WQ0040707_Additional Information Response_20190528

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PROJECT:
Bolkova
Residence Wastewater at:
Union Road
Matthews, NC 28104
Scale:1N =1W
Date: 5-17-19
Nikolay Residence
Surface Drip
Wastewater System
LASH
ENGINEERING
ConeutUng CMI Engineer/Manner
1104 Cindy Carr Drive
Matthme, N.C. 28105
Phone: [phone]
email: mike101aehenginwHng.00m

ROY COOPER
Governor
MICHAEL S. PEGAN
Secretary
LINDA CULPEPPEP,
Director
NIKOLAY BOIKOV AND NATALYA BOIKOVA
1020 YELLOW BEE ROAD
INDIAN TRAIL, NORTH CAROLINA 28079
Dear Mr. and Mrs. Boikov:
NORTH CAROLINA
Environmental Quality
April 26, 2019
Subject: Application No. WQ0040707
Additional Information Request
461 Union Rd. SFR
Single -Family Residence
Wastewater Irrigation System
Union County
Division of Water Resources' Central and Regional staff has review ed the application package
received March 13, 2018. However, additional information is required before the review may be completed.
Please address the items on the attached pages no later than the close of business on May 27, 2019.
Please be aware that you are responsible for meeting all requirements set forth in N orth Carolina
rules and regulations. Any oversights that occurred in the review of the subject application package are
still the Applicant's responsibility. In addition, any omissions made in responding to the outstanding items
in Sections A through P, or failure to provide the additional information on or before the above requested
date may result in your application being returned as incomplete.
Please reference the subject application number when providing the requested information. All
revised and/or additional documentation shall be signed, sealed and dated (where needed), with two paper
copies and one electronic copy submitted to my attention at the address below.
If you have any questions regarding this request, please do not hesitate to contact me at (919) 707-
3658 or [e-mail]. Thank you for your cooperation.
Sincerely, ,� f
Ashley Kabat, Environmental Engineer
Division of Water Resources
cc: Mooresville Regional Office, Water Quality Regional Operations Section (Electronic Copy)
Michael W. Lash, PE _ Lash Engineering, Inc. (Electronic Copy)
Permit Application File WQ0040707
North Carolina Department of Environmental duality f Division of Water Resources
25
E Q 512 North Salisbury street 1 1617 Mail Service Center I Raleigh. North Carolina 27699.1617
919.707.9000

Mr. Nikolay Boikov and Mrs. Natalya Boikova
April 26, 2019
Page 2 of 4
A. Cover Letter:
1. No Comments
B. Application Fee:
1. No Comments
C. Single -Family Residence Wastewater Irrigation Systems Form (SFRWWIS 06-16):
I. In Application Item V. I., fill out the designed effluent concentration for Fecal Coliforms.
Made the designed effluent to be the same as the required — however, the expected results of the
unit states that there will be a 99.9% reduction. The manufacturer's testing results are included.
2. In Application Item V.19.:
i. The minimum distance from any habitable residence or place of public assembly owned
by the Permittee to be maintained as a part of the project site is 15 feet. Increase your
distance form 10 feet to 15 feet. Revised on Application & shown on Sheet #2
ii. The minimum distance from any building foundation or basement is 15 feet. Increase your
distance form 10 feet to 15 feet. Revised on Application & shown on Sheet #2
D. Existing Permit:
1. N/A
E. Property Ownership Documentation:
1. No Comments
F. Soil Evaluation:
1. The Mooresville Regional Office took three borings in the proposed application area and hit the
perched water table around eight inches and auger refusal at 10 inches. These conditions may
impede with subsurface tank installation. Provide a thorough evaluation of the subsurface
treatment installation area and provide recommendations. A separate Report is included with
pictures.
G. Engineering Plans:
1. The saturated hydraulic conductivity data given in a table on sheet 2 does not match the K�sat data
given in the Soils Report. Update this table for accuracy. This was updated to match the report.

Mr. Nikolay Boikov and Mrs. Natalya Boikova
April 26, 2019
2. It is recommended that the pump tank is designed with two risers in order to access the inlet pipe.
Pump Tank is now shown consistently to have 2 risers.
Add details on the irrigation pump, the rain sensor (also on Sheet #3), and the flow meter. Cut
Details were added to Sheet#3. Also, each of these are included as attachments in this submittal.
4. The Licensed Soil Scientist stated in the Fill Application Plan that a surface water diversion
structure would be necessary for this site. Show this surface water diversion structure on the site
map on sheet 2. There is an existing driveway that cuts across the watershed uphill from the site.
This driveway was shown only as an ingress easement but is an existing gravel drive with side
ditches. Labeling for the driveway has been added. I have also included a blow-up sheet of that
area for clarification.
See recommendations from the Soil Scientist regarding comment F.1. Response shown in "F"
H. Specifications:
1. No Comments
I. Engineering Calculations:
The provided pollutant loading calculations are insufficient for the following reasons:
i. The provided calculations do not show how Fecal Coliforms will be reduced. The Norweco
1500 AT will be used to reduce coliforms. Information included in the packets for the next
questions shows effluent reduction results.
ii. The provided calculations are considered "black -box" because they do not show how each
unit process will reduce the pollutants in the wastewater. Provide inlet and outlet
concentrations for BOD5, TSS, NH3-N, and Fecal Coliforms for each treatment unit
(Singular Green Bio-Kinetic Unit, BioFilm Rector, and UV disinfection). I have acquired
three reports from Norweco (manufacturer) showing the effluent results from each
treatment unit. The report for the Singular Bio-Kinetic Unit also includes information on
the UV light effluent results. I have included each of these reports.
2. Provide floatation calculations for the pump tank and the ultraviolet disinfection unit, as they are
underground units. These calculations are now included.
Weather data used for the Single -Family Loading Rate Workbook is from Salisbury, North
Carolina. Use data from the closest possible location to the site which will be more representative
of local site conditions. The Soil Scientist performed the Water Balance. They consulted with
Climate Office and confirmed that they had used the most reliable and closest information
possible. An email confirming this discussion is included in this submittal.
J. Site Map.•
1. On sheet 2 of the Engineering Plans, show the compliance and review boundary.
In accordance with 15A NCAC 02L .0107(i), the compliance boundary is established at
the property boundary.

Mr. Nikolay Boikov and Mrs. Natalya Boikova
April 26, 2019
15A NCAC 02L .0107 COMPLIANCE BOUNDARY
(b) For disposal systems individually permitted on or after December 30, 1983,
a compliance boundary shall be established 250 feet from the waste boundary,
or 50 feet within the property boundary, whichever point is closer to the source.
This was added to the plans — Sheet #2
ii. In accordance with 15A NCAC 02L .0108, the review boundary is established
midway between the compliance boundary and the waste boundary.
15A NCAC 02L .0108 REVIEW BOUNDARY:
A review boundary is established around any disposal system midway between
the compliance boundary and the waste boundary.
This was added to the plans — Sheet #2
K. Operation & Maintenance Plan:
1. No Comments
L. Operation and Maintenance Agreement:
1. No Comments
M. County Health Department Denial Letter:
1. No Comments
N. Floodway Regulation Compliance:
1. No Comments
O. Threatened or Endangered Aquatic Species Documentation:
1. No Comments
P. Other Environmental Permits:
1. No Comments

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7
Lash Engineering, Inc.
Table of Contents
A. Cover Sheet
Table of Contents
Lash Engineering, Inc.
Civil/Consulting/Wastewater/Planning
1104 Cindy Carr Drive
Matthews, NC 28105
Phone: [phone]
mikel(a�LashEngineering com
Boikova Residential 3-Bedroom
Surface Drip Wastewater System
Response Information
Review Comments with Responses (in red)
B. Additional Information (coded) is included as attachments
C.1. Boikova Application Item #V.1 & #V.19 is revised & copied here.
F.1 Excavation Analysis for Tanks
G.3.a-c Cut -Sheets for Puturb Pump with email, Rainbird Temp/Freeze Sensor,
& Flow Meter
G.1-3 Engineering Plans (Letter size -revised 5-17-19)
2 Full size folded Sets are included in Submittal
GA. Drain Field Watershed Plan with Picture of existing gravel driveway
1.1.i Effluent Results for Norweco TNT-500 with UV Disinfection
1.1.ii Effluent Results for Bio-Film Reactor
1.1.iii Summary of Effluent Results
1.2 Anti -Floatation Calcs for UV Unit & Pump Tank
1.3 Email String -> Soil Scientist & Climate Office on accuracy of data.

DWR
State of North Carolina
Department of Environmental Quality
Division of Water Resources
Division of Water Resources
15A NCAC 02T .0600 — SINGLE-FAMILY RESIDENCE WASTEWATER IRRIGATION SYSTEMS
FORM: SFRWWIS 06-16
I. APPLICANT INFORMATION:
1. Applicant's name as appears on deed, contract or lease agreement: NIKOLAY & NATALYA BOIKOVA
2. Applicant type: ® Individual ❑ Corporation ❑ General Partnership
3. Signature authority's name: per 15A NCAC 02T .0106(b) Title: OWNER
4. Applicant's mailing address: 1020 Yellow Bee Rd.
City: Indian Trail State: NC. Zip: 28079-
5. Applicant's contact information:
Telephone number: [phone] Fax number: (NSA) _- Email Address: mboikova(&yahoo.com
II. FACILITY INFORMATION:
1. Facility name: Wastewater Facility for Boikova Residence
2. Facility status: ❑ Existing or ® Proposed
3. Facility's physical address: 461 Union Road
City: Matthews State: NC. Zip: 28104- County: Union
4. Wastewater Treatment Facility Coordinates: Latitude: 35' 09' 11" Longitude: -80' 36' 46"
Provide the following latitude and longitude coordinate determination information:
Datum: Unknown Level of accuracy: Unknown Method of measurement: Map interpretation by extraction
5. USGS Map Name: MIDLAND
III. CONSULTANT INFORMATION:
1. Engineer's name: Michael Lash, PE. License Number: 14265
Engineer's mailing address: 1104 Cindy Carr Dr.
City: Matthews State: NC. Zip: 28105-
Telephone number: [phone] Fax number: (N/A)
2. Soil Scientist's name: Larry Thompson License Number: 128 i
Soil Scientist's mailing address: P.O. Box 541
City: Midland State: NC. Zip: 28107-
Telephone number: [phone] Fax number: (N/A) -_
Firm: C-2433
Email Address: mikelna lashen ing eering com
Firm:
Email Address: larrykthompsonenv.com
IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100:
1. Application type: ® New ❑ Major Modification ❑ Minor Modification
If a modification, provide the existing permit number: WQ00 and most recent issuance date:
2. Application fee: $60. 00
3. Describe the origin of the wastewater and provide a brief project description: Residential
4. Wastewater flow: 360 GPD
Page 15
FORM: SFRWWIS 06-16 Page 1 of 6

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100 (CONTINUED):
5. Using 15A NCAC 02T .0114, explain how the total wastewater flow was determined:
Establishment Type
Flow Basis
ow
FPeUnit
Number
of Units
Flow
Residential
gal/day
120
3
360 GPD
gal/
GPD
Total
360 GPD
6. Per 15A NCAC 02T .0105(c)(6), if the project includes any stream or wetland crossings, what is the status of the following
applicable permits/certifications? N/A
Permit/Certification
Date �
Droved ate
Permit/Certification No.
Agency Reviewer
Submitted
A
Nationwide 12 or 404
Wetlands 401
7. What is the nearest 100-year flood plain elevation to the facility? 608.9 feet mean sea level. Source: FRIS Website
Are any treatment, storage or irrigation systems located within the 100-year flood plain? ❑ Yes or ® No
If yes, has documentation of compliance with Article 21 Part 6 of Chapter 143 of the G.S. been provided? ❑ Yes or ❑ No
V. DESIGN CRITERIA AND SETBACKS —15A NCAC 02T .0605 & .0606:
1. Provide the estimated influent and designed effluent concentrations from the engineering calculations to verify conformance
with 15A NCAC 02T .0605(b) for the following parameters:
Estimated Influent
Designed Effluent
Minimum Required
Parameter
Concentration
Concentration
Degree of Treatment
(monthly average)
Prior to Stora e
Biochemical Oxygen Demand
280 mg/1
25 mg/1
< 30 mg/l
BODS
—
Total Suspended Solids (TSS)
250 mg/1
25 mg/1
< 30 mg/1
Ammonia Nitrogen (NH3-N)
80 mg/l
10 mg/1
< 15 mg/l
Fecal Coliforms
<200 per 100 =Ml<
200 colonies/100 ml
2. Per 15A NCAC 02T .0605(c), is the effluent placed directly in contact with GA classified groundwater? ❑ Yes or ® No
If yes, have predictive calculations demonstrating such placement will not contravene GA groundwater standards been
provided? ❑ Yes or ❑ No
3. Per 15A NCAC 02T .0605(d), are any of the treatment or storage units excavated into bedrock? ❑ Yes or ® No
If yes, has a 10 millimeter synthetic liner been provided? ❑ Yes (Plan Sheet: & Specification Page: ) or ❑ No
4. In accordance with 15A NCAC 02T .0605(e), are any earthen treatment and storage facilities provided? ❑ Yes or ® No
5. In accordance with 15A NCAC 02T .0605(f), have any by-pass or overflow lines been provided? ❑ Yes or ® No
6. If any treatment, storage or irrigation systems are located within the 100-year flood plain, in accordance with 15A NCAC 02T
.0605 , which systems are affected and what measures being taken to protect them against flooding? N/A
7. In accordance with 15A NCAC 02T .0605(h), has an operation and maintenance plan been submitted? ® Yes or ❑ No
8. In accordance with 15A NCAC 02T .0605(i), how will restricted access to the irrigation system be provided? Fence
Are all treatment units and control panels locked to prevent entry? ® Yes or ❑ No
9. In accordance with 15A NCAC 02T .0605W, do the designed irrigation loading rates (see Application Item VIIA.) exceed the
soil scientist recommended loading rates (see Application Item VII.3.)? ❑ Yes or X❑ No
10. In accordance with 15A NCAC 02T .0605(k), does the septic tank design adhere to 15A NCAC 18A .1900? ❑ Yes or ❑ No
Norweco Units have a built-in anaerobic treatment chamber
No Septic Tank is Utilized.
Page 16
FORM: SFRWWIS 06-16 Page 2 of 6

V. DESIGN CRITERIA AND SETBACKS —15A NCAC 02T .0605 & .0606 (CONTINUED):
11. In accordance with 15A NCAC 02T .0605(1), what is the specified method of disinfection? Select UV Light
If chlorine, specify contact detention time provided: minutes and where contact time occurs:
If UV, specify the number of banks: 1, total lamps: 1 and maximum flow capacity: 9_5 GPM.
12. In accordance with 15A NCAC 02T .0605(m), has a minimum of five days of storage based on average daily flow between the
pump off float and inlet invert pipe been provided? ® Yes or ❑ No
13. In accordance with 15A NCAC 02T .0605(n), have all tanks containing pumps been provided with audible and visual alarms
that are external to any structure? ® Yes (Plan Sheet: 3 & Specification Page: 108 ) or ❑ No
14. In accordance with 15A NCAC 02T .0605(o), has a precipitation or soil moisture sensor been provided?
® Yes (Plan Sheet: 4 & Specification Page: 10� or ❑ No
15. In accordance with 15A NCAC 02T .0605(n), has a minimum of 18 inches of vertical separation between the apparent seasonal
high water table (SHWT) and the ground surface been provided? ® Yes or ❑ No
16. In accordance with 15A NCAC 02T .0605(g), has a minimum of 12 inches of vertical separation between any perched seasonal
high water table (SHWT) and the ground surface been provided? ® Yes or ❑ No
17. In accordance with 15A NCAC 02T .0605(r), does the designed annual loading rate exceed 50 inches? ❑ Yes or ® No
18. Does the project comply with all setbacks found in the river basin rules (15A NCAC 02B .0200)? ® Yes or ❑ No
If no, list non -compliant setbacks:
19. Per 15A NCAC 02T .0606, verify setback compliance by providing the minimum field observed distance (ft) from the facility's
irrigation system and treatment/storage units to each listed setback parameter (Note: Distances greater than 500 feet shall be
marked N/A):
Setback Parameter
Irrigation
System
Treatment /
�Storage Units
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site
N/A
N/A
Any habitable residence or place of assembly owned by the Permittee to be maintained as
art of the project site
10'
Any private or public water supply source
285'
280'
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
N/A
N/A
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
N/A
Subsurface groundwater lowering drainage systems
N/A
Surface water diversions (ephemeral streams, waterways, ditches)
N/A
Any well with exception of monitoring wells
N/A
N/A
Any property line
50'
70'
Top of slope of embankments or cuts of two feet or more in vertical height
N/A
Any water line from a disposal system
N/A
Any swimming pool
N/A
Public right of way
275'
Nitrification field
N/A
Any building foundation or basement
10'
20. Are any setback waivers proposed for this facility? ❑ Yes or ® No
If yes, in accordance with 15A NCAC 02T .0606(c), submit the appropriate setback waivers (FORM: NDWSW) that have
been notarized, signed by all parties involved and recorded with the County Register of Deeds. Waivers involving the
compliance boundary shall be in accordance with 15A NCAC 02L .0107.
Page 17
FORM: SFRWWIS 06-16 Page 3 of 6

VI. WASTEWATER TREATMENT & STORAGE FACILITY DESIGN:
1. Type of treatment system: Other
2. Provide the requested information for each treatment/storage unit and its associated mechanical equipment:
a. PRELIMINARY / PRIMARY TREATMENT (i.e., physical removal operations):
No. of
Manufacturer or
Dimensions (ft) /
Volume
Plan Sheet
Specification
Treatment Unit
Units
Material
Spacings (in)
(al)
Reference
I Reference
Norweco Singular
Other
1
10.25'x 6.5'
600g
3
71
Green BioKinetic
Select
Select
b. SECONDARY TREATMENT (i.e., physical, biological and recirculation processes):
No. of
Manufacturer or
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
Units
Material
(al)
Reference
Reference
Norweco Membrane
Norweco Bio-Kinetic
1
5' x 4'
800g
3
71
BioFilm Reactor
Select
Select
c. DISINFECTION:
No. of
Manufacturer or
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
Units
Material
al
Reference
Reference
Ultraviolet
1
Norweco 1500
7" x 61.5"
50
3
83
Select
d. PUMP/STORAGE TANK:
Manufacturer or
Material
No. of
Units
Dimensions (ft)
Total
Volume
al
Effective
Volume
al
Effective
Storage
days)
Plan Sheet
Reference
Specification
Reference
Shoaf Precast
Concrete
1
12. 5' x 6. 5'
3033
3, 000
5
4
111
e. PUMPS:
Location
No. of
Pumps
Purpose
Manufacturer /
Type
Capacity
Plan Sheet
Reference
Specification
Reference
GPM
I TDH
Pump Tank
1
Lift through Disposal
Puturb
15
125
4
106
f. BLOWERS:
Location
No. of
glowers
Units Served
Manufacturer /
Type
Capacity
CFM
Plan Sheet
Reference
Specification
Reference
N/A
g. MIXERS:
Page 18
FORM: SFRWWIS 06-16 Page 4 of 6

Location
No. of
Mixers
Units Served
Manufacturer /
Type
Power
h
Plan Sheet
Reference
Specification
Reference
N/A
Page 19
FORM: SFRWWIS 06-16 Page 5 of 6

VII. IRRIGATION SYSTEM DESIGN:
1. Are there any artificial drainage or water movement structures within 200 feet of the irrigation area? ❑ Yes or ® No
If yes, please explain if the Soil Evaluation addresses artificial structures and indicate if these structures are to be maintained
or modified:
2. What is the proposed cover crop? Fescue
3. Soil Evaluation recommendations:
Soil Series
Fields within Soil Area
Minimum Observed
Depth to SHWT
(ft)
Recommended
Loading Rate
(in/hr)
Recommended
Loading Rate
(in/ r
TaB
Tarrus
N/A
0. 15
18.12
4. Irrigation System Information (Note — this table may be expanded for additional fields):
Field
Area
(acres)
Dominant
Soil Series
Designed
Rate
(in/hr)
Designed
Rate
(in/yr)
Latitude i
(DMS)
Longitude i
(DMS)
Waterbody
Stream Index
No.2
Classification
1
0.27
Tarrus
0.15
18.12
35° 09' 11"
-80° 36' 46"
13-17-18-3
C
O / 11
O I 11
O I 11
O I 11
O I II
O 1 11
O 1 11
O 1 „
Total
0.27
1 Provide the following latitude and longitude coordinate determination information:
Datum: Select Level of accuracy: Unknown Method of measurement: Map interpretation by extraction
2 For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: https://ncdenr.s3.amazonaws.com/s3fs-
public/Water%20Qualitv/Aquifer%2OProtection/LAU/Agreements/WSCA%2008-13.pdf.
Spray Irrigation Design Elements
Drip Irrigation Design Elements
Nozzle wetted diameter:
ft
Emitter wetted area:
8.3 ft2
Nozzle wetted area:
ft2
Distance between laterals:
4.16 ft
Nozzle capacity:
GPM
Distance between emitters:
2 ft
Nozzle manufacturer/model:
/
Emitter capacity:
0.61 GPH
Elevation of highest nozzle:
ft
Emitter manufacturer/model:
NetaFilm / BioLine
Specification Reference:
Elevation of highest emitter:
628 ft
Specification Reference:
96 & 99
Page 20
FORM: SFRWWIS 06-16 Page 6 of 6

Professional Engineer's Certification:
I. A4 ",q,5L Vu • Z, ,fs attest that this application for
[Professional Engineer's name from Application Item III.1,}
\665 A F G1L17"Y IFa a dv ;ES1 1> -1\lc
(Facility name from Applications Item H.1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications, engineering
calculations, and all other supporting documentation to the best of my knowledge. 1 further attest that to the best of my knowledge the
proposed design has been prepared in accordance with this application package and its instructions, as well as all applicable regulations
and statutes. Although other professionals may have developed certain portions of this submittal package, inclusion of these materials
under my signature and seal signifies that I have reviewed this material and have judged it to be consistent with the proposed design.
Vote: In accordance with General Statutes 143-215.6A and 143 215.68, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000, as well as civil penalties up to 525,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
NA
`,0'
14265 4t,!
Applicant's Certification per 15A NCAC 02T .0106(b):
attest that this application for
{Signature Authority's name & title from Application Item 1.3.}
(Facility name from Application Item II.i.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a condition
of this permit be violated. I also understand that if all required parts of this application package are not completed and that if all required
supporting information and attachments are not included, this application package will be returned to me as incomplete. I further cenify
that the applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater facility without
proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are compliant with any
active compliance schedule, and do not have any overdue annual fees per 15A NCAC 02T .0105(e).
Vote: In accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to -
exceed $10,000 as well as civil penalties up to $25,000 per violation.
Signature: Date: as A5 • \C�
Page 21
FORM: SFRWWiS 06-16 Page 7 of 6

10
Lash Engineering, Inc.
EXCAVATION ANALYSIS FOR TANKS
Lash Engineering, Inc.
Civil/Consulting/Wastewater/Planning
1104 Cindy Carr Drive
Matthews, NC 28105
Phone:[phone]
mike1g.LashEn gineering. com
CONCERN: Regional Soil Scientist was concerned for rock at tank location.
RESPONSE:
1. Regional Soil Scientist did not find refusal at the location of the tanks. It was in the upper part of
the drain field. At the location of the tanks, the Regional Soil Scientist found several feet of a
sandy material.
2. Property is not located in the granite belt and there is no evidence of granite. Should tank
location uncover a boulder, there is ample room to adjust the tanks to a different location.
3. Larry Thompson with Thompson Environmental was not concerned that tanks could not be buried
in Union County. He had never encountered refusal that would impede excavation and did not
expect to find any at this location.
4. We had the Owner take a 6-foot #4 rebar and at the location of the tanks they drove it into the
ground with no refusal. Pictures are included for reference.
CONCLUSION:
Rock and/or insuto refusal material is not expected to hamper excavation of tanks. However, should this
present to be an issue, a different location for the tanks is available.

Ll
. lb
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A11DER#CAN MANUFACTURING
RING
Company Inc.
www. am erioanonsite.00m
EFFLUENT PUMP
Model Series: PUTURB15
FEATURES
• Non -Metallic Parts are Effluent Compliant: Impellers,
diffusers constructed of glass filled polycarbonate or Noryl,
engineered composites. Both materials are corrosion
resistant.
♦ Bearing Discharge Head: State of the art engineered
composite material for superior strength and corrosion
resistance. Loop for safety line molded into head.
♦ Warranted for one year against failure due to
workmanship and materials.
♦ Stainless Steel Casing: Polished stainless steel is
attractive and durable in the most corrosive effluent
♦ Hex Shaft Design: Six sided shafts for positive
impeller drive.
• inlet Strainer: Molded suction strainer built into
motor adapter.
TDH for Backflushing
Most Limiting Condition
♦ Motor:
• Built-in surge arrestor is provided on single-phase motors.
• Stainless steel splined shaft.
• Hermetically sealed windings.
• Replaceable motor lead assembly.
• UL 778 and CSA recognized.
• NEMA mounting dimensions.
♦ Standard 100" jacketed power cord.
♦ Agency listings: All complete pump/motor assemblies
are UL778 and CSA listed. All Franklin Electric Motors are
UL778 recognized.
Model $erles
Flow Range
GPM
Horsepower
Range
east Elf.
GPM
Discharge
Connection
Maximum
Solids Size
Rotation
PUTURB1512ZW
6-28
%
18
1'/.
1I16"dia.
CCW
nJ C C_ -
230-
2 2 0 —
2T0-
200—
190 -
180—
170
150
1 4-
130
1 0 --
1 CC
90
UL
its
6c -
50
10 -
30
2 0,
to .
PERC-RITE°
PUMP
PUTURB15
..J
P__ 1 I T_.�_i 1- T1c1 . 1 7 F-1-[a
.52
r 12 2U 28 36 X
Gallons Per Minute
DESIGNERS GUIDE PUMP CURVE
©RIP DISPERSAL SYSTEM

RE: Submittal package (specifications) for Perc-Rite components - Micha... https:Houtlook.office365.com/owa/?ItemID=AAMkADE5NjhhMjIOLT...
RE: Submittal package (specifications) for Perc-Rite components
Jesse Cordy <[e-mail]>
Tue 5/14/2019 4:25 PM
To:Michael Lash <[e-mail]>;
1 attachments (2 MB)
PUTURB15 SPEC.pdf;
Here you go. Our PUTURB1512112W standard Perc-Rite drip pump is made specifically for us by Goulds. That's why the
submittal shows the Goulds parent pump info, because it's identical. But here is a sheet that should meet your needs.
Thanks.
Jesse N. Cordy
Engineering/Design/
Technical Support
Perc-Rite Drip Dispersal Systems
American Manufacturing Co., INC.
P.O. Box 97
-----------------
Elkwood, VA 22718
---------------------------
[phone] ext.120
0cordy6a.americanons ite.com
MERICAN
Manufacturing Company, Inc.
From: Michael Lash <[e-mail]>
Sent: Tuesday, May 14, 2019 2:03 PM
To: Jesse Cordy <[e-mail]>
Subject: Re: Submittal package (specifications) for Perc-Rite components
Jesse, this package has a different pump shown. We always use the Puturb 1515 pump. Do you have a pump detail or
information related to the Puturb pump?
Thanks,
Mike
Lash Engineering, Inc.
1 of 2 5/15/2019, 9:54 AM

RE: Submittal package (specifications) for Perc-Rite components - Micha... https:Houtlook.office365.com/owa/?ItemID=AAMkADE5NjhhMjIOLT...
Michael Lash, PE.
704-847-3031
[e-mail]
From: Jesse Cordy <[e-mail]>
Sent: Tuesday, May 14, 2019 1:31:41 PM
To: Michael Lash
Subject: Submittal package (specifications) for Perc-Rite components
See attached.
Jesse N. Cordy
Engineering/Design/
Technical Support
Perc-Rite Drip Dispersal Systems
American Manufacturing Co., INC.
P.O. Box 97
-----------------
Elkwood, VA 22718
---------------------------
[phone] ext.120
0cordyC�americanons ite.com
�--AMERICAN
Manufacturing Company, Inc.
2 of 2 5/15/2019, 9:54 AM

RAIN�BIRD(.)
RSD Series Rain Sensor
"Dial into the Convenience and Value"
The Rain Bird RSD Series Rain Sensor is an easy
to install, durable and visually pleasing rain
sensor device suitable for 24VAC residential
and commercial applications. This high -qual-
ity product saves water and extends irrigation
system life by automatically measuring precipi-
tation and preventing irrigation systems from
watering in rainy conditions.
Features & Benefits
■ Automatic rain shutoff prevents
overwatering due to natural
precipitation
■ Robust, reliable design reduces
service call backs
■ Moisture sensing disks work in a
variety of climates
■ Different sensor mounts permit
speed and flexibility on the job site
Models
• RSD-BEx (rain sensor w/ latching bracket,
extension wire)
• RSD-CEx (rain sensor w/ threaded
adapter, extension wire)
Electrical Specifications
• Application: Suitable for low voltage 24 VAC
control circuits and 24VAC pump start relay
circuits*
• Switch electrical rating: 3A @ 125/250 VAC
• Capacity: Electrical rating suitable for use
with up to ten 24 VAC, 7 VA solenoid valves
per station, plus one master valve
• Wire: 25' (7,6 m) length of #20, 2 conductor
UV resistant extension wire. Short lead for
normally open (N.O.) installations
• UL, cUL listed; CE, C-Tick approved
*Not recommended for use with high voltage
pump start, pump start relay circuits or
devices.
4
Latching Hinge
Maintains Alignment
Mechanical Properties
• Multiple Rainfall Settings from 1i8"— 3/4"
(5 - 20 mm) are quick and easy with just the
twist of a dial
• Adjustable vent ring helps control drying
time
• High-grade, UV resistant polymer body
resists the elements
• Available in rugged bracket version (RSD-BEx
model comes with 5" latching aluminum
bracket) or conduit version (RSD-CEx) for a
clean and professional look.
RSD-BEx
3
s�s
RSD-CEx
Dimensions
RSD-BEx
• Overall Length: 6.5" (16.5 cm)
• Overall Height: 5.4" (13.7 cm)
• Bracket Hole Pattern: 1.25" (3.2 cm)
RSD-CEx
• Overall Length: 3" (7.6 cm)
• Overall Height: 2.75" (7 cm)
RSD - BEx
I
Model Extension Wire
RSD: Rain 25' (7,6 m) length
Sensing Device
Mounting
BE: Metal Bracket
CE: Conduit Version

Specifications
The rain sensor shall employ an electro-me-
chanical actuating device designed to cause a
circuit interrupt that temporarily disables the ir-
rigation controller during periods of significant
rainfall. The device shall automatically restore
the controller to a normal operating condi-
tion after a period of time subsequent to the
rainfall. The device shall be suitable to be wired
- normally closed (N.C.) - in series with the
valve common; and, shall include a short -lead
to allow wiring normally open (N.O.) when
necessary.
The device shall be of rugged construction to
withstand the elements, including exposure to
sunlight.
The device shall include a U.L. listed, 3A @
125/250 VAC rated electrical switch. The device
shall be of sufficient capacity to be used with a
maximum of three 24VAC, 7 VA solenoid valves
per station, plus one master valve.
The rain sensor shall incorporate a provision
that allows the installer to select from several
rainfall settings.The setting increments shall be
displayed in both English and metric units.The
device shall include a vent ring to help control
drying time of the mechanical components.
The Rain Bird RSD Series Rain Sensor shall be
manufactured by Rain Bird Corporation, Glen-
dora, California.
RAINkB1R1)(
Rain Bird Corporation
Rain Bird Corporation
Rain Bird International, Inc.
6991 E. Southpoint Road
970 West Sierra Madre Avenue
P.O. Box 37
Tucson, AZ 85706
Azusa, CA 91702
Glendora, CA 91740-0037
Phone: [phone]
Phone: [phone]
Phone: [phone]
Fax: [phone]
Fax: [phone]
Fax: [phone]
Rain Bird Technical Services
Specification Hotline
www.rainbird.com
(800) RAINBIRD (U.S. and Canada)
800-458-3005 (U.S. and Canada)
The Intelligent Use of Water ---Visit www.rainbird.com to learn about our efforts
Registered Trademark of Rain Bird Corporation
0 2008 Rain Bird Corporation 4/08
D39402E

Accent
CONTROL SYSTEMS
ACS Series
Multi -Jet Cold Water Meters
ACS Series water meters use the widely accepted multi -
jet principle, as a gear train drives the register totalizer
dials. For pulse output meters, a reed switch sensor is
attached to the outside of the lens and detects a magnet
arm that has replaced one of the dial pointers. The reed
switch output is a dry contact closure and does not
require power.
Main Technical Data
Nominal diameter
aN
075 - 3/41
100 - 1"
150 - 1 1/2"
200 - 2"
Maximumflowrate US gpm
Qmax
22
30.8
88
132
Nominal flow rate US gpm
On
11
15.4
44
66
Transition flow rate US gpm
Qt
0.88
1.23
3.52
5.3
Minimum flow rate US gpm
I Qmin
0.22
0.31
0.88
1.32
Minimum reading US gallon
0.01
0.01
1 0.1
0.1
Minimum graduation US gallon
0.005
0.005
1 0.05
0.05
Accuracy Curve
+5
+2
0
a
IL .2
_5
Qmin Qt Qn Amax
Flow (gpm)
Model Codes - How to Order
ACS - 075 - R/10P
Examples: ACS-075-R/10G is a 3/4"
meter with a pulse output (reed switch)
sensor with a pulse rate of 10 gallons/pulse
ACS-100 is a 1" meter with totalizer only
Specifications
Temperature
105' F (40° C) max
Pressure
150 psi operating
Materials Body
Internals
Magnet
Cast bronze
Engineered thermoplastic
Alnico
Accuracy
+/- 1.5% of reading
Sensor
Reed switch
Totalizer only
Maximum Current
20 mA
n/a
Maximum Voltage
24 VLstd
n/a
Cable Length
12' (
200
n/a
Size
075 = 3/4"
100 = 1"
150 = 1 1 /2"
200 = 2"
Pulse Rate L applicable)
R/20P = 20 pulse/gal only in 3/4"M
R/10P = 10 pulse/gal only in 3/4"M
RAP = 4 pulse/gal
R/2P = 2 pulse/gal
R/1 P = 1 pulse/gal
R/5G = 5 gal/pulse
R/10G = 10 gal/pulse
R/50G = 50 gal/pulse
R/100G= 100 gal/pulse
Totalizer only meter would have nothing
after the size designation
ill
www.accent-control.com -2101 Potshop Lane -Norristown, PA 19403-888-265-5632

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Lash Engineering, Inc.
Civil/Consulting/Wastewater/Planning
1104 Cindy Carr Drive
Matthews, NC 28105
Phone: [phone]
mikel(c)LashEngineerin_ cg om
Lash Engineering, Inc.
Effluent Results for Norweco TNT-500 with UV Disinfection
This Report is Protected by the Manufacturer and was not able to be copied.

Product Testing and
Evaluation Report
Norweco, Inc.
HDPE Hydro -Kinetic° Bio-Film Reactor
NWE180114BFR
June 15, 2015
North American Testing, LLC
201A Plank Road
PO Box 323
Norwalk, OH, USA 44857
ANSI Auredited Program
PRODUCT CERTIFICATION
NSFIANSI Standards 40MGi245
80833

THIS PAGE INTENTIONALLY LEFT BLANK
Report NWE180114BFR This report may not be reproduced in whole or in part Page 2 of 23
without the expressed written consent of North American Testing, LLC.

Product Testing and Evaluation Report
Norweco, Inc.
HDPE Hydro -Kinetic° Bio-Film Reactor
Under the provisions of
NSF/ANSI Standard 40-2013,
Residential Wastewater Treatment Systems
June 15, 2015
Report NWE180114BFR This report may not be reproduced in whole or in part Page 3 of 23
without the expressed written consent of North American Testing, LLC.

Table of Contents
Table of Contents
Executive Summary
1.0 Process Description
2.0 Performance Evaluation
2.1 Description of Unit Evaluated
2.2 Test Protocol
2.3 Test Chronology
3.0 Performance Testing and Evaluation
3.1
Preparation For Testing and Evaluation
3.2
Testing and Evaluation Conditions, Hydraulic Loading and Schedules
3.3
Sample Collection
4.0 Analytical Results
4.1
Summary
4.2
Biochemical Oxygen Demand
4.3
Total Suspended Solids
4.4
pH
4.5
Dissolved Oxygen
4.6
Temperature
5.0 References
Tables
4
5
6
6
6
7
7
h
9
9
10
10
13
13
13
13
Table I - Summary of Analytical Results 9
Table 11 - 7-Day & 30-Day Averages of Analytical Results (Biochemical Oxygen Demand) 11
Table III - 7-Day & 30-Day Averages of Analytical Results (Total Suspended Solids) 12
Appendices
Appendix A - Plant Specification and Drawings 15
Appendix B - Analytical Results 21
Report NWE180114BFR This report may not be reproduced in whole or in part Page 4 of 23
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Executive Summary
Testing of the Norweco, Inc. HDPE Hydro -Kinetic Bio-Film Reactor was conducted under provisions of NSF/
ANSI Standard 40: "Residential Wastewater Treatment Systems", 2013 revision. NSF/ANSI Standards were
developed by the NSF Joint Committee on Wastewater Technology.
The performance evaluation was conducted at the North American Testing, LLC (NAT) Water and Wastewater
Test Facility located in Norwalk, Ohio, USA using wastewater diverted from the Norwalk municipal wastewater
collection system, which serves a predominantly residential development. The characteristics of the wastewater
during the test are included in the tabulated data of this report. The evaluation consisted of nineteen weeks of
performance testing at 500 GPD design flow. The Bio-Film Reactor tank was installed on May 15, 2014 following
a residential Aerated Treatment Unit (ATU) which had been operating for eleven weeks and was producing Class
1 quality secondary effluent. After a one -week start up period, sampling and data collection for the test began
on May 27, 2014.
The purpose of this product testing and evaluation was to verify the capability of the HDPE Hydro -Kinetic Bio-
Film Reactor to remove and reduce CBOD5 and TSS from the Class 1 quality secondary effluent of a residential
Aerated Treatment Unit. Over the course of the evaluation, the Norweco HDPE Hydro -Kinetic Bio-Film Reactor
reduced the average effluent CBOD5 from 9 mg/L down to 5 mg/L which is a total average CBOD5 reduction of
47% and reduced average effluent TSS from 17.9 mg/L down to 5.8 mg/L which is a total average TSS reduction
of 68% after a residential Aerated Treatment Unit.
The following report contains results of the entire testing program, a description of the plant, its design, and a
narrative summary of the test program, including test location, procedures, and significant occurrences.
North American Testing, LLC. (NAT) is a third -party certification body accredited by the American National
Standards Institute (ANSI) to formally evaluate and certify wastewater treatment products to NSF/ANSI 40. The
observations and analyses included in this report are certified to be correct and true copies of the data secured
during the performance tests conducted by NAT on the wastewater treatment system described herein. The
manufacturer has agreed to present the data in this certification in its entirety whenever it is used in advertising,
prospectuses, bids or similar uses.
Nianfa Tang
President
North American Testing, LLC
V/ �
Douglas Steele
Program Manager
North American Testing, LLC
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1.0 PROCESS DESCRIPTION
The residential Aerated Treatment Unit (ATU) system used for this evaluation utilized activated
sludge, extended aeration, settling, and filtration processes to achieve aerobic biological treatment
of the residential wastewater.
The Norweco HDPE Hydro -Kinetic Bio-Film Reactor utilizes settling, sludge storage, and attached
growth bacteria to achieve treatment. Organic matter and settleable solids are removed and separated
from the liquid through gravity settling. The settled sludge is then stored in the bottom of the tank
where it is manually removed during service periods.
The passage of wastewater through the submerged media causes the development of aerobic
bio-film on the surface of the media. The organisms physically entrap the dissolved solids and
soluble contaminants, and they utilize them as a source of energy for growth and production of new
microorganism.
2.0 PERFORMANCE EVALUATION
2.1 Description of the Evaluated Plant
The residential Aerated Treatment Unit (ATU) system used for this evaluation produced Class 1
effluent quality as defined by NSF/ANSI Standard 40 and the effluent was in aerobic condition.
Treated effluent is transferred from the ATU by hydraulic displacement into the Norweco HDPE
Hydro -Kinetic Bio-Film Reactor. The HDPE Hydro -Kinetic Bio-Film Reactor is designed as a tertiary
treatment unit.
The HDPE Hydro -Kinetic Bio-Film Reactor utilizes three settling zones and a dual filtration zone
where attached growth microorganisms filter the effluent. Initial separation of solids takes place in
the inlet chamber. Flow enters the inlet chamber of the Bio-Film Reactor where it moves downward,
flows through the submerged transfer port, and enters a large open area below the media where
additional settling and storage of solids occurs. The quiescent design of the Bio-Film Reactor allows
for gravity settling of the solids. Flow is then evenly distributed beneath the Reactor Elements.
The liquid then travels upward through the attached growth filtration media contained in the Reactor
Elements. The Elements further help to evenly distribute the flow across all of the media surface.
Attached bacterial growth on the media absorbs contaminants in the water as the flow slowly passes
through the Elements. The biologically treated liquid then emerges into a final effluent settling zone
above the Reactor Elements. Finally, the clear effluent flows through an outlet baffle and is discharged
from the system.
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2.2 Test Protocol
Testing was conducted per Section 8 of NSF/ANSI Standards 40 protocol, "Performance Testing
and Evaluation." Start up of the plant was accomplished by filling the system with 2/3 water and
1/3 raw sewage. The plant was then dosed as follows:
6 a.m. to 9 a.m. — 36% of the daily flow
11 a.m. to 2 p.m. — 24% of the daily flow
5 p.m. to 8 p.m. — 40% of the daily flow
Dosing was accomplished by opening an electrically actuated valve to feed residential wastewater
to the test plant. Ten gallon doses were spread uniformly over each dosing period to comprise the
total dose volume for the period.
Flow proportional 24-hour composite influent samples were collected from the dosing container.
Sampling ports were installed and effluent samples were collected both before and after the HDPE
Hydro -Kinetic Bio-Film Reactor. The influent and effluent samples were analyzed for five-day
biochemical oxygen demand (BOD5), total suspended solids (TSS), and pH. On -site determinations
of the effluent dissolved oxygen and temperature were also made. Samples were collected five days
per week.
2.3 Test Chronology
The residential Aerated Treatment Unit (ATU) system was installed under the direction of the
manufacturer on February 24, 2014. The infiltration/exfiltration test, during which the system was
tested for leaks, was completed on February 27, 2014. The unit was filled with 2/3 fresh water and
1/3 raw sewage and dosing was initiated at the rate of 500 gallons per day beginning February 28,
2014.
The HDPE Hydro -Kinetic Bio-Film Reactor was installed under the direction of the manufacturer
on May 15, 2014. The infiltration/exfiltration test, during which the tank was tested for leaks, was
completed on May 16, 2014. The unit was filled with 2/3 fresh water and 1/3 raw sewage and dosing
was initiated at the rate of 500 gallons per day beginning May 16, 2014.
A temporary malfunction of the test site dosing system caused dosing of 1000 gallons per day for
one day only on March 10, 2014. This malfunction happened during the startup period and samples
were not being collected during this time.
Following installation of the Bio-Film Reactor tank and a one week start up period, sampling was
initiated on May 27, 2014. Dosing continued at 500 gallons per day until October 1, 2014 for a
eighteen and one half week period. Testing was completed on October 1, 2014.
3.0 PERFORMANCE TESTING AND EVALUATION
This section describes the methods used to evaluate the performance of the Norweco HDPE Hydro -
Kinetic Bio-Film Reactor wastewater treatment system as prescribed in NSF/ANSI 40.
3.1 Preparation for Testing and Evaluation
3.1.1 The system was assembled, installed and filled in accordance with the manufacturer's instructions.
3.1.2 The system was installed 18" below grade.
3.1.3 The manufacturer inspected the system for proper installation. No defects were detected and the
system was judged to be structurally sound. Two-thirds of the system's capacity was filled with
water and the remaining 1/3 was filled with residential wastewater.
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3.1.4 The system underwent design loading until testing and evaluations were initiated. Sample collection
and analysis was initiated 10 days after filling the system and continued without interruption until
the end of the evaluation period.
3.1.5 Performance testing and evaluation of the system was initiated in the spring, covered all of summer,
and continued into the fall.
3.1.6 There were no electrical or mechanical repairs made to the system or its components during the
performance testing and evaluation.
3.1.7 The system was operated in accordance with the manufacturer's instructions. Routine service and
maintenance of the system was not permitted during the performance testing and evaluation period.
3.1.8 The 7-day average discharge values consist of all of the data days for that calendar week.
3.1.9 The 30-day average values consist of all of the data days for that 30-day period.
3.2 Testing and Evaluation Conditions, Hydraulic Loading and Schedules
3.2.1 Influent Wastewater Characteristics
Sections 3.6 and 8.2.1 of NSF/ANSI Standard 40 defines influent wastewater characteristics as they
apply to testing under the Standard. Typical residential wastewater is defined as:
(1) BOD5: Each 30-day average BOD5 concentration shall be between 100 and 300 mg/L.
(2) TSS : Each 30-day average TSS concentration shall be between 100 and 350 mg/L.
The average influent remained inside these specified ranges for the duration of the test.
3.2.2 Hydraulic Loading and Schedules
The performance of the system was evaluated for 18.5 consecutive weeks. The system was dosed
7 days a week with a wastewater volume equivalent to the daily hydraulic capacity of the system.
The following schedule was adhered to for dosing:
500 GPD
6 a.m. to 9 a.m. — 36% of daily rated capacity or 180 gallons
11 a.m. to 2 p.m. — 24% of daily rated capacity or 120 gallons
5 p.m. to 8 p.m. — 40% of daily rated capacity or 200 gallons
3.2.3 Dosing Volumes
Ten gallon doses were spread uniformly over each dosing period to comprise the total dose volume
for the period. The 30-day average volume of the wastewater delivered to the system was calculated
to be within 100% ± 1 % of the reported volume.
3.3 Sample Collection
3.3.1 All sample collection methods were in accordance with APHA's Standard Methods for the Examination
of Water and Wastewater unless otherwise specified.
3.3.2 Influent wastewater samples were flow -proportional, 24-hour composites obtained during periods of
system dosing. Effluent samples were grab samples obtained during periods of system discharge.
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4.0 ANALYTICAL RESULTS
4.1 Summary
Analysis of samples collected during the evaluation were completed using the procedures in
Standard Methods for the Examination of Water and Wastewater. Copies of data generated during
the evaluation are included in Appendix B. Results of the analyses made during the evaluation are
summarized in Table I. No data points were excluded from this final report.
Norweco HDPE Hydro -Kinetic Bio-Film Reactor
following a
Residential Aerated Treatment Unit
TABLE
Summary of Analytical Results
Average Minimum Maximum Median
Biochemical Oxygen Demand (mg/L)
Influent (BOD 5)
214
98
389
201
Effluent 1 (CBOD 5)
9
2
27
7
Effluent 2 (CBOD 5)
5
1
19
4
Total Suspended Solids (mg/L)
Influent
170
71
271
168
Effluent 1
17.9
6.4
59
15.9
Effluent 2
5.8
1.7
22
4.2
pH (SU)
Influent
7.4
7.2
7.7
7.4
Effluent 1
6.9
6.7
7.5
6.9
Effluent 2
6.9
6.8
7.2
6.9
Dissolved Oxygen (mg/L)
Effluent 1
2.4
1.7
3.2
2.4
Effluent 2
1.0
0.6
1.8
1.0
Temperature (°C)
Effluent 1
22.5
17.2
25.4
22.9
Notes: Effluent 1 represents the effluent discharged from the residential ATU
Effluent 2 represents the effluent discharged from the HDPE Hydro -Kinetic Bio-Film Reactor
The median is the point where half of the values are greater and half are less.
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4.2 Biochemical Oxygen Demand
The five-day biochemical oxygen demand (BODJ and five-day carbonaceous biochemical oxygen
demand (CBODS) analyses were completed using Method 5210B of Standard Methods. Data from
these analyses is summarized in Table I. Table II shows the 7-day and 30-day average effluent
CBOD5 concentrations and the 30-day average influent BOD5 concentrations. The BOD5 and CBOD5
data for the evaluation are shown in Appendix B.
Influent BOD5 :
The influent BOD5 ranged from 98 to 389 mg/L during the evaluation, with an average concentration
of 214 mg/L and a median concentration of 201 mg/L. The 30-day average concentrations ranged
from 188 to 234 mg/L. Average influent BOD5 values were within the ranges required by the Standard.
Aerated Treatment Unit (ATU) Effluent #1 CBOD5 :
The ATU effluent #1 CBOD5 concentrations ranged from 2 to 27 mg/L over the course of the
evaluation, with an average concentration of 9 and a median concentration of 7 mg/L. The 7-day
average effluent CBOD5 ranged from 4 to 17 mg/L and the 30-day averages ranged from 4 to 13
mg/L throughout the test.
Hydro -Kinetic Bio-Film Reactor Effluent #2 CBOD5
The Hydro -Kinetic Bio-Film Reactor effluent #2 CBOD5 concentrations ranged from 1 to 19 mg/L
over the course of the evaluation, with an average concentration of 5 and a median concentration
of 4 mg/L. The 7-day average effluent CBOD5 ranged from 1 to 12 mg/L and the 30-day averages
ranged from 2 to 8 mg/L throughout the test.
Hydro -Kinetic Bio-Film Reactor CBOD5 Removal:
Over the course of the evaluation the Hydro -Kinetic Bio-Film Reactor achieved an average additional
reduction in effluent C130D5 from a residential Aerated Treatment Unit by a total average of 47%.
4.3 Total Suspended Solids
TSS analysis was completed using Method 2540D of Standard Methods. Data from this analysis is
summarized in Table I. Table III shows the 7-day and 30-day average effluent TSS concentrations
and the 30-day average influent TSS concentrations. The TSS data for the evaluation are shown in
Appendix B.
Influent TSS:
The influent TSS ranged from 71 to 271 mg/L during the evaluation, with an average concentration
of 170 mg/L and a median concentration of 168 mg/L. The 30-day average concentrations ranged
from 153 to 179 mg/L. Average influent TSS values were within the ranges required by the Standard.
Aerated Treatment Unit (ATU) Effluent #1 TSS:
The ATU effluent #1 TSS concentrations ranged from 6.4 to 59.0 mg/L over the course of the
evaluation, with an average concentration of 17.9 mg/L and a median concentration of 15.9 mg/L.
The 7-day average effluent TSS ranged from 9 to 36 mg/L and the 30-day averages ranged from
11 to 23 mg/L throughout the test.
Hydro -Kinetic Bio-Film Reactor Effluent #2 TSS:
The Hydro -Kinetic Bio-Film Reactor effluent #2 TSS concentrations ranged from 1.7 to 22.0 mg/L
over the course of the evaluation, with an average concentration of 5.8 and a median concentration
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of 4.2 mg/L. The 7-day average effluent TSS ranged from 2 to 17 mg/L and the 30-day averages
ranged from 3 to 11 mg/L throughout the test.
Hydro -Kinetic Bio-Film Reactor TSS Removal:
Over the course of the evaluation the Hydro -Kinetic Bio-Film Reactor achieved an average additional
reduction in effluent TSS from a residential Aerated Treatment Unit by a total average of 68%.
Norweco Hydro -Kinetic Bio-Film Reactor
following a
Residential Aerated Treatment Unit
TABLE II
7-Day & 30-Day Averages of Analytical Results
Biochemical Oxygen Demand
Influent
ATU
(Effluent 1)
Hydro -Kinetic Bio-Film Reactor
(Effluent 2)
Month
Week
30-Day Average
BOD5
7-Day Average
CBOD5
30-Day Average
CBOD5
7-Day Average
CBOD5
30-Day Average
CBOD5
1
1
203
7
13
5
8
2
14
11
3
17
12
4
12
8
5
11
5
6
14
7
2
234
7
4
7
8
3
8
4
2
9
10
5
10
5
3
3
232
10
4
11
5
2
12
7
3
13
14
6
14
13
6
4
15
188
6
4
3
2
16
4
1
17
4
2
18
4
3
19
4
3
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Norweco Hydro -Kinetic Bio-Film Reactor
following a
Residential Aerated Treatment Unit
TABLE III
7-Day & 30-Day Averages of Analytical Results
Total Suspended Solids
Influent
ATU
(Effluent 1)
Hydro -Kinetic Bio-Film Reactor
(Effluent 2)
Month
Week
30-Day Average
TSS
7-Day Average
TSS
30-Day Average
TSS
7-Day Average
TSS
30-Day Average
TSS
1
1
174
13
23
8
11
2
36
17
3
26
14
4
19
10
5
19
7
6
18
6
2
179
18
5
7
17
5
8
17
5
9
25
6
10
14
3
3
173
19
3
11
16
2
12
15
3
13
25
5
14
22
4
4
15
153
9
11
4
3
16
10
3
17
11
3
18
11
3
r-19
14
4
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4.4 pH
pH analysis was completed using Method 4500-H B of Standard Methods. Data from this analysis
is summarized in Table I. The pH data for the evaluation are shown in Appendix B.
Influent pH:
Over the entire evaluation period, the influent pH ranged from 7.2 to 7.7 with an average and median
value of 7.4.
Aerated Treatment Unit (ATU) Effluent #1 pH:
The ATU effluent #1 pH ranged from 6.7 to 7.5 over the course of the evaluation with an average
and median value of 6.9.
Hydro -Kinetic Bio-Film Reactor Effluent #2 pH:
The Hydro -Kinetic Bio-Film Reactor effluent #2 pH ranged from 6.8 to 7.2 over the course of the
evaluation with an average and median value of 6.9.
4.5 Dissolved Oxygen
DO analysis was completed using Method 4500-0 G of Standard Methods. Data from this analysis
is summarized in Table I. The DO data for the evaluation are shown in Appendix B.
Aerated Treatment Unit (ATU) Effluent #1 DO:
The ATU effluent #1 DO concentrations ranged from 1.7 to 3.2 mg/L over the course of the evaluation,
with an average and median concentration of 2.4 mg/L.
Hydro -Kinetic Bio-Film Reactor Effluent #2 DO:
The Hydro -Kinetic Bio-Film Reactor effluent #2 DO concentrations ranged from 0.6 to 1.8 mg/L over
the course of the evaluation, with an average median concentration of 1.0 mg/L.
4.6 Temperature
Effluent #1 Temperature:
Effluent temperature over the evaluation period ranged from 17.2 to 25.4 'C.
5.0 References
• Standard Methods for the Examination of Water and Wastewater, 21 st Edition
• NSF/ANSI Standard 40 — 2013 "Residential Wastewater Treatment Systems"
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APPENDIX A
PLANT SPECIFICATIONS AND DRAWINGS
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PLANT SPECIFICATIONS
Norweco HDPE Hydro -Kinetic Bio-Film Reactor
following a
Residential Aerated Treatment Unit
Plant Capacity
Design Flow 500 GPD
System Hydraulic Capacity
Aerated Treatment Unit 1300 gallons
Effluent Filter Chamber 485 gallons
Total Hydraulic Capacity 1785 gallons
Hydraulic retention time
Aerated Treatment Unit
Effluent Filter Chamber
Total Hydraulic Retention
62.4 hours
23.3 hours
85.7 hours
Note: The flow equalization provided by the ATU system results in an increased detention time for each chamber.
The amount of flow control and exact increase in detention time is dependent upon the specific daily flow pattern.
HDPE Hydro -Kinetic Bio-Film Reactor Media
Natural:
Shape
Size
Material
Synthetic:
Shape
Size
Material
Irregular
1 /2" to 3"
Aggregate
Proprietary engineered design
4.125" dia. max.
Synthetic polymer
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Report NWE180114BFR This report may not be reproduced in whole or in part Page 23 of 23
without the expressed written consent of North American Testing, LLC.

EXECUTIVE SUMMARY
Testing of the Norweco Singulair Model TNT-500 was conducted under the provisions of NSF/ANSI Standard
245 for Wastewater Treatment Systems — Nitrogen Reduction (March 2007). NSF/ANSI Standard 245 was
developed by the NSF Joint Committee on Wastewater Technology.
The performance evaluation was conducted at the NSF Wastewater Technology Test Facility located in
Waco, Texas using predominantly residential wastewater diverted from the Waco municipal wastewater
collection system. The evaluation consisted of sixteen weeks of dosing at design flow, seven and one half
weeks of stress testing, and two and one half weeks of dosing at design flow. Dosing was initiated on June
27, 2005. After a three-week start up period, sample and data collection for the test was officially started on
July 18, 2005. Sampling started in the summer and continued into the winter, covering a range of operating
temperatures.
Over the course of the evaluation, the average influent Total Nitrogen was 38 mg/L, ranging between 15 and
58 mg/L. The Norweco Singulair Model TNT-500 produced an average effluent Total Nitrogen of 12 mg/L,
which results in a 68% reduction in the influent Total Nitrogen.
The Norweco Singulair Model TNT-500 was previously certified as an NSF/ANSI Standard 40 Class I system,
producing an average effluent CBOD5 of 3 mg/L (ranging between <2 and 11 mg/L) and an average effluent
total suspended solids was 8 mg/L (ranging between <2 mg/L and 48 mg/L). The effluent successfully met
the performance requirements established by NSF/ANSI Standard 40 for Class I effluent.
The maximum 7-day arithmetic mean was 15 mg/L for CBOD5 and 30 mg/L for total suspended
solids, both below the allowed maximums of 40 and 45 mg/L respectively. The maximum 30-day
arithmetic mean was 7 mg/L for CBOD5 and 17 mg/L for total suspended solids, both below the
allowed maximums of 25 mg/L and 30 mg/L respectively. The effluent pH during the entire
evaluation ranged between, 6.3 and 7.4, within the required range of 6.0 to 9.0. The Model TNT-
500 met the requirements for noise levels (less than 60 dbA at a distance of 20 feet), color,
threshold odor, oily film and foam.
Over the course of the Standard 245 evaluation the influent averaged 240 mg/L BOD5, 270 mg/L TSS,
38 mg/L Total Nitrogen, 310 mg/L alkalinity, 28 °C and a median pH of 6.7, meeting the requirements of
the Standard. The effluent averages over the course of the test were 3 mg/L CBOD5, 8 mg/L TSS and
12 mg/L Total Nitrogen, representing a 68% reduction, and the effluent pH ranged between 6.3 and 7.4
SU. The effluent values met the requirements of the Standard.
05/06/2015/060 This report may not be reproduced in whole or in part Page 2 of 54
Final Nutrient Report without the expressed written consent of NSF International. November 2007

L
Lash Engineering, Inc.
ANTI -FLOATATION CALCULATIONS
Lash Engineering, Inc.
Civil/Consulting/Wastewater/Planning
1104 Cindy Carr Drive
Matthews, NC 28105
Phone: [phone]
mikel(a�LashEngineerine corn
For the Norweco 1500AT — UV Light and the 3,500 gallon Pump Tank
1500AT UV Light
Weight Downward:
Weight of Unit = 20 Ibs (from manufacturer)
Volume of Unit = 3.4"avg.dia. @ 4.9' tall
= 0.445 cf.
Weight exerted from Subsurface Tank
Weight of Unit = 20 Ibs.
Use: Soil bears on collar of tee. 7" at tee — 4.5"dia of unit =>
Area difference from 7" - 4.5" = 0.267sf. — 0.110 = 0.156 sf.
Soil Weight = 105 Ibs/cf.
Standard Installation = Collar is 30" below grade
Weight of Soil = 30" soil; Bearing Area = 0.156 sf.
2.5' x 0.156sf x 105 Ibs/cf.(soil)
= 41 Ibs.
Total downward Force = 20 Ibs + 41 Ibs
= 61 Ibs.1
Buoyancy of Tank:
Volume of Tank = 0.445 cf. (per manufacturer)
Unit Weight of Water = 62.4 Ibs/cf.
Buoyancy = 62.4 Ibs/cf. * 0.445 cf. = 27.8 Ibs. T
Summary: Downward Force of 61 Ibs > 27.8 Ibs therefore "OK".

3,500g Concrete Pump Tank
Weight Downward:
Weight of Unit = 17,320 lbs.
Inside Volume of Unit = 405.3 cf. or 3,031.6 gals.
Weight exerted through a buried Tank
Weight of Unit = 17,320 lbs.
Use: Soil Weight = 105 lbs/cf.
Standard Installation = Top of Tank is 18" below grade
Weight of Soil = 18" soil; width of tank= 6.5' (78"); Length of Tank = 12.5' (150")
1.5' x 6.5' x 12.5' x 105 Ibs/cf.(soil)
= 12,797 lbs.
Total downward Force = 17,320 lbs + 12,797 lbs
= 30,117 Ibs.1
Buoyancy of Tank:
Volume of Tank = 3,031 gallons or 405.3 cf. (per manufacturer)
Unit Weight of Water = 62.4 lbs/cf.
Buoyancy = 62.4 lbs/cf. * 405.3 cf. = 25,291 lbs. T
Summary: Downward Force of 30,117 lbs > 25,291 lbs therefore "OK".

Email String between Thompson Environmental & the Climate Office
From: Larry Thompson <[e-mail]>
Sent: Tuesday, April 30, 2019 10:10:36 PM
To: Michael Lash
Subject: 30 Year Rainfall Data
Mike,
Salisbury was the closest CRONOS with a complete set of 30-year rainfall data. We started with Monroe
but they only have records from 1999:
"Thank you for your recent data request! Attached you will find a file containing the data you requested
for the Monroe Airport (KEQY) in Union County. Please note that this station measures monthly
precipitation as a sum rather than an average, and observations for this station began in February of
1999. Additionally, the monthly data set is compiled from hourly observations and only minimal quality
control methods have been applied; missing and/or erroneous observations in the source data set will
amplify errors with time in this data set. Feel free to contact the Climate Office if you have any questions
or concerns.
Sincerely,
Anisho Gupta"
And then moved on to Charlotte and then Salisbury:
"1 have attached two files -- one that contains data from the Douglass International Airport (KCLT) in
Charlotte and another that contains data from the Piedmont Research Station (SALI) in Salisbury. These
two stations were the closest ones to Matthews, NC that had observations dating back to 1985.
However, collection of precipitation data from KCLT seems to have began in September 1996 and there is
missing precipitation data between then and July 1998. Additionally, data from SALT is completely
missing between August 1989 and May 1996, as well as for a number of months between 1988 and
1989.
1 hope this data is helpful. Please let us know if you have any further questions or concerns.
Sincerely,
Anisha Gupta"
Salisbury was the best, most complete set of data that we could find close to the project area.
Larry Thompson
Thompson Environmental Consulting, Inc.
www.thompsonenv.com
704-301-4881 cell