WQ0045767_Flow Tracking_20240930

Division of Water Resources
Entity Requesting Allocation:
State of North Carolina
Department of Environmental Quality
Division of Water Resources
Flow Tracking for Sewer Extension Applications
(FTSE 10-23)
Town of Kenansville
Project Name for which flow is being requested: Duplin County Detention Center Utilities
More than one FTSE may be required for a single project if the owner of the WWTP is not responsible for all pump
stations along the route of the proposer! wasteivaterJlow.
I. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: Kenansville Wastewater Treatment
b. WWTP Facility Permit #: NC0036668
c. WWTP facility's permitted flow
d. Estimated obligated flow not yet tributary to the WWTP
e. WWTP facility's actual avg. flow
f. Total flow for this specific request
g, Total actual and obligated flows to the facility
h. Percent of permitted flow used
AlI lows are in MGD
0.300
0.0435
0.132
0.0309
0.2064
68.8
II. Complete this section for each pump station you are responsible for along the route of this proposed
wastewater flow.
List pump stations located between the project connection point and the WWTP:
(A)
(B)
(C)
(D)=(B+C) (E)=(A-D)
Design
Obligated,
Pump
Pump
Average
Approx.
Not Yet
Total Current
Station
Station
Firm Daily Flow**
Current
Tributary
Flow Plus
(Name or
Permit
Capacity, * (Firm / pf),
Avg. Daily
Daily Flow,
Obligated Available
Number)
No.
MGD MGD
Flow, MGD
MGD
Flow Capacity***
I Sprout Unk 0.232 0.086 0.022 0 0.022 0.064
Grove Unk 0.377 0.3168 0.132 0.0435 0.1755 0.1413
The Firm Capacity (design flow) of any pump station is defined as the maximum pumped flow that can be
achieved with the largest pump taken out of service.
** Design Average Daily Flow is the firm capacity of the pump station divided by a peaking factor (pf) not
less than 2.5, per Section 2.02(A)(4)(c) of the Minimum Design Criteria.
*** A Planning Assessment Addendum shall be attached for each pump station located between the
project connection point and the WWTP where the Available Capacity is <0.
Downstream Facility Name (Sewer):
Downstream Permit Number:
Page 1 of 6
FTSE 10-23

III. Certification Statement:
I Anna West certify to the best of my knowledge that the addition of
the volume of wastewater to be permitted in this project has been evaluated along the route to the receiving
wastewater treatment facility and that the flow from this project is not anticipated to cause any capacity
related sanitary sewer overflows or overburden any downstream pump station en route to the receiving
treatment plant under normal circumstances, given the implementation of the planned improvements
identified in the planning assessment where applicable. This analysis has been performed in accordance
with local established policies and procedures using the best available data. This certification applies to
those items listed above in Sections I and II plus all attached planning assessment addendums for which 1
am the responsible party. Signature of this form certifies that the receiving collection system or treatment
works has adequate capacity to transport and treat the proposed new wastewater.
Signing Official Signature
Title of Signing Official
Page 2 of 6
FTSE 10-23

PLANNING ASSESSMENT ADDENDUM (PAA)
Submit a planning assessment addendum for each pump station listed in Section II where Available Capacity is < 0.
Pump Station (Name or Number):
Given that:
a. The proportion and amount of Obligated, Not Yet Tributary Daily Flow (C) accounts for
% and MGD of the Available Capacity (E) in Pump Station
; and that
b. The rate of activation of this obligated, not yet tributary capacity is currently approximately
MGD per year; and that
c. A funded Capital Project that will provide the required planned capacity, namely
is in design or under construction with
planned completion in
d. The following applies:
; and/or
Therefore:
Given reasonably expected conditions and planning information, there is sufficient justification to allow
this flow to be permitted, without a significant likelihood of over -allocating capacity in the system
infrastructure.
I understand that this does not relieve the collection system owner from complying with G.S. 143-
215.67(a) which prohibits the introduction of any waste in excess of the capacity of the waste disposal
system.
Signing Official Signature
Date
Page 3 of 6
FTSE 10-23

Instructions for Flow Tracking form (FTSE) and Planning Assessment Addendum (PAA)
Section I
a. WWTP Facility Name: Enter the name of the WWTP that will receive the wastewater flow.
b. WWTP Facility Permit #: Enter the NPDES or Nan -Discharge number for the WWTP receiving the
wastewater flow.
c. WWTP facility's permitted flow. MGD: From WWTP owner's NPDES or Non -Discharge permit.
d. Estimated obligated flow not vet tributary to the WWTP, MGD: This includes flows allocated to other
construction projects not yet contributing flow to the collection system. Flows allocated through interlocal
agreements or other contracts not yet contributing flow to the collection system are also included. For POTWs
that implement a pretreatment program, include flows allocated to industrial users who may not be using all of
their flow allocation. Please contact your Pretreatment Coordinator for information on industrial flow tributary
to your WWTP.
As of January 15, 2008 the POTW should have reviewed flow allocations made over the last two years and
reconciled their flow records, to the best of their ability, so it is known how much flow has been obligated and
is not yet been made tributary to the WWTP, in accordance with local policies and procedures employed by the
reporting entity.
e. WWTP facility's actual avg. flow, MGD: Previous 12 month average.
f. Total flow for this specific request, MGD: Enter the requested flow volume.
g. Total actual and obligated flows to the facility, MGD Equals [d + e + f]
h. Percent of permitted flow used: Equals [(g / c)* 100]
For example:
On January 15 a POW with a permitted flow of 6.0 MGD, reported to the Regional Office that there is 0.5
MGD of flow that is obligated but not yet tributary. The annual average flow for 2007 is 2.7 MGD. There is a
proposed flow expansion of 0.015 MGD.
The first Form FTSE submitted after January 15, 2008 may have numbers like this:
c. = 6.0 MGD
d. = 0.5 MGD
e. = 2.7 MGD
f. = 0.015 MGD
g. = 3.215 MGD
h. = 53.6 %
The next Form FTSE may be updated like this with a proposed flow expansion of 0.102 MGD
c.
= 6.0 MGD
d.
= 0.515 MGD
e.
= 2.73 MGD
f
= 0.102 MGD
g.
= 3.349 MGD
h.
= 55.8 %
Each subsequent
FTSE form will be updated in the same manner.
Page 4 of 6
FTSE 10-23

Section II
List the pump station name or number and approximate pump station firm capacity, approximate design average
daily flow (A) approximate current average daily flow (B), and the obligated, not yet tributary flow through the
pump station (C) for each pump station that will be impacted by the proposed sewer extension project. Calculate
the total current flow phis obligated flow (D=B+C) and the available capacity (E=A-D). Include the proposed flow
for this project with other obligated flows that have been approved for the pump station but are not yet tributary
(C).
Firm capacity is the maximum pumped flow that can be achieved with the largest pump out of service as per the
Minimum Design Criteria.
Design Average Daily Flow is the firm capacity of the pump station divided by a peaking factor (pf) of not less than
2.5.
If the available capacity (E) for any pump station is < 0, then prepare a planning assessment for that pump station
if the system has future specific plans related to capacity that should be considered in the permitting process.
(A)
(B)
(C)
(D)=(B+C)
(E)=(A-D)
Obligated,
Design
Approx.
Not Yet
Total Current
Firm
Average
Current Avg.
Tributary
Flow Plus
Pump Station
Capacity
Daily Flow
Daily Flow,
Daily Flow,
Obligated
Available
(Name or Number)
MGD
(Firm / pf)
MGD
MGD
Flow
Capacity*
Kaw Creek PS
0.800
0.320
0.252
0.080
0.332
-0.012
Valley Road PS
1.895
0.758
0.472
0.135
0.607
0.151
Page 5 of 6
FTSE 10-23

Planning Assessment Addendum Instructions
Submit a planning assessment addendum for each pump station listed in Section II where available capacity is < 0
A planning assessment for Kaw Creek PS (see example data above) may be performed to evaluate whether there is
significant likelihood that needed improvements or reductions in obligated flows will be in place prior to activating
the flows from the proposed sewer extension project.
If the system decides to accept the flow based on a planning assessment addendum, it is responsible to manage the
flow without capacity related sanitary overflows and must take all steps necessary to complete the project or control
the rate of flow to prevent sanitary sewer overflows.
The planning assessment may identify a funded project currently in design or construction, or a planned project in
the future not yet funded but in a formal plan adopted by the system. The system should carefully weigh the
certainty of successful timely project completion for any expansion, flow management diversion or infiltration and
inflow elimination projects that are the foundation of a planned solution to capacity tracking and acceptance
compliance.
For example:
Given that:
a. The proportion and amount of obligated, not yet tributary flow accounts for 24 % and 0.080 MGD of the
committed flow in Pump Station Kaw Creek; and that
b. The rate of activation of this obligated, not yet tributary capacity is currently approximately 0M I MGD
per year; and that
c. A funded capital project that will provide the required planned capacity, namely
is in design or under construction with planned
completion in ; and/or
d. The following applies:
The master plan and ten year capital plan contain recommended scope and funding for a capital proiect entitled
Kaw Creek Pump Station upgrade with funding planned in July 2014. This project is planned to add 0.100 MGD
to the firm capacity of the pump station by October 2015. Inclusion of this proposed capital proiect as a condition
of this Flow Tracking/Acceptance for Sewer Extension Permit Application elevates this proiect's priority or
funding and construction to be implemented ahead of the activation of obligated, not yet tributary flows in amounts
that exceed the firm pump station capacities identified in Section 11 above.
Therefore:
Given reasonably expected conditions and planning information, there is sufficient justification to allow this flow
to be permitted, without a significant likelihood of over -allocating capacity in the system infrastructure.
Page 6 of 6
FTSE 10-23

Herbert, Rowland & Grubic, Inc.
369 East Park Drive
Harrisburg, PA 17111
[phone]
DESIGN FLOW DUPLIN COUNTY DETENTION CENTER
Facility Design Flow Rate
Proposed Pump Capacity
CLIENT DUPLIN COUNTY DETENTION CENTER
JOB NO, 010277.0425
CALC. BY BWM Date: 9/25/2024
CHKD BY YEP Date: 9 2 6. 2 0 2 4
SYSTEM INFO MAIN PUMPS DISCHARGE PIPING, HEADER PIPING & FORCE MAIN
Pressure Conditions
Diameter
By Flow Rate (GPM)
Atmospheric Press.
33.96 FT
(Inches)
0
20
40
80
115
120
150
Sea Level Correction
-1.00 FT
Velocity (fps)
4.39
0.00
0.42
0.85
1.70
2.44
2.54
3.18
Suction Static Head
2.60 FT
Velocity (fps)
4.2
0.00
0.46
0.93
1.85
2.66
2.78
3.47
Vapor Pressure
-1.00 FT
Velocity (fps)
6
0.00
0.23
0.45
0.91
1.30
1.36
1.70
Safety Factor
-5.00 FT
Velocity (fps)
8
0.00
0.13
0.26
0.51
0.73
0.77
0.96
NPSHAvailable
29.56 FT
Elevations
Total Minor Losses
FT
0.00
0.02
0.10
0.38
0.79
0.86
1.34
Discharge Elevation
124.00 FT
Total Pipe Losses
FT
0.00
0.46
1.65
5.96
11.68
12.63
19.10
Pumps Off Elevation
111.73 FT
Total Static Losses
FT
12.27
12.27
12.27
12.27
12.27
12.27
12.27
Suction Elevation
109.13 FT
Total Dynamic Head
FT
12.27
12.75
14,02
18.61
24.73
25.76
32.71
Page 1 2024.09.26 PS Calcs - Duplin Cc Detention Center.xlsx

HEADLOSS MAIN PUMPS DISCHARGE PIPING, HEADER PIPING & FORCE MAIN
TDH - Minor Losses + Pipe Losses + Static
Minor Losses - 4.2" Ductile Iron Force Main hL = K*V`/2g
3"x4"Reducer
1
0.21
U.000
U.UU1
U.UU3
U.U11
U.UL3
U.U40
U.U3a
90 Degree Bend
3
0.51
0.000
0.005
0.020
0.082
0.168
0,183
0.287
Check Valve
1
1.70
0.000
0.006
0.023
0.091
0.187
0.204
0.319
Plug Valve
2
0.31
0.000
0.002
0.008
0.033
0.068
0.074
0.116
Tee (Branch)
1
1.02
0.000
0.003
0.014
0.054
0.112
0.122
0.191
Tee (Flow Through)
1
0.32
0.000
0.001
0.004
0.017
0.035
0,038
0.060
Flow Meter
1
0.30
0.000
0.001
0.004
0.016
0.033
0.036
0.056
SUBTOTAL
0.000
0.019
0.076
0.304
0.628
0.683
1.068
Minor Lasses - 4.39"C900
Force Main
hL =
K*V212g
4.4 "- Velocity PHF (fps)
0.00
0.42
0.85
1.70
2.44
2.54
3.18
Discharge Losses
Number
K Value
K"V/2g
K*V3/29
K*V'/2g
K*V2/29
K*V2/2g
K*V2/2g
K"V'/2g
45 Degree Bend
6
0.27
0.000
0.005
0.018
0.072
0.149
0.163
0.254
ARV Tee
1
0.36
0.000
0.001
0.004
0.016
0.033
0.036
0.057
Pipe Exit
1
0.50
0.000
0.001
0.006
0.022
0.046
0,050
0.078
SUBTOTAL
0.000
0.007
0.028
0.111
0.229
0.249
0.389
Total Minor Losses
0.00
0.02
0.10
0.38
0.79
0.86
1.34
(subtotal check)
0.00
0.03
0.10
0.41
0.86
0.93
1.46
Pipe Losses - 4.2". Ductile Iron Pipe
Q = 0.279*C*D2.83(h,/L)0u
C-value
125
125
126
125
125
125
125
Diameter (inches)
4
4
4
4
4
4
4
Pipe Length (it)
34
34
34
34
34
34
34
Flow, MGD
0.000
0.029
0.058
0.115
0.166
0.173
0.216
4.2-inch Pipe Losses
0.00
0.01
0.04
0.14
0.28
0.30
0.46
Pipe Losses - 4.39" C900 Force Main
Q = 0.279'C'D263(h
/L)a.sa
0-value
140
140
140
140
140
140
140
Diameter (inches)
4
4
4
4
4
4
4
Pipe Length (it)
2,106
2,106
2,106
2,106
2,106
2,106
2,106
Flow, MGD
0.000
0.029
0.058
OA15
0.166
0.173
0,216
4.39-inch Pipe Losses
0.0000
0.4466
1.6120
5.8187
11.3945
12.3288
18.6374
Total Pipe Losses
0.00
0.46
1.65
5.96
11.68
12.63
19.10
Final Discharge Elevation, it 124.00 124.00 124.00 124.00 124.00 124.00 124.00
Pumps Off Elevation, 0 111.73 111.73 111.73 111.73 111.73 111.73 111.73
Total Static Losses 12.27 12.27 12.27 12.27 12.27 12.27 12.27
Page 2 2024.09.26 PS Coles - Duplin Co Detention Cenler.xlsx