WQ0015931_More Information (Received)_20230622

Initial Review
Reviewer
Nathaniel.Thornburg
Is this submittal an application? (Excluding additional information.) *
Yes No
If not an application what is the submittal type?* Annual Report
Residual Annual Report
Additional Information
Other
Permit Number (IR) * W00015931
Applicant/Permittee TNGC Charlotte LLC
Email Notifications
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer

Submittal Form
Project Contact Information
Please provide information on the person to be contacted by NDB Staff regarding electronic submittal, confirmation of receipt, and other correspondence.
Name* David DeCaron
Email Address*
[e-mail]
Project Information
.........................
Application/Document Type*
New (Fee Required)
Modification - Major (Fee Required)
Renewal with Major Modification (Fee
Required)
Annual Report
Additional Information
Other
Phone Number*
704-664-7888
Modification - Minor
Renewal
GW-59, NDMR, NDMLR, NDAR-1,
N DAR-2
Residual Annual Report
Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
https://edoes.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Permit Type:*
Wastewater Irrigation
High -Rate Infiltration
Other Wastewater
Reclaimed Water
Closed -Loop Recycle
Residuals
Single -Family Residence Wastewater
Other
Irrigation
Permit Number:*
WQ0015931
Has Current Existing permit number
Applicant/Permittee Address*
120 Trump Square, Mooresville, NC 28117
Facility Name*
Trump National Golf Club Charlotte WWTP
Please provide comments/notes on your current submittal below.
Only items that were revised are needed to be submitted per conversation with Zach Mega on 6-21-2023. Revisions on plans clouded to assist with
review. Please let us know if any additional information is needed.
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here.
(Application Form, Engineering Plans, Specifications, Calculations, Etc.)
NC DEQ Response 6-22-23.pdf 4.97MB
Upload only 1 PDF document (less than 250 MB). Multiple documents must be combined into one PDF file unless file is larger
than upload limit.
* By checking this box, I acknowledge that I understand the application will not be accepted for pre -review until the fee (if required) has
been received by the Non -Discharge Branch. Application fees must be submitted by check or money order and made payable to the
North Carolina Department of Environmental Quality (NCDEQ). I also confirm that the uploaded document is a single PDF with all parts
of the application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Signature
Submission Date 6/22/2023

PIEDMONT DESIGN ASSOCIATES, P.A.
125 East Plaza Drive, Suite 101
Mooresville, NC 28115
Telephone [phone] Fax [phone]
Email: ddecarona-pdapa.com
June 21, 2023
NC Dept. of Environmental Quality
Division of Water Resources
1617 Mail Service Center
Raleigh, NC 27699-1617
Attn: Zachary Mega
RE: Application No: WO0015931
Additional Information Request
Trump National Golf Club Charlotte WWTP Reclaimed Water System
Mooresville, Iredell County, North Carolina
Dear Mr. Mega:
Below are our comments addressing your design concerns dated May 23, 2023:
Engineering
Surveying
Planning
A. Overall:
1. The Applicant's description of the proposed Phase I facilities regarding dual facilities for essential treatment
units (i.e., Comment A.1 in the Response Letter dated April 3, 2023) does not meet 15A NCAC 02U .0402(c).
The submitted Engineering Calculations show the effluent from the first textile filter unit does not meet the
monthly average five-day biochemical oxygen demand (BOD5) of 10 mg/L before the polishing filter unit. If
either the first textile filter unit or the polishing filter unit was to go offline for maintenance or repairs in this
configuration, Type 1 reclaimed water effluent standards would not be met per 15A NCAC 02U .0301(b).
Calculations have been revised to demonstrate that the treatment unit from the first textile filter does
meet the monthly average BOD5 of 10 mg/L before the treatment unit.
Please either revise the application package:
a. To show a piping configuration for the first textile filter unit that allows continued operation while it is
isolated for repairs; or Piping configuration was modified between the TMAX (Flow EQ) and the
Primary Treatment Unit to allow for bypass to the 5-Day Upset Pond to allow for maintenance of
the Stage I and/or Stage II Treatment Units.
b. To install the second Phase II textile filter unit with the Phase I facilities.
Additionally, can the UV units in series operate individually if one were to go offline for maintenance or
repairs? The UV units can operate individually if maintenance is required or go offline. The capacity
of one of the units is still within the rated flow capacity.
2. In regard to the Applicant's response to Comment A.2 in the Response Letter dated April 3, 2023, the
permitted flow is the most restrictive of the treatment capacity and the disposal capacity. For the proposed
Phase I facilities, the treatment capacity is 10,000 GPD (per the submitted Engineering Calculations) and the
disposal capacity remains unchanged at 20,000 GPD between the existing drip and spray fields. A review of
recent NDMRs shows the average monthly flow for the existing facility is well below 10,000 GPD.
If the second Phase II textile filter unit is not installed with the Phase I facilities, the permitted flow for this permit
renewal with major modification will be 10,000 GPD. No response is required. Understand. Once Phase II
of the treatment system is installed, an Engineer's Certification package should allow for the
treatment and disposal capacity to go back to the 20,000 G/D capacity of the permit.

3. Maria Schutte of the Mooresville Regional Office has concerns about the location of the sampling port, which
is currently proposed on the effluent side of the polishing filter unit prior to UV disinfection. She would prefer
to see it moved to the effluent side of UV disinfection prior to irrigation. There is a potential for fecal coliform
spikes in monitoring data with the sampling port in its current location. If the sampling port will not be moved,
what will be done operationally to remedy this? The sampling port was moved from effluent end of the
Stage II Filter to the discharge end of the UV filter inside the vault.
We feel this addresses all concerns regarding this project. If you have any further questions, comments or
concerns, please feel free to contact us at [phone].
Yours truly,
cc. Mr. Cory Head, Trump National Golf Club Charlotte
Mr. Brandon Long, TCW Wastewater

CALCULATIONS FOR
WASTEWATER TREATMENT PLANT MODIFICATIONS
FOR
TRUMP NATIONAL GOLF COURSE
BRAWLEY SCHOOL ROAD
MOORESVILLE, IREDELL COUNTY, NC
June 16, 2022
Revised December 21, 2022
Revised April 3, ,2023
Revised June 21, 2023
PREPARED FOR:
TCW Wastewater Management, LLC
5600 Lakeview Road
Charlotte, NC 28269
Phone: [phone]
PREPARED BY:
PIEDMONT DESIGN ASSOCIATES, P.A.
Suite 101 Westfield Center
125 East Plaza Drive
Mooresville, NC 28115
Phone: [phone]
Fax: [phone]
NCBELS: C-1007

PHASE
Design Scenario:1 Domestic (Primary Treated) Collection System Gravity
Flow
* Average Daily Flow: 5,000 gpd *12 Month Average
Maximum Daily Flow: 10,000 gpd
Influent Parameters BODi (mg L) TSSi (mg L) TKNi (mg L) Alk (mg L)
250 75 30 200
Influent Parameters
Recommended
Manual
Average
Max
Average
Max
BODi (mg/L)
140
250
250
350
TSSi (mg/L)
40
140
75
140
TKNi (mg/L)
50
80
30
50
NH3-N (mg/L)
25
Alkalinity (mg/L)
200
Total Phosphorous
8
Primary Tankage? Yes
Flow EQ? Yes
Primary Treatment/Anoxic Multiple Notes
Primary Tankage (Trash): 20,000 Gallons 2 2 Times the Max Daily Flow
Optional— Pre Anoxic: 10,000 Gallons 1 Reduce Primary Tankage by 1 Times Max Day to Add Anoxic Tank
Effluent Parameters After Primary BODi (mg/L) I TSSi (mg/L) I TKNi (mg/L) I Alk (mg/L)
125 1 56.25 1 30 1 200
Textile Required Textile Designed
First Stage Influent Parameters BODi (mg/L) JTSSi (mg/L) ITKNi (mg/L) JTN (mg/L) 200 ft2 275 ftz
125 56.25 30 30
Alkalinity Addition 2 Ib/d
First Stage Effluent Parameters I B Dle mg L T ie mg L TKNj, m L NH 1e mg L N ie m L TN,, m L
8.75 1 2.8125 1.5 1.25 3.55 10.05
Textile per Unit 275
AX-MAX Units 1.00
AX-100 Units 2.75
Polish Stage Influent Parameters
Textile Required Textile Designed
50 ftz 125 ftz
Textile per Unit 75
1 8.75 1 2.8125 1 1.5 1 1.25 �l
Polish Stage Effluent Parameters I 13DFe mg L T Fe mg L ITKNF, m L I NH Fe mg L N Fe mg L TNFQ m L
0.6125 1 0.140625 1 0.075 1 0.06 1 8.5� 8.62
Anticipated Effluent
Monthly Average
mg/L
BODe (mg/L)
0.61
e m
NH3e m
mg
NO3 (mg/L)
8.55
FecalColi
14.00
Total P (mg/L)
8.00
Revised 6-21-23

PHASE
Influent Characteristics
Average
Max
Flow
Effluent Permit
BODSi
250 mg/L
350 mg/L
Average Daily Flow 5,000 gpd
BOD$e
10.0 mg/L
TSS
75 mg/L
140 mg/L
Max Daily Flow 10,000 gpd
TSS
5.0 mg/L
TKN,
30 mg/L
50 mg/L
NH3
4.0 mg/L
NH3-N
25 mg/L
mg/L
TN
27.0 mg/L
Alkalinity
200 mg/L
200 mg/L
NO3
23.0 mg/L
Average
Max
TP
8 mg/L
BODS,
125 mg/L
175 mg/L
Primary Removal 50%
AFTER TSS
56.25 mg/L
105 mg/L
Primary Removal 25%
TKN,
30 mg/L
50 mg/L
PRIMARY NH3-N
25 mg/L
0 mg/L
Alkalinity
200 mg/L
200 mg/L
After Standard AdvanTex Treatment
Alkalinity mg/L Ib/d
BODS(le)
8.75 mg/L
Demand 250
TSS(le)
2.8125 mg/L Assume 95% 0.95
I
Need 50 2
per treatment train
TKN(le)
1.5 mg/L
NH3(ie)
0.06 mg/L
NO3(le)
mg/L 0.356535lbs
Carbon
TNle
10.0 mg/L
MicroC Dose at Ave Day
0.25 gpd
MicroC Dose at Max Day
0.50 gpd
Pest ARM&Stage
C:N Ratio*
1.02 (*4 is good)
4&B=r�
Off[ FA 9,16 PptpFm aa of F: a Fh aRas Re eeSSaFy
With F:..I.J .-..9149
T✓S4�4
O 4A7qFAg,16111 n. ilt:ply:Rg the Tff by a FactBF Of
tl.Fee as a safety faetBF
T-K#4�4
3y�}i7�g/i16
�G
49- ,
ACC „.../I -7"0 R.pol,,.t:g.:
After Polish AdvanTex Treatment
BOD$e
' 0.6125 mg/L
TSSe
0.140625
TKNe
0.075 mg/L
NH3e
0.06 mg/L
NO3e
8.55 mg/L Assuming Post Anoxic
TNe
8.625 mg/L
First Stage
Average Q
Textile Sizing
ft` 200 Designed for TN Reduction
Organic Loading
130
Hydraulic Loading (Ave)
200
Hydraulic Loading (Max)
200
Total Nitrogen Loading
89
Ammonia Loading
104 *Per Orenco design criteria, Ammonia limit drives design when permit requires >95% Ammonia removal from a single stage
Second Stage
Textile Sizing
ft` 50
Organic Loading
18
Hydraulic Loading (Ave)
50
Hydraulic Loading (Max)
50
Total Nitrogen Loading
9
Revised 6-21-23

PHASE II
Design Scenario: iDomestic (Primary Treated) Collection System Gravity
Flow
* Average Daily Flow: 10,000 gpd *12 Month Average
Maximum Daily Flow: 20,000 gpd
Influent Parameters BODi (mg L) TSSi (mg L) TKNi (mg L) Alk (mg/L)
250 75 30 200
Primary Tankage? Yes
Flow EQ? Yes
Primary Treatment/Anoxic Multiple Notes
Primary Tankage (Trash): 40,000 Gallons 2 2 Times the Max Daily Flow
Influent Parameters
Recommended
Manual
Average
Max
Average
Max
BODi (mg/L)
140
250
250
350
TSSi (mg/L)
40
140
75
140
TKNi(mg/L)
50
80
30
50
NH3-N (mg/L)
25
Alkalinity (mg/L)
200
Total Phosphorous
8
Optional** Pre Anoxic: 20,000 Gallons 1 Reduce Primary Tankage by 1 Times Max Day to Add Anoxic Tank
Effluent Parameters After Primary BODi (mg/L) I TSSi (mg/L) I TKNi (mg/L) I Alk (mg/L)
125 1 56.25 1 30 1 200
Textile Required Textile Designed
First Stage Influent Parameters BODi (mg/L) ITSSi (mg/L) TKNi (mg/L) TN (mg/L) 400 ft2 550 ft`
125 1 56.25 1 30 1 30
Alkalinity Addition 41b/d
First Stage Effluent Parameters I BUDi. mg le mg ie mg NH31e (mg/L) N031, mg ,e mg
2.8125 1 1.5 1 1.25 1 11.4
Textile per Unit 275
AX-MAX Units 2.00
AXE
Required Texti
100 ft` 1 Textile oer Unit 1
Polish Stage Influent Parameters 1BOD8DQ(m g/L)ITSSDQ8m/ITKNDQ (mg/) NH31e (r
1.5 1 .2575 g)
Polish Stage Effluent Parameters jBUUF. mg Fe mg Fe mg NH31e (mg/L) NO3F. mg Fe mg
0.6125 1 0.140625 1 0.075 1 1.25 11.4 1 11.475
Anticipated Effluent Monthly Average
mg/L
BODe
0.61
e mg
e
T177-97177
NO3 (mg/L)
11.40
eca o
Total P
1 8.00
Design Effluent Monthly Average
Weekly
Monthly
mg/L
mg/L
1MD. mg
10
e mg
5
se mg
4
TN (mg/L)
27
mg
23
Total Phosphorous
8
Geometric Mean
CFU/100m1
FecalColi
14
Revised 6-21-23

PHASE II
Influent Characteristics
Average
Max
Flow
Effluent Permit
BODSi
250 mg/L
350 mg/L
Average Daily Flow 10,000 gpd
BOD$e
10.0 mg/L
TSS
75 mg/L
140 mg/L
Max Daily Flow 20,000 gpd
TSS
5.0 mg/L
TKN,
30 mg/L
50 mg/L
NH3
4.0 mg/L
NH3-N
25 mg/L
mg/L
TN
27.0 mg/L
Alkalinity
200 mg/L
200 mg/L
NO3
23.0 mg/L
Average
Max
TP
8 mg/L
BODS,
125 mg/L
175 mg/L
Primary Removal 50%
AFTER TSS
56.25 mg/L
105 mg/L
Primary Removal 25%
TKN,
30 mg/L
50 mg/L
PRIMARY NH3-N
25 mg/L
0 mg/L
Alkalinity
200 mg/L
200 mg/L
After Standard AdvanTex Treatment
Alkalinity mg/L Ib/d
BODS(le)
8.75 mg/L
Demand 250
TSS(le) I
2.8125 mg/L Assume 95% 0.95
Need 50 4
per treatment train
TKN(le)
1.5 mg/L
NH3(1e)
0.06 mg/L
NO3(le) I
1 mg/L 0.95076lbs
Carbon
TNle
12. mg/L
MicroC Dose at Ave Day
0.67 gpd
MicroC Dose at Max Day
1.33 gpd
Pest ARM&Stage
C:N Ratio*
0.77 (*4 is good)
4&B=r�
Off[ ** PptpFm aa of F: a Fh aRas Re eeSSaFy
With F:..I.J .-..9149
T✓S4�4
O 4A7qFAg,16111 n. ilt:ply:Rg the Tff by a FactBF Of
tl.Fee as a safety faetBF
0.06 wg/6
-NP� A/
4-44 w,-1-6
After Polish AdvanTex Treatment
BOD$e
' 0.6125 mg/L
TSSe
0.140625
TKNe
0.075 mg/L
NH3e
0.06 mg/L
NO3e
11.4 mg/L Assuming Post Anoxic
TNe
11.475 mg/L
First Stage
Average Q
Textile Sizing
ft` 400 Designed for TN Reduction
Organic Loading
261
Hydraulic Loading (Ave)
400
Hydraulic Loading (Max)
400
Total Nitrogen Loading
179
Ammonia Loading
209 *Per Orenco design criteria, Ammonia limit drives design when permit requires >95% Ammonia removal from a single stage
Second Stage
Textile Sizing
ft` 100
Organic Loading
36
Hydraulic Loading (Ave)
100
Hydraulic Loading (Max)
100
Total Nitrogen Loading
18
Revised 6-21-23

Equations and Parameters Frequently Used In This Design Criteria
For recommendations regarding minimum hydraulic retention times, primary tankage, and configurations, see Table A, page 22
Determining mass load in AdvanTex® systems
(For complete information on how to use these equations, see page 23)
Mass Load (Ibs/day)
Mass Load (kg/day)
Concentration (mg/L) x (8.34 x 10-1) x Flow (gpd)
Concentration (mg/L) x (0.001) x Flow (m3/day)
Determining standard AdvanTex® stage sizing
(For complete information on how to use these equations, see pages 15-16.)
Design Avg (US Units) Design Max. (US Units)
Design Avg (SI Units)
Design Max. (SI Units)
Based on Organic Loading Rate (OLR) 0.04 Ibs BOD5/ft2•d 0.08 Ibs BOD5/ft2•d
0.2 kg BOO 5/m2•d
0.4 kg BOD5/m2•d
Based on Hydraulic Loading Rate (HLR) 25 gpd/ft2 50 gpd/ft2
1 m3/m2•d
2 m3/m2•d
Based on Total Nitrogen Loading Rate (TNLR) 0.014 Ibs TN/ft2•d 0.028 Ibs TN/ft2•d
0.07 kg TN/ m2•d
0.14 kg TN/ m2•d
Based on Ammonia Loading Rate (ALR) 0.01 Ibs NH3-N/ft2•d 0.02 Ibs NH3-N/ft2•d
0.05 kg NH3-N/m2•d
0.1 kg NH3-N/m2•d
Determining second stage AdvanTex sizing in two -stage systems
(For complete information on how to use these equations, see pages 16-17.)
Design Avg (US Units) Design Max. (US Units)
Design Avg (SI Units)
Design Max. (SI Units)
Based on Organic Loading Rate (OLR) 0.02 Ibs BOD5/ft2•d 0.04 Ibs BOD5/ft2•d
0.1 kg BOO 5/m2•d
0.2 kg BOD5/m2•d
Based on Hydraulic Loading Rate (HLR) 75 gpd/ft2 125 gpd/ft2
3 m3/m2•d
5 m3/m2•d
Based on Total Nitrogen Loading Rate (TNLR) 0.007 Ibs TN/ft2•d 0.014 Ibs TN/ft2•d
0.035 kg TN/m2•d
0.07 kg TN/ m2•d
Based on Ammonia Loading Rate (ALR) 0.005 Ibs NH3-N/ft2•d 0.01 Ibs NH3-N/ft2•d
0.025 kg NH3-N/m2•d
0.05 kg NH3-N/m2•d
Determining anticipated treatment performance from standard AdvanTex systems
(For complete information on how to use these equations, see pages 25-25.)
Based on BOD5 BOD5e = BOD5i x (1 — CBR)
where: BOD5e = BOD5 effluent from standard AdvanTex stage
BOD5i = BOD5 primary treated effluent value
CBR = 0.90 coefficient
Based on TKN or NH3-N TKNe = TKNi
x (1 — CNR)
where: TKNe = TKN effluent from standard AdvanTex stage
TKNi = TKN primary treated effluent value
CNR = 0.95 coefficient
Based on NO3 NO3e = (TKNi - TKNe) x (1 — CDNR)
where: NO3e = NO3 effluent from standard AdvanTex stage
TKNi = TKN primary treated effluent value
TKNe = TKN effluent
C _ = 0.70 coefficient
Based on TN TNe = TKNe + NO3e
where: TNe = TN effluent from standard AdvanTex stage
TKNe = TKN effluent from standard AdvanTex stage
NO3e = NO3 effluent from standard AdvanTex stage
Determining anticipated treatment performance for total nitrogen from post -anoxic AdvanTex treatment stages
(For complete information on how to use these equations, see page 26)
TNPAe = TKNe + NO3e x (1 — ODNR)
where: TNPAe = TN effluent from post -anoxic stage
TKNe = TKN effluent from standard Advantex stage
NO3e = NO3 effluent from standard AdvanTex stage
CDNR = 0.70 coefficient
NDA-ATX-1 Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 6.0, © 07/17
Page 2 of 38

PIEDMONT DESIGN ASSOCIATES, P.A.
125 East Plaza Drive, Suite 101
Mooresville, North Carolina 28115-8812
Telephone [phone] Fax [phone]
NCBELS License No.: C-1007
Job No.: 2019-03-07-EC
Project: Trump National Golf Course WWTF
Daily Design Flow
Design Flow to Spray Fields
Design Flow to Surface Drip Fields
No. of Drip Zones
Daily Flow to Zone
Existing Drip Fields
D
D (To Remain As Designed)
D
D/Zone
10.00 Zones Total
6.00 Zones
19.00 Laterals
200.00 LF
3,800.00 LF/Zone
22,800.00 LF Total
38,032.00 LF Total
Drip Zone 1
1,250.00
G/D/Zone
Drip Zone 2
1,250.00
G/D/Zone
Drip Zone 3
1,250.00
G/D/Zone
Drip Zone 4
1,250.00
G/D/Zone
Drip Zone 5
1,250.00
G/D/Zone
Drip Zone 6
1,250.00
G/D/Zone
Drip Zone 7
1,250.00
IGIDIZone
Drip Zone 8
1,250.00
G/D/Zone
Drip Zone 9
1,250.00
G/D/Zone
Drip Zone 10
1,250.00
G/D/Zone
12,500.00
G/D All Zones
Total Flow to Drip Network After Flow Reduction
7,500.00 G/D
Flow to Spray Fields to Remain Unchanged
12,500.00 G/D
New Flow Reduction
G/D
New System Design Flow After Flow Reduction
20,000.00 G/D
Actual Flow Based on Peaking Factor of Flow Data
17,626.37 G/D
Therefore, there will be a surplus of
2,373.63 G/D
2011-Worst Case
4.00 Zones
14.00 Laterals
272.00 LF
3,808.00 LF/Zone
15,232.00 LF Total
To Remain in Use
To Remain in Use
To Remain in Use
Removed
Removed
Removed
Removed
To Remain in Use
To Remain in Use
To Remain in Use
Addt'I Daily Flow (if Needed )
Engineering
Surveying
Planning
Date: 5/20/2020
Revised: 4/3/2023

PIEDMONT DESIGN ASSOCIATES, P.A.
125 East Plaza Drive, Suite 101
Mooresville, North Carolina 28115-8812
Telephone [phone] Fax [phone]
NCBELS License No.: C-1007
Job No.: 2019-03-07-EC
Proiect: TrumD National Golf Course WWTF
Flow EQ Tank Dosing Schedule
Daily Flow
20,000.00
G/D
Pump to Recirc. Tank
20.00
Times Daily
Pump Run Time
8.33
Minutes
Pump Flow Rate
30.00
G/M
Number of Pumps
4.00
Pumps
Volume to Recirc. Tank
1,000.00
Gallons per Dose
Daily Volume to Recirc. Tank:
20,000.00
Gallons
Determine Flow:
30.00
G/M Flow to Recirc Tank
Length of FM:
15.00
Ft. Site Plan
Elev:
8.00
Ft. Hl from pump to Manifold
Oper:
1.00
Ft. Set by OSWW
Friction:
0.32
Ft. Friction Loss times length ofFM
TDH:
9.32
Ft. Elev. HD + Oper. Head + Fhction Head
Pump Req'd:
30.00
G/M @ 9.32 TDH
Use Orenco PF300512 Effluent Pump
0.5HP
- 230V - 1 PH
Date:
Revised:
Engineering
Surveying
Planning
5/20/2020
4/3/2023
Interpolation Calculation for Friction Head in PVC Pipe
FM Friction Head 2.00" Dia. SCH 40 PVC
gpmX
30.00
p 1
1.78
p2
2.37
gpm 1
30
gpm2
35
hX(ft.)
1.78

PIEDMONT DESIGN ASSOCIATES, P.A.
125 East Plaza Drive, Suite 101
Mooresville, North Carolina 28115-8812
Telephone [phone] Fax [phone]
NCBELS License No.: C-1007
Engineering
Surveying
Planning
Job No.: 2019-03-07-EC Date: 5/20/2020
Project: Trump National Golf Course WWTF Revised: 4/3/2023
ADVANTEX Dosine
Reeime (Normal & Override)
Recirculation Tank Inside
Dimensions
Length
38.00
Ft
Width
6.75
Ft
Height
6.00
Ft
Invert
4.50
Ft from Tank Bottom
TankVolume—
1918.62
Gallons per Foot
Volume to Invert=
8633.79
Gallons
Inlet Holes on Filtered Effluent
40%Tank Volume See RSV Application Sheet)
1.800 Feet from Bottom of Tank
Redundant Off Float Elevation
60%Tank Volume (See RSV Application Sheet)
3.00 Feet from Bottom of Tank
RSV Settine
60%Tank Volume to Stinger Seat See RSV Application Sheet)
3.60 Feet from Bottom of Tank
Hieh Water Pump Float Settine
3" or more above normal operating level or Stinger seat level
(This depth should allow sufficient surge capacity to accommodate peak inflows
between recirc doses)
RSV Stinger Seat level 3.60 Feet
Add 3" for Float Setting 3.85 Feet from Tank Bottom
Hieh Water Alarm Elevation
10% Tank Depth or Below Inlet Invert Elevation (See RSV Application Sheet)
4.05 Feetfrom Bottom ofTank
Enter Yellow Fields Only
Recirculation Ratio
4
5,000.00 Total Dosed over AdvanTex/day
Single Pump Delivery Rate (GPM)
225
Gal/Dose 30 Doses Per Day Required
M787
Rest Time (Minutes)
0.7
Override Doses Per Calculated
Run Time (Minutes)
1.5
Prefer 30 Secs. No more than I min
Override Rest (Minutes)
0.3
Override Run (Minutes)
1.5
Prefer 30 Secs. No more than I min
Single Pump Delivery Rates:
Single AX20 = 30
Double AX20 = 25
Triple AX20 = 25
Any AX 100 System = 45
Notes:
1) If figure in green is over 300 consider increasing the run time up to 1 minute (1.5 for AX100 systems) Contact AQWA for assistance.
2) Assumes residential strength
3) ContactAQWA with assistance or questions. 888 552 2792

Commercial AdvanTex Pump Options
Unit Pump Model max gpm/nozzle
AX-Max300-42 (2) PF7515 6
PF14520 6.3 C
(2) PF12015 (50 Hz) 6.7
AX-Max275-42 (2) PF7515 6.6
PF14520 6.8 C
(2) PF12015 (50 Hz) 7.3
AX-Max250-35
(2) PF7515
PF14520
(2) PF7520 (50Hz)
(2) PF12015 (50 Hz)
AX-Max225-35
(2) PF7515
PF14520
(2) PF7520 (50Hz)
PF12015 (50Hz)
AX-Max200-28
(2) PF7510
PF14520
(2) PF7510 (50Hz)
PF12015 (50Hz)
AX-Max175-28
(2) PF7510
PF7515
(2) PF7510 (50Hz)
PF12015 (50Hz)
AX-Max150-21
PF7510
PF7520 (50Hz)
AX-Max125-21
PF7510
PF7510 (50Hz)
AX-Max100-14
PF5005
PF5007 (50Hz)
AX-Max075-14
PF5005
PF5005 (50Hz)
Unit Pump Model
AX-100 PF5007
PF5010 (50Hz)
(3) AX-100 (2) PF7515
(2) PF7510 (50Hz)
(2) PF7520 (50Hz)
7
7.5
6.9
8
8
8.6
7.8
6.5
8.1
9.5
7.2
7.4
9.3
7.5
8.2
8.6
8
8
9.6
8.4
9
7.5
11
9
max gpm/nozzle
E
E
C
8.8
7.5
8
6
7.5 C
C = Capacitor Pack needed with single phase power

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PIEDMONT DESIGN ASSOCIATES, P.A.
125 East Plaza Drive, Suite 101 Engineering
Mooresville, North Carolina 28115-8812 Surveying
Telephone [phone] Fax [phone] Planning
NCBELS License No.: C-1007
Job No.: 2019-03-07-EC Date: 4/3/2023
Project: Trump National Golf Course WWTF Revised: 6/22/2023
UV Sizing Calcuations
Model: Sanitron S-2400C 2 Units in Series
Flow Rate: 40 GPM/Unit
Flow Rate per Hour: 2,400 GPH/unit
Facility Hours of Operation 10 Hours
24,000 GPD/Unit
Actual Flow to Units is less than 10,000 GPD/unit
Use 2 in Series with Amperage Degradation Meter
Revised 6-21-23

SURVEY INFORMATION PROVIDED BY:
LDSI, Inc.
201 WEST 29TH STREET
CHARLOTTE, NC 28206
704-337-8329
CONTRACTOR TO INSTALL NEW FIBERGLASS BASIN
WITH NEW SIMPLEX GRINDER PUMP PACKAGE
TO HANDLE WASTE FLOW FROM EX. OFFICE
RESTROOM.
PROPOSED CONTROL PANEL UNIT FOR
PUMPS, UV, TUBIDIMETER & TELEMETRY.
ENCLOSURE TO BE NEMA 4X
PROPOSED NEW FENCE AROUND
TREATMENT AREA AND PONDS.
REPLACE WITH LIKE KIND.
NCC Charlotte LAC
DB 2168-1361
PB 32-13
Line Legend:
Symbol Description
X Fence Line
UW Water Line
FM Ex Force Main Sewer
SS SS — Gravity Sewer
—UNKN —UNKN — Underground Electric
—UCQM —UCQM — Underground Communication
— UNKN UNKN — Unknown Utility
Compressed Air
RAW Right -of -Way
FM Prop. Forcemain Sewer
PROPOSED TURBIDITY CHAMBER
SEE DETAIL ON SHEET U-7
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❑ a / EXISTINBANDOI'D OE 3 ❑ CONTRACTOR TO INSTALL SEDIMENT FENCING
NEW FACILITY & E IT` D INSTALL D ;� \
° / z ��, �� C� LL O AROUND EXISTING UPSET POND AND WET WEATHER
AND CERTIFIED TO BE PD I/ PERATIION. 3 STORAGE POND DURING CONSTRUCTION TO PROTECT
�/ z SEE SHEET DEMO-1GF f�E AILS. — I— -UNITS-FROM STORMWATER RUNOFF SEDIMENTATION.
x � 3
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a° x z z o cn PROPOSED SEPTIC/FLOW EQUALIZATION
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NO SCALE
PROPOSED (2) UV UNITS IN
SERIES & SAMPLE PORT. SEE SHEET
U-6 FOR DETAILS
� PROPOSED POLISHING FILTER
SEE SHEET U-6 FOR DETAILS
Existing wet weatne.
� Lined Storage Pond
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0 `
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Know what's below.
TIE IN PLANT DISCHARGE INTO EX. 6-IN Call before you dig.
DIP PIPE OUTSIDE LIMITS OF EX. POND LINER. GRAPHIC SCALE
0 5 10 20
1 inch = 10 fcct
z'IEDMONT DESIGN ASSOCIATES, P-A. Owner: Approved: Date of Issue:
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REVISIONS
BY
REV. PER COMMENTS BY
DEQ - NDPU L PLUMMER
DMD
(12/20/22)
REV. PER COMMENTS BY
DEQ — NDPU L PLUMMER
DMD
(3/31/23)
REV. PER COMMENTS BY
DEQ — NDPU Z. MEGA
DMD
(6/1 /23)
Date: 6/ 16/22
Scale: =10 Ft
1'' Contours
Drawn: DMD
Checked: DLM
Project: 2019-03-17-EC
,lob: 2019-03-17-EC
Sheet
U
/C\ 6/1 /23
0 7 Sheets

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GB 2168-1361
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GRAPHIC SCALE
0 20 40 80
1 inch = 40 fcct
820
820
815 op unary Filter o Polish
815
810
810
805
805
800
800
Ln
0
00
0+00 1+00 2+00
3+00
3+50
A
A
Ac
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Know what's beiOw.
Call before you dig.
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES
P-A.
Owner:
Approved: Date of Issue:
i er
To UV Vault
EIev:806.06
EIev:80
.67
To Discharge
EIev:804.5
eturn Line Fro
N
0
Bypass Valves to
� 5 Day Upset Pond
0
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7'-5"
Ball Valve
N.C.
Ball Valve
N.O.
2"0 Stub -out for
Future Connection (typ.)
Duplex PVU
Pumping System
(FUTURE)
Duplex PVU
Pumping System
AX-Max275-42
IPA
T-Max42
Flow EQ Tank
Safety Railing
Baffle Wall (typ.
YO Recirc. Return
Valve (typ.)
2"0 Inlet From
5 Day Upset Pond
6"0 Gravity
Inlet (FUTURE)
6"0 Pressure
Inlet
2"0 Return
Line to
Pre -anoxic
Vent Fan
Assembly (typ.)
4"0 Outlet to
Stage 2
Splice Box (typ.)
AX-Max275-42
Unit #2
(Stage 2)
4"0 Inlet
(Stub out for
future connection)
Hach Solitax
Turbidimeter
Discharge Floats
Discharge Pumps
Recirc. Pumps—
Recirc. Floats
NOTE:
ALL EXPOSED PIPING ABOVE GRADE
SHALL BE INSULATED AGAINST
FREEZING. INSULATION SHALL BE Q
RATED FOR OUTDOOR
e
S Y S T E M S
1.25"0 Inlets
1.5"0 Discharge
no
to V
USE.
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REVISIONS
BY
REV. PER COMMENTS BY
DEQ - NDPU L PLUMMER
DMD
(12/20/22)
REV. PER COMMENTS BY
DEQ - NDPU L PLUMMER
DMD
(3/31/23)
REV. PER COMMENTS BY
DEQ - NDPU Z. MEGA
DMD
(6/1 /23)
Date: 6/ 16/22
Scale: AS
SHOWN
Drawn: DMD
Checked: DLM
Project: 2019-03-17—EC
,lob: 2019-03-17—EC
Sheet
U-3
/Cc 6/1 /23
0 7 Sheets

24"
815.83
805.17
64"
805.8.
os.1 7
M
3"0 Air Inlet
4"0 Inlet (typ.)
El
4"O Inlet
N
LUiiiLU viiiL i iaiiviuvv %-,/
Scale: I " 4'-0"
AdvanTex
Media
Stainless Steel
Bracket for Turbidimeter
2" Filtered Air Outlet
3" Enclosure Vent
Vent Fan Assembly
* Discharge Float
Assembly
Discharge
► UV (typ.)
Zarge Pumps (typ.)
Box (typ.)
-c. Float
bly
-c. Pumps
* Float Functions & Pump Index
A
High Level Alarm / Lag Enable
B
Override Timer
C
Pump ON
D
Pump OFF
E
Redundant Off / Low Level Alarm
Recirc. Discharge
MF3P MF4P
A
B A C
D
E
60" E
5811
" 54" 50"
4"
0
32"
Recirculation Pumps: PF751012
Discharge Pumps: PF300512
Distribution 3"O Enclosure Vent
Spin Nozzles (typ.) 72" Baffle Wall 2"0 Filtered Air Outlet
n
60" Baffle Wall 3"O Tee
3"O Recirc. (typ.)
Return Valve
6"0 Recirc. t 381180" Baffle
Transfer Line 22"1 Wall
800.50 *Recirc. —
Install Unit on Bed SECTIONA A Pumps (typ)
of 6" Washed Stone
800.50
Install Unit on Bed -
of 6" Washed Stone
AdvanTex
Media
Distribution
Spin Nozzles (typ.)
Vent Fan
Assembly
* Recirc. Float
Assembly
1.25"0 Inlet —
Pipe (typ.)
40"
Cl.5"70 Discharge 3"O Discharge
30" Line to UV to Recirculation &
Pump Discharge
Chamber (typ.)
Hach Solitax
Turbidimeter
60" Baffle Wall 3"O Tee
3"O Recirc. (typ) 805.17
Return Valve 1.25"0 Inlet
Pipe (typ.)
54"
38" _T� 1.5"0 Discharge
30" Line to UV
SECTION B-B
80" Baffle
Wall
1.5"0 Discharg
®rN
S Y S T E M S
LEI
AdvanTex
Media
54"
0
T
22"
SECTION C-C
SECTION D D
6"0 Recirc.
Transfer Line
Install Unit on Bed
of 6" Washed Stone
1 Unit on Bed
of 6" Washed Stone
NOTE:
ALL EXPOSED PIPING ABOVE GRADE
SHALL BE INSULATED AGAINST
FREEZING. INSULATION SHALL BE
RATED FOR OUTDOOR USE.
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REVISIONS
BY
REV. PER COMMENTS BY
DEQ — NDPU L PLUMMER
DMD
(12/20/22)
REV. PER COMMENTS BY
DEQ — NDPU L PLUMMER
DMD
(3/31/23)
REV. PER COMMENTS BY
DEQ — NDPU Z. MEGA
DMD
(6/1 /23)
Date: 6/ 16/22
Scale: AS
SHOWN
Drawn: DMD
Checked: DLM
Project: 2019-03-17-EC
,lob: 2019-03-17-EC
Sheet
U-6
0A_-,0/o//W
7 Sheets

Pip
Finish Grade
QI Surface Restoration
Match finish grade materials as
shown on plans
02 T
Nat
rench Backfill
ive material
03 Initial Backfill
3 4" minus crushed rock
P
Co
ipe Bedding
mpacted, clean native
material or compacted sand
© Trench Foundation
Undisturbed native material or
3/4" minus crushed rock if
trench foundation stabilization
is required
Note:
All dimensions shown
are minimum and relative
to outside of pipe bell.
Mainline Testing:
Allowable Loss Gal/hr/1000ft
Test Pressure 3 in 4 in
6 in
150 psi 0.23 0.37
0.55
125 psi 0.25 0.34
0.50
100 psi 0.23 0.30
0.45
TYPICAL SEWER TRENCH DETAILS
N.Ls
AUTOMATIC TRANSFER SWITCH
W/MANUAL OVERRIDE. GENERATOR
ALL ELECTRICAL EXTERNAL
TO BE SIZED BY CONTRACTOR
ENCLOSURES SHALL BE EQUAL TO
APPROX. 30' WIDE X 8' DEEP
NEMA 4X OR GREATER.
3 PHASE GENERATOR SERVICE
CIRCUIT BREAKER
STEEL CHANNEL
WP TROUGH
SECTION C4,
7.25 U3S./FT.
TRANSFORMER/
PANEL
3' GALVANIZED PIPE
(SCH.80)
CONTROL PANEL
18' WIDE X 4' DEEP
3 PHASE SERVICE ENTRANCE
CIRCUIT BREAKER
WEATHERPROOF DUPLEX
GFCI RECEPTACLE
3 - 2' THREADED ALUMINUM
UTILITY
RIGID CONDUIT
ETER
2" MIN. THREADED
ALUMINUM RIGID CONDUIT
EXPLOSIVE PROOF
SEAL (TYP.)
INCOMING
MALE -PIN
POWER
RECEPTACLE
3000 PSI CONCRETE
3000 PSI
CONCRETE
TRANSITION FROM RIGID
ALUMINUM CONDUIT TO
APPROXIMATE GENERATOR SIZE
PVC AT BEND BELOW
IS 80" LONG X 30' WIDE
GRADE
ELECTRICAL
EQUIPMENT SCHEMATIC
N.T.S.
•Ir1�71Y1.
1�If�1�1
1==1=I=1=�=1=I=1=�
I
oi.�■�A1�r
Fiberglass Gasketted
Lid with Stainless Steel Bolts
(insulation optional)
Finished Grade
Access Riser (12" 0)
Toning Wire
Lam' Isolation Valve
(supplied by others)
Mouse Holes
Main Line
ISOLATION VALVE DETAIL
N.T.S
OVER)
3=0' MlN
WATER
78" M/N SEE SEWER
NOTE
10' MIN
SEWER (OVER WATER (UNDER)
SEE
NOTE +
NOTE:
1: ALL REFERENCES TO SEWER IN THIS FIGURE AREA SANITARY SEWER.
REFER TO EARTHWORK SPECIFICATIONS FOR SEPARATION OF STORM SEWERS
AND SANITARY SEWERS.
2: WHEN WATER MAIN IS ABOVE SEWER, BUT LESS THAN 18" CLEARANCE,
OR WHEN THE SEWER IS ABOVE THE WATER MAIN AND THE SEWER LINE
SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE WITH JOINTS
EQUIVALENT TO WATER MAIN STANDARDS FOR A MINIMUM LATERAL DISTANCE
MEASURED AT RIGHT ANGLES TO THE SEWER OF 10 FEET ON
EACH SIDE OF THE CROSSING.
RELATION OF WATER MAINS
TO SANITARY SEWER MAINS
in
Inches
& Dead
Ends
Bend
Bend
1 /4°
22 1 /2°
Bend
4 & Smaller
0.94
1.33
0.72
0.37
6
2.12
3.00
1.62
083
HORIZONTAL THRUST BLOCKS
MIN. BEARING AREA IN SQUARE FEET
Pipe Size Tees, Wyes 90° 45° 11
NOTES:
1.Concrete thrust blocking to be poured against undisturbed earth.
2. Keep concrete clear of joint and accessories.
3.Above bearing areas and volumes are calculated at a soil bearing
capacity of 2000 PSF and a test pressure of 150 PSI.
THRUST BLOCKING DETAILS-
N. T. a
24VAC Solenoid
Valve to Control Panel
3" Outlet Normally Open
From Treatment (To Irrigation)
Normally Closed
L� (To Upset Pond)
24VAC Solenoid Normally Open
Valve to Control Panel (To Irrigation)
7From Treatment �3' utleNormally Closed
(To Upset Pond)
UPSET BYPASS DETAIL
N.T..£
o
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t� O
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