks / Poor Soils Sewer Extension #1 Map
SEE APPENDIX E
Figure 12 — Failed Septic Tanks / Poor Soils Sewer Extension #2 Map
SEE APPENDIX F
Page 11 of 41

The Opinion of Cost / Cost Estimate associated with these improvements is shown in the table below.
i able 1 i — Fahea -,)epuc i anKs I voor Soils Cost Estimate
Item
Opinion
D-
rn
Estimated
Quantity
.-. Price
ll
1
Mobilization
LS
1
$5,000.00
$5,000.00
2
Clearing and Grubbing
LS
1
$10,000.00
$10,000.00
3
8" SDR 35 PVC Sewer Main
LF
24,100
$30.00
$723,000.00
4
4' Diameter Manholes
EA
47
$5,000.00
$235,000.00
5
4" PVC Services
EA
100
$1,200.00
$120,000.00
6
Connection #1
LS
1
$5,000.00
$5,000.00
7
Connection #2
LS
1
$5,000.00
$5,000.00
8
Bore and Jack 24" Steel Casing
Including Carrier Pipe & Accessories
LF
200
$125.00
$25,000.00
9
Asphalt Drive Repair
SY
10
$S95.00
$5,950.00
10
Remove and Replace Unsuitable
Material with #67 Stone
TN
200
$45.00
$9,000.00
11
Silt Fence
LF
2,292
$3.50
$8,022.00
12
Silt Fence Outlet
EA
2
$350.00
$700.00
13
Check Dam
EA
8
$500.00
$4,000.00
14
Gravel Drive Repair
SY
10
$150.00
$1,500.00
15
Site Restoration
LS
1
$10,000.00
$10,000.00
16
Compaction Testing Allowance
LS
1
$2,500.00
$2,500.00
Total Construction Cost Estimate
$1,169,672.00
1
Contingency (10%)
$116,967.20
2
Surveying
$30,000.00
3
Engineering
$93,573.76
4
Permitting
$10,000.00
5
Easements
$15,000.00
6
Construction Administration
$11,696.72
7
Construction Observation
$70,180.32
Total Design Cost Estimate
$347,418.00
TOTAL PROJECT COST ESTIMATE
$1,517,090.00
Page 12 of 41

Areas of Future Development
Increasing population and rapid economic development are straining the financial resources of local
governments charged with providing water and sewer services to accommodate growth. In many cases
utilities are turning to the private sector to pay capital costs of extending water and sewer lines. That is
in keeping with a fundamental principle of public finance; beneficiaries of services should pay the costs
associated with those services. The City's Council has approved an Ordinance that requires all new water
and sewer lines be designed and installed by the developer. The City will not have to use capital for
water and sewer extensions to these areas. The map in Appendix G depicts the areas of Future
Development as specified by the City of Trinity.
SEE APPENDIX G
Figure 13 —Areas of Future Development Map
5. Summary of Sanitary Sewer System Deficiencies
Collection System
As detailed, the City has approximately 28 miles of 8" —18" gravity sewer main and 1,059 manholes. The
initial section of the collection system was installed in 2002 and the last section of the collection system
was installed in 2014. The City's collection system is only 18 years or less in age and is in very good
condition. The City has not had any fines levied by NCDEQ and has a compliance history. There are
currently no deficiencies in the collection system but it is recommended to maintain regular cleaning
and maintenance along with regular monitoring to identify deficiencies in the collection system when
they occur.
There are a couple of lift stations that could be eliminated if gravity sewer was installed and the flow
was diverted to the nearest existing gravity sewer main.
Compared to sewer lines where gravity drives wastewater flow, lift stations require a source of electric
power. If the power supply is interrupted, flow conveyance is discontinued and can result in flooding
upstream of the lift station. It can also interrupt the normal operation of the downstream wastewater
conveyance and treatment facilities. This limitation is typically addressed by providing an emergency
power supply. Key disadvantages of lift stations include the high cost to construct and maintain and the
potential for odors and noise. Lift stations also require a significant amount of power, are sometimes
expensive to upgrade and may create public concerns and negative public reaction. The low cost of
gravity wastewater conveyance and the higher costs of building, operating and maintaining lift stations
means that gravity sewers systems are usually the preferred option, if possible and technically feasible.
The first station we will look at is the Pike Lift Station. This station can be eliminated by installing a 12"
diameter gravity sewer main from the existing manhole at the existing Pike Lift Station along the stream
down to the existing manhole at the intersection of Highway 62 and Hopewell Church Road. The Opinion
of Cost / Cost Estimate associated with these improvements is shown in the table on the next page.
Page 13 of 41

Table 12 — Pike Lift Station Elimination Cost Estimate
No.
1
Opinion of
Item Description
Mobilization
Cost
Unit
LS
Cost Estimate
Estimated
Quantity
1
Unit Price
$5,000.00
ExtendedItem
Price
$5,000.00
2
12" SDR 35 PVC Sewer Main
LF
2,960
$40.00
$118,400.00
3
4' Diameter Manhole
EA
10
$5,000.00
$50,000.00
4
24" Steel Casing Bore and Jack
with 12" DIP Sewer Main
LF
80
$125.00
$10,000.00
5
Erosion Control
LS
1
$5,000.00
$5,000.00
6
Seeding and Mulching
LF
2,960
$3.00
$8,880.00
7
Demolition of Lift Station
LS
1
$15,000.00
$15,000.00
Total Construction Cost Estimate
$212,280.00
1
Contingency (10%)
$21,228.00
2
Surveying
$8,000.00
3
Engineering (8%)
$16,982.40
4
Permitting
$5,000.00
5
Easements
$15,000.00
6
Construction Administration
$2,122.80
7
Construction Observation
$12,736.80
Total Design Cost Estimate
$81,070.00
TOTAL PROJECT COST ESTIMATE
$293,3S0.00
The City spends approximately $15,600 per year for operation and maintenance ($5,200 power + $7,200
personnel + $3,200 parts) on this lift station This means the savings each year would take approximately
19 years for the project to pay for itself. It is recommended that this lift station be further investigated
for elimination and if possible, to be eliminated.
The second station we will look at is the Darr Lift Station. This station can be eliminated by installing an
8" diameter gravity sewer main from the existing manhole at the existing Darr Lift Station along the
stream down to the existing manhole at the intersection of Osborn Street and Trinity Boulevard. The
Opinion of Cost / Cost Estimate associated with these improvements is shown in the table on the next
page.
Page 14 of 41

Table 13 — Darr Lift Station Elimination Cost Estimate
ELIt
1
Opinion
em D-
Mobilization
LS
Estimated
Quantity
JL
1
$5,000.00
.-. Price
$S,000.00
2
8" SDR 35 PVC Sewer Main
LF
1,020
$40.00
$40,800.00
3
4' Diameter Manhole
EA
3
$5,000.00
$15,000.00
4
Asphalt Cut and Patch
LF
15
$125.00
$1,875.00
5
Erosion Control
LS
1
$5,000.00
$5,000.00
6
Seeding and Mulching
LF
1,020
$3.00
$3,060.00
7
Demolition of Lift Station
LS
1
$15,000.00
$15,000.00
Total Construction Cost Estimate
$85,735.00
1
Contingency (10%)
$8,573.50
2
Surveying
$5,000.00
3
Engineering (8%)
$6,858.80
4
Permitting
$5,000.00
5
Easements
$15,000.00
6
Construction Administration
$857.35
7
Construction Observation
$5,144.10
Total Design Cost Estimate
$46,433.75
TOTAL PROJECT COST ESTIMATE
$132,168.75
The City spends approximately $9,600 per year for operation and maintenance ($1,200 power + $7,200
personnel + $1,200 parts) on this lift station This means the savings each year would take approximately
14 years for the project to pay for itself. It is recommended that this lift station be further investigated
for elimination and if possible, to be eliminated.
Lift Stations
As detailed above, the City has 10 Lift Stations ranging from 180 gpm to 700 gpm pumping rate.
Steeplegate Lift Station is the City's oldest lift station, which was installed in 2002. So, all the of the City's
10 lift stations are 18 years of age or less. The City has had to replace some pumps and perform some
minor repairs but nothing that was out of the realm of normal wear and tear maintenance.
The City does have an issue with their Trinity Furniture lift station that was installed in 2011. This lift
station was designed and installed for the build out capacity of the lift station's drainage basin, which is
180 gpm, a flow equivalent to approximately 700 residential units. The lift station was oversized from
the start because there was minimal inflow and unfortunately the development has not grown at the
Page 15 of 41

rate that was expected. With the flow being minimal and the lift station being oversized, the pump
cycles are limited and the force main does not get scoured properly. The tuberculation buildup in the
force main over a time period of 4-6 months raises the head on the pump and causes the pump to
operate on the left side of the pump curve. When the City sees this happening, the City personnel
purchases water from Davidson Water Inc. to fill the wet well and manually run the pumps until the force
main is cleaned.
The only way to remedy the situation where the City does not have to purchase water from Davidson
Water and spend time flushing and scouring the force main is to install a parallel 4" force main and to
install smaller pumps in the wet well. The Opinion of Cost / Cost Estimate associated with these
improvements is shown in the table below.
Table 14 — Trinitv Furniture Lift Station Unqrade Cost Estimate
Item
NIN
1
•. ost Estimate
Item Description mated
& stui antity
Mobilization LS 1
Unit Price
A
$5,000.00
Extended Price
$5,000.00
2
4" PVC Force Main
LF
9,700
$25.00
$242,500.00
3
8" Steel Casing Bore and Jack
with 4" DIP Force Main
LF
250
$125.00
$31,250.00
4
6" HDPE Directional Bore
LF
200
$225.00
$45,000.00
5
Replace Pumps along with
Associated Piping and Wiring
LS
1
$35,000.00
$35,000.00
Total Construction Cost Estimate
$358,750.00
1
Contingency (10%)
$35,875.00
2
Engineering (8%)
$28,700.00
3
Permitting
$10,000.00
4
Easements
$15,000.00
5
Construction Administration
$3,587.50
6
Construction Observation
$21,525.00
Total Design Cost Estimate
$114,687.50
TOTAL PROJECT COST ESTIMATE
$473,437.50
The City pays approximately $100 for the water and $1,000 in personnel expenses whenever they have
to flush the Trinity Furniture force main. The City has to flush this force main 3 times a year, which totals
to be approximately $3,300 per year spent. This means the savings each year would take approximately
143 years for the project to pay for itself. It is not recommended to upgrade this station but to maintain
the current operation procedures.
Page 16 of 41

Wastewater Treatment and Disposal
As mentioned previously, the City does not have a WWTP and must seek partnerships with adjacent
municipalities for wastewater treatment. Currently a small portion of sewer in the Darr Road area is
discharged into the City of Archdale's sanitary sewer system. The rest of the City's sanitary sewer system
is discharged into the City of Thomasville's sanitary sewer system. The agreement between the City and
Thomasville is very limited on the restrictions placed on Thomasville. This agreement provides a
disadvantage to the City due because they have no control or recourse for Thomasville rate increases.
6. Prescribed Merger/Regionalization Optioiib
The City anticipates future growth due to residential annexation and industrial development as well as
to accommodate sewer extensions needed to mitigate failing septic tanks or poor soils within the City
limits. This study identified and evaluated the following options that are available to the City:
Option 1— No Action.
Option 2 - Negotiate agreement with the City of Archdale for City's permanent share of the City of
High Point's Eastside WWTP facility allocation.
Option 3 - Negotiate agreement with the City of High Point for City's permanent share of the City of
High Point's Westside WWTP facility allocation.
Option 4 - Construct a City of Trinity WWTP facility.
Option 1— No Action
The current disposal method of direct discharge to the City of Thomasville and the City of Archdale
collection systems is adequate for current wastewater flows but would soon be inadequate as
population grows and disposal cost rise. Considering the City's future residential and commercial growth
and the need to extend sewer service to residential areas with inadequate on -site wastewater disposal,
the City would be producing more wastewater effluent than could be disposed of with the current
allocations from the City of Thomasville and the City of Archdale.
Option 2 - Negotiate Agreement with the City of Archdale for City's permanent share of the City of High
Point's Eastside WWTP facility allocation.
Alternative 1
The City can negotiate an Agreement with the City of Archdale to receive a portion of their sanitary sewer
discharge with the City of Trinity purchasing a portion of the City of Archdale capacity in the City of High
Point Eastside WWTP. To get their discharge to the City of Archdale sewer outfall where their existing
Darr Lift Station discharges, the City will need to install a force main from the existing Steeplegate Lift
Station to the existing 15" outfall that the Darr Lift Station discharges into currently.
The City's combined (Thomasville and Archdale discharges) average daily flow is approximately 0.22235
MGD. Currently the City of Archdale has a 2.5 MGD allocation from the City of High Point at their Eastside
WWTP. The current average daily flow that Archdale sends to High Point is 1.2 MGD so Archdale has
approximately 1.3 MGD allocation remaining. The City can request to purchase half of Archdale's
remaining allocation, 0.65 MGD capacity, that will include the existing 0.027 MGD allocation that the
Page 17 of 41

City has already purchased from Archdale. This would have plenty of room for growth with 0.3615 MGD
capacity left in the allocation for future growth plus the City still has its allocation with the City of
Thomasville. If needed, flow can be diverted back to Thomasville.
The City paid Archdale $54,000 for the 0.027 MGD allocation back in 2002. If that number is pro -rated
out and adjusted for inflation for the 0.65 MGD allocation that will be requested, then the City will owe
Archdale $1,744,000.00 for the Capacity Fee as calculated and shown in the table below.
11 � -- -',iie Capacity Fee
Original Allocation
.027 MGD
$54,000.00
Desired Allocation7((0.650
MGD
Requested Allcoation
(0.650-0.027)
0.623 MGD
Units (0.623/0.027)
23.07407 Units
Capacity Fee Owed for the
0.623 MGD Allocation
(23.07407x$54,000)
$1,246,000.00
Inflation Cost since 2002
(Approximatley 40%)
$1,744,400.00
The Capacity Fee would be paid for by monthly installments over a 20-year period. The monthly bill for
the Capacity Fee would be approximately $10,000.00.
The 2002 agreement between the City and Archdale states that the City will pay 150% of the current
inside City customer rate for usage. The current inside City customer sewer rate for the City of Archdale
is $17.94 for the first 2,000 gallons and $6.70 for every 1,000 gallons above the first 2,000 gallons. Per
the 2002 agreement, the City's rates for discharging into the Archdale sewer system is $26.91 for the
first 2,000 gallons and $10.05 for every 1,000 gallons after the first 2,000 gallons.
If the City would end up sending all of its wastewater discharge to the City of Archdale, the average
monthly bill would be as calculated and shown in the table on the next page.
Page 18 of 41

Table 16 — Steeplegate LS Upgrade to Eastside WWTP Usape Fee
First 2,000 2,000 2,000 1 $26.91 $26.91
Every 1,000 after 348,000 1,000 348 $10.05 $3,497.40
Total Avergae Daily Bill $3,524.31
Total Avergae Monthly Bill (using 30.5 days) $107,491.46
For the City to be able to send all of its wastewater to the City of Archdale, it could install a force main
from the Steeplegate Lift Station to the Archdale sewer system and upgrade the lift station with pumps
and electrical that will work with the new GPM and TDH. The map associated with these improvements
are shown in Appendix H.
Figure 14 — Steeplegate Lift Station and Force Main Upgrade to Eastside WWTP Map
SEE APPENDIX H
The Opinion of Cost / Cost Estimate associated with these improvements is shown in the table on the
next page.
Page 19 of 41

Table 17 — Steeplegate LS Upgrade to Eastside WWTP Cost Estimate
W,
Item No.
1
.WA
OpinionWill
Item Description
Mobilization
LS
Estimated
Quantity
1
$5,000.00
.-. Price
$5,000.00
2
10" PVC Force Main
LF
27,700
$20.00
$554,000.00
3
20" Steel Casing Bore and Jack
with 8" DIP Force Main
LF
250
$130.00
$32 500.00
4
12" HDPE Directional Bore
LF
200
$230.00
$46,000.00
5
Vacuum Air Release Valves
LS
1
$10,000.00
$10,000.00
6
Drive Way Repair
EA
50
$300.00
$15,000.00
7
Erosion Control
LS
2
$8,000.00
$16,000.00
8
Seeding and Mulching
LF
27,700
$1.00
$27,700.00
9
Replace Pumps along with
Associated Piping and Wiring
LS
1
$100,000.00
$100,000.00
10
By -Pass Pumping
LS
1
$30,000.00
$30,000.00
Total Construction Cost Estimate
$836,200.00
1
Contingency (10%)
$83,620.00
2
Surveying
$30,000.00
3
Engineering (8%)
$66,896.00
4
Permitting
$10,000.00
5
Easements
$15,000.00
6
Construction Administration
$8,362.00
7
Construction Observation
$50,172.00
Total Design Cost Estimate
$264,050.00
TOTAL PROJECT COST ESTIMATE
$1,100,250.00
AltPrnativP 2
Another alternative is for the City to maintain the Steeplegate Lift Station as is and to reroute the Morgan
Lift Station discharge to the Archdale existing 15" outfall.
The City would still ask for the 0.65 MGD capacity so the as detailed above the Capacity Fee would be
paid for by monthly installments over a 20-year period. The monthly bill for the Capacity Fee would be
approximately $10,000.00
Page 20 of 41

Also as detailed above, the 2002 agreement between the City and Archdale states that the City will pay
150% of the current inside City customer rate for usage. The current inside City customer sewer rate for
the City of Archdale is $17.94 for the first 2,000 gallons and $6.70 for every 1,000 gallons above the first
2,000 gallons. Per the 2002 agreement, the City's rates for discharging into the Archdale sewer system
is $26.91 for the first 2,000 gallons and $10.05 for every 1,000 gallons after the first 2,000 gallons.
If the City would end up sending a portion of its wastewater discharge to the City of Archdale, the average
monthly bill would be as calculated and shown in the table below.
able 18 — Morgan LS Upgrade to Eastside WWTP Usage Fee
LUsage
IUsage (Gall. jsl Total Amount of Usage
(Gallons)
City of Archdale
Fee
Payment Number Payment
Unit of Units per Unit T&
First 2,000
2,000
2,000
1
$26.91
$26.91
Every 1,000 after
131,350
1,000
131
$10.05
$1,320.07
Total Avergae Daily Bill
$1,346.98
Total Avergae Monthly Bill (using 30.5 days)
$41,082.81
City of Thomasville
Every 1,000
89,000
1,000
89
$5.80
$516.20
Total Avergae Monthly Bill (using 30.5 days)
$15,744.10
Total Montly Bill
$56,826.91
For the City to be able to send a portion of its wastewater to the City of Archdale, it could install a force
main from the Morgan Lift Station to the Archdale sewer system and upgrade the lift station with pumps
and electrical that will work with the new GPM and TDH. The map associated with these improvements
is shown in the figure on the next page.
rigure 15 — Morgan Lift Station and Force Main Upgrade to Eastside WWTP Map
SEE APPENDIX I
The Opinion of Cost / Cost Estimate associated with these improvements is shown in the table on the
next page.
Page 21 of 41

Table 19 — Morgan LS Upgrade to Eastside WWTP Cost Estimate
W,
Item No.
1
.WA
OpinionWill
Item Description
Mobilization
LS
Estimated
Quantity
1
$5,000.00
.-. Price
$5,000.00
2
8" PVC Force Main
LF
11,960
$25.00
$299,000.00
3
16" Steel Casing Bore and Jack
with 8" DIP Force Main
LF
150
$125.00
$18 750.00
'
4
10" HDPE Directional Bore
LF
100
$225.00
$22,500.00
5
Vacuum Air Release Valves
LS
1
$10,000.00
$10,000.00
6
Drive Way Repair
EA
50
$300.00
$15,000.00
7
Erosion Control
LS
1
$8,000.00
$8,000.00
8
Seeding and Mulching
LF
11,960
$1.00
$11,960.00
9
Replace Pumps along with
Associated Piping and Wiring
LS
1
$100,000.00
$100,000.00
10
By -Pass Pumping
LS
1
$30,000.00
$30,000.00
Total Construction Cost Estimate
$520,210.00
1
Contingency (10%)
$52,021.00
2
Surveying
$12,000.00
3
Engineering (8%)
$41,616.80
4
Permitting
$10,000.00
5
Easements
$15,000.00
6
Construction Administration
$5,202.10
7
Construction Observation
$31,212.60
Total Design Cost Estimate
$167,052.50
TOTAL PROJECT COST ESTIMATE
$687,262.50
Option 3 - Negotiate Agreement with the City of High Point for City's permanent share of the City of High
Point's Westside WWTP facility allocation.
AltPrnativP 1
The City can negotiate an Agreement with the City of High Point to receive all of their sanitary sewer
discharge at the City of High Point Westside WWTP with the City of Trinity purchasing a portion of the
Westside WWTP capacity. To get the City's discharge to the City of High Point Westside WWTP sewer
outfall, the City will need to install a force main from the existing Steeplegate Lift Station to the existing
City of High Point 18" Outfall on Old Thomasville Road.
Page 22 of 41

The City's combined (Thomasville and Archdale discharges) average daily flow is approximately 0.22235
MGD. The City can request to purchase an allocation of 0.35 MGD. This would have plenty of room for
growth with 0.12765 MGD capacity left in the allocation for future growth plus the City will still have its
allocation with the City of Thomasville. If needed, flow can be diverted back to Thomasville.
The City will owe High Point $2,390,080.00 for 0.35 MGD allocation Capacity Fee. The Capacity Fee
would be paid for by monthly installments over a 20-year period. The monthly bill for the Capacity Fee
would be $10,357.00.
The table below shows the options for purchasing capacity in the High Point Westside WWTP as
calculated by the City of High Point.
The City of High Point would charge the City at the same rate as it's other partners, which is $2.20 per
unit of flow. One (1) unit of flow is 100 cubic feet or 748 gallons. If the City would end up sending all of
its wastewater discharge to the City of High Point, the average monthly bill would be as calculated and
shown in the table below.
Table 21 — Steeplegate LS Upgrade to Westside WWTP Usage Fee
The map in Appendix J shows the associated improvements.
Figure 16 — Steeplegate Lift Station and Force Main Upgrade to Westside WWTP Map
SEE APPENDIX J
Page 23 of 41

The Opinion of Cost / Cost Estimate associated with these improvements is shown in the table below.
Table zz — Steeplegate LS Upgrade to Westside WWTP Cost EstimCpLe
Opinion
Description
Unit
Estimated
•
Unit Price
Extendedtem Price
1
Mobilization
LS
1
$5,000.00
$5,000.00
2
10" PVC Force Main
LF
32,820
$20.00
$656,400.00
3
20" Steel Casing Bore and Jack
with 10" DIP Force Main
LF
500
$130.00
$65 000.00
4
12" HDPE Directional Bore
LF
700
$230.00
$161,000.00
5
Vacuum Air Release Valves
LS
3
$10,000.00
$30,000.00
6
Drive Way Repair
EA
120
$300.00
$36,000.00
7
Erosion Control
LS
1
$15,000.00
$15,000.00
8
Seeding and Mulching
LF
32,820
$1.00
$32,820.00
9
Replace Pumps along with
Associated Piping and Wiring
LS
1
$100,000.00
$100,000.00
10
By -Pass Pumping
LS
1
$30,000.00
$30,000.00
Total Construction Cost Estimate
$1,131,220.00
1
Contingency (10%)
$113,122.00
2
Surveying
$35,000.00
3
Engineering (8%)
$90,497.60
4
Permitting
$10,000.00
5
Easements
$15,000.00
6
Construction Administration
$11,312.20
7
Construction Observation
$67,873.20
Total Design Cost Estimate
$342,805.00
TOTAL PROJECT COST ESTIMATE
$1,474,025.00
Alternative 2
Another alternative is for the City to maintain the Steeplegate Lift Station as is and to reroute the Morgan
Lift Station discharge to the City of High Point Westside WWTP via the existing 18" outfall along West
Market Center Drive.
Page 24 of 41

As detailed previously, the City will owe High Point $2,390,080.00 for 0.35 MGD allocation Capacity Fee.
The Capacity Fee would be paid for by monthly installments over a 20-year period. The monthly bill for
the Capacity Fee would be $10,357.00.
As detailed above, the City of High Point would charge the City at the same rate as it's other partners,
which is $2.20 per unit of flow. On unit of flow is 100 cubic feet or 748 gallons. If the City would end up
sending all of its wastewater discharge to the City of High Point, the average monthly bill would be as
calculated and shown in the table below.
'able 23 — Morgan LS Upgrade to Westside WWTP Usage Fee
LUsage
LBilling Unit Total Amount of Usage
(Gallons) (Gallons)
City of High Point
Fee I
Payment NumberIlPayment
Unit of Units per Unit rtal
Every 748
133,350
748
178
$2.20
$392.21
Total Avergae Monthly Bill (using 30.5 days)
$11,962.28
City of Thomasville
Every 1,000
89,000
1,000
89
$5.80
$516.20
Total Avergae Monthly Bill (using 30.5 days)
$15,744.10
Total Montly Bill
$27,706.38
The map in Appendix K shows the associated improvements.
Figure 17 — Morgan Lift Station and Force Main Upgrade to Westside WWTP Map
SEE APPENDI K
The Opinion of Cost / Cost Estimate associated with these improvements is shown in the table on the
next page.
Page 25 of 41

Table 2 — Morgan LS Upgrade to Westside WWTP Cost Estimate
W,
Item No.
1
.WA
OpinionWill
Item Description
Mobilization
LS
Estimated
Quantity
1
$5,000.00
.-. Price
$5,000.00
2
8" PVC Force Main
LF
25,420
$20.00
$508,400.00
3
16" Steel Casing Bore and Jack
with 8" DIP Force Main
LF
250
$125.00
$31250.00
4
10" HDPE Directional Bore
LF
150
$225.00
$33,750.00
5
Vacuum Air Release Valves
LS
2
$10,000.00
$20,000.00
6
Drive Way Repair
EA
120
$300.00
$36,000.00
7
Erosion Control
LS
2
$15,000.00
$30,000.00
8
Seeding and Mulching
LF
25,420
$1.00
$25,420.00
9
Replace Pumps along with
Associated Piping and Wiring
LS
1
$100,000.00
$100,000.00
10
By -Pass Pumping
LS
1
$30,000.00
$30,000.00
Total Construction Cost Estimate
$819,820.00
1
Contingency (10%)
$81,982.00
2
Surveying
$30,000.00
3
Engineering (8%)
$65,585.60
4
Permitting
$10,000.00
5
Easements
$15,000.00
6
Construction Administration
$8,198.20
7
Construction Observation
$49,189.20
Total Design Cost Estimate
$259,955.00
TOTAL PROJECT COST ESTIMATE
$1,079,775.00
Option 4 - Construct a City of Trinity WWTP Facility.
The City could construct a 1.5 Million Gallon per Day (MGD) WWTP facility that would accommodate the
increase in flows over next 30 years with room for expansion to a 3 MGD facility. While the exact cost
cannot be determined solely from the size of the WWTP, a WWTP in the 1.5 MGD size would cost in the
range of $15 Million to $20 Million. An Engineering Alternatives Analysis would be required to confirm
no other options are feasible.
Page 26 of 41

7. Evaluation of Options
Option 1— No Action
The "No Action" option was not considered a feasible alternative for the City's wastewater effluent
disposal for long-term planning. By doing "No Action", the City would face, in the near future, being out
of compliance with the North Carolina Department of Environmental Quality (NCDEQ) and would be
required to find alternate methods for disposal of its wastewater effluent.
Option 2 - Negotiate Agreement with the City of Archdale for City's permanent share of the City of High
Point's Eastside WWTP facility allocation.
The first alternative would be for the City to negotiate an agreement with the City of Archdale to receive
all of their sanitary sewer discharge. This can be done by installing a new force main and upgrading the
Steeplegate Lift Station. The second alternative would be for the City to negotiate an agreement with
the City of Archdale to receive a portion of their sanitary sewer discharge. This can be done by installing
a new force main and upgrading the Morgan Lift Station.
See Next Option for Evaluation
Option 3 - Negotiate Agreement with the City of High Point for City's permanent share of the City of High
Point's Westside WWTP facility allocation.
The first alternative would be for the City to negotiate an agreement with the City of High Point to receive
all of their sanitary sewer discharge at the Westside WWTP. This can be done by installing a new force
main and upgrading the Steeplegate Lift Station. The second alternative would be for the City to
negotiate an agreement with the City of High Point to receive a portion of their sanitary sewer discharge
at the Westside WWTP. This can be done by installing a new force main and upgrading the Morgan Lift
Station.
The table below details the costs associated with both Options 2 and 3 with both their Alternatives 1 and
2. The raw numbers from the construction cost estimates and fee calculations are shown with the total
monthly payment. The construction loan payments are set for pay off in a 10-year period and the
capacity fee payment are set for pay off in a 20-year period. The usage fee is calculated per existing flow
and is carried out throughout the 30-years of payment. The table in Appendix L shows the Opinion of
Cost / Cost Estimate associated improvements.
uuic. <Y - Option z and Option 3 Evaluation with Current Flow
SEE APPENDIX L
As stated above, the existing flow is used to calculate all 30 years of usage fee. If the flow increases, all
the usage fee numbers will increase proportionally to the increased flow. The table in Appendix M shows
the Opinion of Cost / Cost Estimate associated improvements if the flow increases to 350,000 GPD
immediately.
Table 25 — Option 2 and Option 3 Evaluation with Increased Flow
SEE APPNEDIX M
Page 27 of 41

Option 4 - Construct a City of Trinity WWTP Facility.
NCDEQ has issued a moratorium on discharges to Yadkin River upstream from High Rock Lake and It
should be noted that the trend of NCDEQ is to restrict or reduce discharges of pollutants and wastewater
to surface waters of the state. Knowing this, NCDEQ would not look favorable on issuing a discharge
permit for the City. For this reason, the option for the City to construct a WWTP is considered to not be
a valid option.
a. Conclusion and Recommendations
First, it is recommended that the City eliminate the Darr and Pike Lift Stations by installing gravity sewer
mains from the station to the nearest existing manhole. If you consider the cost for manpower and
equipment for the maintenance plus all the repair and replacement costs, the part of the budget for
operation and maintenance of the Darr and Pike Lift Stations would range between $25,000 - $30,000
per year. If you compare the cost for the operation and maintenance to the capital cost to eliminate the
stations, the capital cost the City would spend would be paid back within 13-16 years. Plus, you eliminate
any large capital cost that might occur with natural disaster, power outages, sewer backup, etc... These
cost for eliminating Darr and Pike Lift Stations were not used in the evaluation below. It is recommended
that the capital reserve be used to fund these lift station eliminations and a loan not be utilized because
the capital costs are so minimal.
Second, it is recommended that the City negotiate the interlocal agreement with the City of High Point
and take a portion if not all of their wastewater discharge to the City of High Point.
The cost for Option 3 — Alternative 1 (using 0.35 MGD numbers) could increase the annual Treatment
budget by approximately $5,710.54 per month for the first 10 years. The cost could decrease by
approximately $12,289.46 per month for years 10 through 20 and decrease approximately $22,646.46
per month for years 20 through 30. So, for the next 30 years that would be a $4,587,045.89 savings. The
customers average monthly bill could increase by $1.97 per month for the first 10 years. The average
monthly bill could decrease by $4.24 per month for the years 10 through 20. The average monthly bill
could decrease by $7.81 per month for the years 20 through 30.
The cost for Option 3 — Alternative 2 (using 0.35 MGD numbers) could increase the annual Treatment
budget by approximately $8,470.82 per month for the first 10 years. The cost could decrease by
approximately $4,529.18 per month for years 10 through 20 and decrease approximately $14,886.18 per
month for years 20 through 30. So, for the next 30 years that would be a $2,093,346.36 savings. The
customers average monthly bill could increase by $2.92 per month for the first 10 years. The average
monthly bill could decrease by $1.56 per month for the years 10 through 20. The average monthly bill
could decrease by $5.13 per month for the years 20 through 30.
Increasing the flow immediately to 350,000 per day, which is increasing the customer count
approximately by one third, could immediately save the customer and by immediately decreasing their
average monthly bill by $2.30 for Option 3 —Alternative 1(350 MCG) and $1.35 for Option 3 —Alternative
2 due to the fact that the treatment cost decreases so dramatically.
Page 28 of 41

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APPENDIX B
xti
1 i
Legend
Septic Tank Faelufa Locations
Panels
Tnntty Cit9 Limits
�I -ounty Lane
{. ten Sr. XV
Page 30 of 41

APPENDIX C
..........
s
,ter •, _ .. �.
rt
Oplk
t -4
City of Trinity, NC — % -
Parcets with Permits for
Septic Tank Repair •; "—
�� ' Legend
WithersRavenel
Will2,:x -ems i Plaotivl s.r.- . parcels W Per s for Septic Tank Repair
Trinity City Limils
Feet r C—ty Line
1 inch — 3,0�D few
PStll: C5AMP1TnnM STW�?IlLfcfu Lromrcl6wrsuc;G155Tnnuv Scout �a�Ks unlR Rmain.m+� _. _.... _�. ._._.... .. __ ::- __r._.= __
Page 31 of 41

1L
City of Trinity, NC
Failed Septic Areas
140 WithersRavenel
En0.— 1 R-1 5�—
ssn
0 1500 3PM 60M a.
r__•
1 inds - 3.906 feet
P�IE-CLhMPlTnriLv 5tr•du Edib�ivr Leena,dSC �a\GISI
APPENDIX D
Page 32 of 41
rwww
Legend
! FSI d S.pti..Ale.
Ya MEt5
Tn nily City Limits
h� Cowlly Line
iafaaMN e•�e-de-_osJ

APPENDIC E
a
-
° c
'
c
0
O
c c
ec
c c
°c
0
0
n „
�
City of Trinity, NC
I Legend
Futre Development and
° F�isOngMarj,o�n
Proposed Sewer Extension #1
.00
0 Proposed Manhole
(�
Cr
0
.0 CQ
ailing Sewer
■■ WithersRavenel
=Proposed Sewer
Fnpn-e.I PI-.-1 5irrems
xv oid,rar: mrx
\
— Failed Septic A.
n�
0 _
309 G00 ]2aU
Frindy City Limib
FfeE
Cnrmty Line
1 inch - 600 teet
Path: CWMPWinry au� i—
exrc srxs rney
VHr--J Cam 1all WO1e Gear- ?r.'DEV
Page 33 of 41

APPENDIX F
rI�
f
e
G-
r'
� 4
City oFTrinity, NC Legend
Futre Development and � Existing Manhole
Proposed Manhoe
Proposed Sewer Extension #2 '
aiding Sever
40 WithersRavenel _Proposed Sev r
Rio E4—.,l Pl.--I S.irrercryrz ii
E Paifed Septic Area
xv o-�drn�as..
- Perce3s
0 250 500 LODU
Trimly City Limits
Fed
1 no - 500 feel C..* Lrne
P51F-C'SAMPlTrir�y &hilly 6kidr3 f«Lemxd'.Grn 4GlSl7rv�.Prmexd 5cxer C-�iarsnrs d Vnrtrd 0x�-P,3%'2P14 C,—r 2-CEV
Page 34 of 41

r
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S
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r{
r
i
S
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.4!
APPENDIX G
No
Page 35 of 41
War �!
Legend
— Future Dewebpment
Fe reels
TrinAy City Limits
1 C—ty Line
S N?W',-0M4 r— 8r REV

` 0�0
4SL4
STEEPLEOATE
PUMP STATION
City of Trinity, NC
Steeplegate Pump Station
To East High Point VJVMP
*00 WithersRavenel
r1jo E'Ci... MI. —I Sa�
.» i�nc nsn
0 750 1.5w 3.OW
Fes
1 inch - 1.500 feet
Pam: c�aMPtir�at,. swm� EmI,M �, tlaa�,ceo�vcsrm.�„ sc
r
1
APPENDIX H
Page 36 of 41
i
i
r '
l.s
W Legend
DESTINATION
East 1{igh Point LHVJTP
Existing Manhole
+ Existing Sewer ,t
0 Pump Slation
.ti Trinity City t_Imitr
Gounty Line
In-1, 111011 Creates Sr DI

APPENDIX I
C: \
C V
00
c
o oa
U c��F CSC, 0 U4
0
o " W U
00 ° o °
a ca o C o
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r c o J L J
o G C wCOO
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G Q G CCo c5b'0 C
Q �C D C 0 ❑ O G G
❑ O v' 000 o G,
L � o
City oF Trinity, NC MORGAN Gp�
Morgan Pump Station Pl9MP STATION c CQD
To East High Point WVVTTP oc-
WithersRavenel
rsl Pla*inersl Sur: c�ttx
0 d00 1.200 Z40D
Feet
1 inch — 1.000 Tee_t .
Page 37 of 41
Legend
DETINATION
Erik High Poink VtlV4TP
43 Dusting Manhole
Existing Se r
Q Pump Ststion
Trimly City Limds
County Line

APPENDIX J
. . ......... . . ....
. .........
- - - - - - - - ---
.:4
16
c
000
c
City of Trinity, NC
Steeplegate Pump Station k Legend
To West High Point WWTTP goo 0c. W—t HigDESTINATION h Punt VOArrP
110 withersRavenel n 75 -0 E&UnglAmhole
9 orl — E-AstirlgSewu
09 1 �- c Pump Staiim
0 Boa ZbM %W Trinity City LimitFaa S7'EEPLEGATE 1 inch - 2,600 feet PUMP STATION county Fine
P-Ain CAMPW-,Y Stem LiWb= for Pfircd Data 115120191
Page 38 of 41

APPENDIX K
j
C)
(D
C) Co
City of Trinity, NC Quo 0
c 0
Morgan Pump Station Legend
CC C 0
To West High Point WWT-FP �zo c 0 �_° 0 c� G DESTINATION
c
CD li�jl .in, WArr,
WitheFsRavenel cr:P cj
c
CC.
Existing Sewer
OD c 0 -0c)o
En] Pump S(abun
C9 0
0 Soo lAw 32M CDC Trinity City LirntL
Fe-- G �MqRqAtt, Q?
I lnEh - 1.600 fee''L
County Line
0 %-PUMP-STA TO S
P— alAMPtTHin S— 6V,4 Wii, %i�l VA%"— DPV
Page 39 of 41

APPENDIX L
Location
Current Situation
Construction o,
Payment
10 Years of Payments
Capacity Fee Payment
20 Years of Payments
Usage Fee Payment
30 Years of Payments
i
Monthly Payment
10-20
Monthly Payment
Years 20-30
Monthly Payment
30 Year Totals
City of Archdale
$0.00
$0.00
$2,460.66
$42,592.56
$42,592,56
$42,592.56
$15,333,322.95
City of Thomasville
$0.00
$0.00
$40,131.90
Option 2 - Alternative 1
10 Years of Payments
20 Years of Payments
30 Years of Payments
City of Archdale
$13,000.00
$10,000.00
$68,363.54
$91,363.54
$78,363.54
$68,363.54
$25,990,873.95
Option 2 - Alternative 2
10 Years of Payments
20 Years of Payments
30 Years of Payments
City of Archdale
$8,000,00
$10,000,00
$41,082.81
$74,826,91
$66,826,91
$56,826.91
$21,537,688.95
City of Thomasville
$0.00
$0.00
$15,744.10
Option 3 - Alternative 1
10 Years of Payments
20 Years of Payments
30 Years of Payments
City of High Point (0.20 MGD)
$18,000.00
$5,919.00
$19,946.10
$43,865.10
$25,865.10
$19,946.10
$9,681,157.06
City of High Point (0.35 MGD)
$18,000.00
$10,357.00
$19,946.10
$48,303.10
$30,303.10
$19,946.10
$10,746,277.06
City of High Point (0.50 MGD)
$18,000.00
$14,798.00
$19,946.10
$52,744.10
$34,744.10
$19,946.10
$11,812,117.06
City of High Point (1.00 MGD)
$18,000.00
$29,605.00
$19,946.10
$67,551.10
$49,551.10
$19,946.10
$15,365,797.06
Option 3 - Alternative 2
10 Years of Payments
20 Years of Payments
30 Years of Payments
City of High Point (0.35 MGD)
$13,000.00
$10,357.00
$11,962.28
$51,063.38
$38,063.38
$27,706.38
$13,239,976.59
City of Thomasville
$0.00
$0.00
$15,744.10
Customer's Monthly Bill Increase or Decrease
Option 3 - Alternative 1(0.35 MGD)
$1.97
-$4.24
-$7.81
Option 3 - Alternative 2
$2.92
-$1.56
-$5.13
**THIS CHART IS BASED ON THE EXISTING 222,350 GPD FLOW**
Page 40 of 41

APPENDIX M
Current Situation
Construction Loan
Payment
10 Years of Payments
CapacityLocation
20 Years of Payments
30 Years of Payments
First 0-10 Years of
Monthly Payment
Years 10-20
Monthly Payment
Years 20-30
Monthly Payment
i Year Totals
City of Archdale
$0,00
$0.00
$2,460.66
$66,419.71
$66,419.71
$66,419.71
$23,911,096.59
City of Thomasville
$0.00
$0.00
$63,959.05
Option 2 - Alternative 1
10 Years of Payments
20 Years of Payments
30 Years of Payments
City of Archdale
$13,000.00
$10,000.00
$107,491.46
$130,491.46
$117,491.46
$107,491.46
$40,076,923.80
Option 2 - Alternative 2
10 Years of Payments
20 Years of Payments
30 Years of Payments
City of Archdale
$8,000.00
$10,000.00
$80,210.73
$113,954.83
$105,954.83
$95,954.83
$35,623,738.80
City of Thomasville
$0.00
$0.00
$15,744.10
Option 3 - Alternative 1
10 Years of Payments
20 Years of Payments
30 Years of Payments
City of High Point (0.20 MGD)
$18,000.00
$5,919.00
$31,397.06
$55,316.06
$37,316.06
$31,397.06
$13,803,501.18
City of High Point (0.35 MGD)
$18,000.00
$10,357.00
$31,397.06
$59,754.06
$41,754.06
$31,397.06
$14,868,621.18
City of High Point (0.50 MGD)
$18,000.00
$14,798.00
$31,397.06
$64,195.06
$46,195.06
$31,397.06
$15,934,461.18
City of High Point (1,00 MGD)
$18,000.00
$29,605.00
$31,397.06
$79,002.06
$61,002.06
$31,397.06
$19,488,141.18
Option 3 - Alternative 2
10 Years of Payments
20 Years of Payments
30 Years of Payments
City of High Point (0,35 MGD)
$13,000.00
$10,357.00
$23,413,24
$62,514.34
$49,514.34
$39,157,34
$17,362,320.71
City of Thomasville
$0.00
$0.00
$15,744.10
Customer's Monthly Bill Increase or Decrease
Option 3 -Alternative 1(0.35 MGD)
-$2.30
-$8.51
-$12.08
Option 3 - Alternative 2
-$1.35
-$5.83
-$9.40
**THIS CHART IS BASED ON 350,000 GPD FLOW**
Page 41 of 41