WQ0045237_Application_20240320

Initial Review
Reviewer nathaniel.thorn burg
Is this submittal an application? (Excluding additional information.) *
Yes No
Permit Number (IR) * WQ0045237
Applicant/Permittee East Coast Investors, LLC
Applicant/Permittee Address 3129 Springbank Lane, Suite 201 Charlotte, NC 28226
Is the owner in BIMS? Yes No Is the facility in BIMS? Yes No
Owner Type
Facility Name
County
Fee Category Single -Family Residence
Is this a complete application?*
Yes No
Signature Authority
Signature Authority Title
Signature Authority Email
Document Type (if non -application)
Email Notifications
Organization
The Peninsula at Hyco Lake - Lot 13 SFR
Person
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer
Fee Amount
Complete App Date
03/20/2024
$60
Below list any additional email address that need notification about a new project.
Email Address
Comments to be added to email notfication
Comments for Admin
Comments for RO

Comments for Reviewer
Comments for Applicant

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 Barcal
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*
9194671239
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
Applicant/Permittee*
East Coast Investors, LLC
Applicant/Permittee Address*
3129 Springbank Lane, Suite 201 Charlotte, NC 28226
Facility Name*
The Peninsula at Hyco Lake - Lot 13 SFR
Please provide comments/notes
on your current submittal below.
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.)
C08613.00 - Signed Submittal Package.pdf 50.49MB
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 3/8/2024

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
Surface Drip Irrigation System
with TS-II Pretreatment
Application Package for Single Family Residence
Project No.: C08613.00
Submittal Date: February 26, 2024
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Prepared By:
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103 P.O. Box 129
Cary, NC 27513 Morrisville, NC 27560
Phone: [phone] Fax: [phone]

Table of Contents
• Cover Letter
• Form: SFRWWIS 06-16
• Project Narrative
• Property Ownership Documentation
• Soils Evaluation
• Engineering Plans
• Specifications
• Engineering Calculations
• Equipment
• Site Map
• Operation & Maintenance Plan
• Operation & Maintenance Agreement
• County Health Department Denial Letter
• Floodway Regulation Compliance
• Threatened or Endangered Aquatic Species Documentation
• Flow Reduction
W

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
Cover Letter
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

P.O. Box 129
Morrisville, NC 27560
[phone]
February 26, 2024
1 �
{
MacCONNELL & Associates, P.C.
"Engineering Today For Tomorrow's Future"
To: Nathaniel Thornburg
NC Division of Water Resources
Division of Water Resources- Non -Discharge Branch
Attn: Nathaniel Thornburg- 91h Floor, Office #942X
512 N. Salisbury St. Raleigh, NC 27604
Telephone: [phone]
To Mr. Thornburg:
501 Cascade Pointe Lane
Suite 103
Cary, NC 27513
www.macconnellandassoc.com
This letter accompanies a New Single -Family Residence Wastewater Irrigation System
Application for Lot 13 of Peninsula at Hyco Lake in Person County. Within the application
package you will find the following information: project narrative, form: SFRWWIS 06-16, flow
reduction letter, narrative, property ownership documentation, soil evaluation, engineering plans,
specifications, engineering calculations, equipment, site map, operation & maintenance plan,
operation & maintenance agreement, county denial letter, floodway regulation compliance, and
threatened or endangered aquatic species documentation. The project referred to in this package is
the construction of a surface drip wastewater irrigation system for a 3-bedroom single family
home. The proposed system will consist of a septic tank, E-Z Treat recirculating media filter,
recirculation tank, field dosing tank, and a surface drip irrigation system with all the necessary
appurtenances.
Thank you for your consideration for this New Single -Family Residence Wastewater Irrigation
System Application. If you have any questions or require additional information, please contact
me at [phone].
Sincerely, : t ► �,,�
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David C Barcal,
Project Manager

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
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Form: SFRWWIS 06-16
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

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
INSTRUCTIONS FOR FORM: SFRWWIS 06-16 & SUPPORTING DOCUMENTATION
The Division of Water Resources will not accept an application package unless all instructions are followed. Plans, specifications
and supporting documents shall be prepared in accordance with 15A NCAC 02L .01009
15A NCAC 02T .0100, 15A NCAC 02T
.0600, 15A NCAC 18A .1900, Division Policies and good engineering practices. Failure to submit all required items may result
in the application being returned, and will necessitate additional processing and review time.
For more information, visit the Water Quality Permitting Section's Non -Discharge Permitting Unit website
General — When submitting a non -discharge application to the Water Quality Permitting Section's Non -Discharge Permitting Unit,
please use the following instructions as a checklist in order to ensure all required items are submitted. Adherence to these instructions
and checking the provided boxes will help produce a quicker review time by assisting the reviewer in locating the required materials
and potentially reducing the amount of requested additional information. Unless otherwise noted, the Applicant shall submit one original
and at least two copies of the application and supporting documentation.
A. Cover Letter (All Application Packages):
® List all items and attached supporting documentation included in the application package, as well as a brief description of the
requested permitting action.
B. Application Fee (All New and Major Modification Application Packages):
® Submit a check, money order or electronic funds transfer made payable to: North Carolina Department of Environmental
Quality (NCDEQ).
® The appropriate fee amount for new and major modification application packages may be found at: Standard Review Project
Fees.
C. Single -Family Residence Wastewater Irrigation Systems (FORM: SFRWWIS 06-16) Application (All Application Packages):
® Submit the completed and appropriately executed Single -Family Residence Wastewater Irrigation Systems (FORM:
SFRWWIS 06-16) application. Any unauthorized content changes to FORM: SFRWWIS 06-16 shall result in the application
package being returned. If necessary for clarity or due to space restrictions, attachments to the application may be made, as
long as the attachments are numbered to correspond to the section and item to which they refer.
❑ If the Applicant Type in Item L2. is a corporation or company, provide documentation it is registered for business with the
North Carolina Secretary of State.
❑ If the Applicant Type in Item L2. is a partnership, sole proprietorship, trade name, or d/b/a, enclose a copy of the certificate
filed with the Register of Deeds in the county of business.
® The facility name in Item IL2. shall be consistent with the facility name on the plans, specifications, agreements, etc.
® The Professional Engineer's Certification on Page 6 of the Single -Family Residence Wastewater Irrigation Systems (FORM:
SFRWWIS 06-16) application shall be signed, sealed and dated by a North Carolina licensed Professional Engineer.
® The Applicant's Certification on Page 6 of the Single -Family Residence Wastewater Irrigation Systems (FORM: SFRWWIS
06-16) application shall be signed in accordance with 15A NCAC 02T .0106(b). Per 15A NCAC 02T .0106(c), an alternate
person may be designated as the signing official if a delegation letter is provided from a person who meets the criteria in 15A
NCAC 02T .0106(b).
❑ If this project is for a renewal without modification, use the Non -Discharge System Renewal (FORM: NDSR) application.
D. Existing Permit (All Modification Packages):
❑ Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the permit modification
(i.e., compliance schedules, permit description, monitoring, permit conditions, etc.).
E. Property Ownership Documentation (All Application Packages):
® Per 15A NCAC 02T .0604(e), the Applicant shall demonstrate they are the owner of all property containing the wastewater
treatment, storage and irrigation facilities:
® Legal documentation of ownership (i.e., contract, deed or article of incorporation), or
❑ Written notarized intent to purchase agreement signed by both parties with a plat or survey map, or
❑ Written notarized lease agreement that specifically indicates the intended use of the property and has been signed by both
parties, as well as a plat or survey map. Lease agreements shall adhere to the requirements of 15A NCAC 02L .0107.
® Provide all agreements, easements, setback waivers, etc. that have a direct impact on the wastewater treatment, conveyance,
storage and irrigation facilities.
INSTRUCTIONS FOR FORM: SFRWWIS 06-16 & SUPPORTING DOCUMENTATION Page 1 of 4

F. Soil Evaluation (All Application Packages that include new irrigation sites):
®Per 15A NCAC 02T .0604(b) and current Division Policy, submit a detailed soil evaluation that has been signed, sealed and dated
by a North Carolina Licensed Soil Scientist and includes at a minimum:
® The report shall identify all the sites/fields with project name, location, and include a statement that the sites/fields were
recommended for the proposed land application activity.
❑ Note, if the soil evaluation was performed more than one year prior to the submittal of this application package, a statement
shall be included indicating that the site has not changed since the original investigation.
® Field delineated detailed soils map meeting all of the requirements of the Soil Scientist Evaluation Policy.
® Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Policy.
® Provide all soil boring logs performed at the site.
® Standard soil fertility analysis conducted no more than one year prior to permit application for each map unit in the soil
map legend for the following parameters:
❑ Acidity ❑ Exchangeable sodium percentage (by calculation) ❑ Phosphorus
❑ Base saturation (by calculation) ❑ Magnesium ❑ Potassium
❑ Calcium ❑ Manganese ❑ Sodium
❑ Cation exchange capacity ❑ Percent humic matter ❑ Zinc
❑ Copper ❑ pH
Note: The number of samples will vary depending upon the project size and past land use history. Multiple samples for
each map unit are required if the irrigation zones are separated, and cropland, pasture, hay land and wooded areas shall be
sampled separately for the same map unit due to past differences in soil fertility management.
® Saturated hydraulic conductivity (KSAT) data that shall include at a minimum:
® A minimum of three KSAT tests shall be conducted in the most restrictive horizon for each soil series in the soil map.
® All KSAT tests shall be conducted in areas representative of the site.
® All KSAT tests shall be run until steady-state equilibrium has been achieved.
® All collected KSAT data shall be submitted, including copies of field worksheets showing all collected readings.
® Submit a soil profile description for each KSAT data point that shall extend at least one foot below the tested horizon.
® Soil evaluation recommendations shall include at a minimum:
® A brief summary of each map unit and its composition and identification of minor contrasting soils.
® Maximum irrigation precipitation rate (in/hr) for each soil/map unit within the proposed irrigation areas.
® Identification of areas not suitable for wastewater irrigation.
® Recommended geometric mean KSAT rate to be used in determining the SFR Loading Rate Group for each soil/map
unit based upon in -situ measurement of the saturated hydraulic conductivity from the most restrictive horizon.
® Recommended annual hydraulic loading rate (in/yr) for each soil/map unit within the proposed irrigation areas based
upon in -situ KSAT measurements form the most restrictive soil horizon. The recommended loading rate must be in
accordance with the Single -Family Residence Wastewater Irrigationystem Loading Rate Calculation Policy.
® A completed copy of the Single -Family Residence Loading Rate Workbook (i.e., Project Information, Potential
Evapotranspiration, Precipitation, and Irrigation Area Calculations).
G. Engineering Plans (All Application Packages):
® Per 15A NCAC 02T .0604(c)(1), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and dated by a
North Carolina licensed Professional En ig ricer.
® At a minimum, the engineering plans shall include the following items:
® Table of contents with each sheet numbered, as well as cross-referenced with the appropriate application items.
® A general location map with at least two geographic references, vicinity map, topographic map and site map.
® A process and instrumentation diagram showing all flow, recycle/return, electrical paths, etc.
® Plan and profile views of all treatment and storage units, including their piping, valves, and equipment (i.e., pumps, etc.),
as well as their dimensions and elevations.
® Details of all piping, valves, pumps, precipitation/soil moisture sensors, etc.
® A hydraulic profile from the treatment plant headworks to the highest irrigation point.
® The irrigation area with an overlay of the suitable irrigation areas depicted in the Soil Evaluation.
® Each nozzle/emitter and their wetted area influence, and each irrigation zone labeled as it will be operated.
® Locations within the irrigation system of air releases, drains, control valves, highest irrigation nozzle/emitter, etc.
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT FOR
CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the plans may be labeled
with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
INSTRUCTIONS FOR FORM: SFRWWIS 06-16 & SUPPORTING DOCUMENTATION Page 2 of 4

H. Specifications (All Application Packages):
® Per 15A NCAC 02T .0604(c)(2), submit specifications that have been signed, sealed and dated by a North Carolina licensed
Professional Engineer.
® At a minimum, the specifications shall include the following items:
® Table of contents with each section/page numbered, as well as cross-referenced with the appropriate application items.
® Detailed specifications for each treatment/storage/irrigation unit, as well as all piping, valves, equipment (i.e., pumps, etc.),
nozzles/emitters, precipitation/soil moisture sensor, audible/visual high water alarms, liner material, etc.
® Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
® Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
® Electrical (i.e., control panels, etc.)
® Means for ensuring quality and integrity of the finished product, including leakage, pressure and liner testing.
® Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY,
NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the specifications
may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
L Engineering Calculations (All Application Packages):
® Per 15A NCAC 02T .0604(c)(3), submit engineering calculations that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer.
® At a minimum, the engineering calculations shall include the following items:
® Hydraulic and pollutant loading calculations for each treatment unit demonstrating how the designed effluent
concentrations in Application Item V.I. were determined (Note: "black box" calculations are unacceptable).
® Sizing criteria for each treatment unit and associated equipment (i.e., pumps, etc.).
® Total and effective storage calculations for each storage unit.
® Friction/total dynamic head calculations and system curve analysis for each pump used.
® Manufacturer's information for all treatment units, pumps, irrigation system, etc.
® Flotation calculations for all treatment and storage units constructed partially or entirely below grade.
® Demonstrate the designed maximum precipitation and annual loading rates do not exceed the recommended rates.
® Demonstrate the specified auxiliary power source is capable of powering all essential treatment units.
® A properly completed and executed Single -Family Residence Loading Rate Workbook.
Site Map (All Application Packages):
® Per 15A NCAC 02T .0604(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer and/or Professional Land Surveyor.
® For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
® At a minimum, the site map shall include the following:
® A scaled map of the site with topographic contour intervals not exceeding two feet and showing all facility -related
structures and fences within the wastewater treatment, storage and irrigation areas.
® Soil mapping units shown on all irrigation sites.
® The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial), springs, lakes, ponds, and other surface drainage features within 500 feet of all wastewater treatment, storage
and irrigation sites.
® Delineation of the compliance and review boundaries per 15A NCAC 02L .01076 and .0108.
® Setbacks as required by 15A NCAC 02T .0606.
® Site property boundaries within 500 feet of all wastewater treatment, storage and irrigation sites.
® All habitable residences or places of public assembly within 500 feet of all treatment, storage and irrigation sites.
K. Operation and Maintenance Plan (All Application Packages):
® Per 15A NCAC 02T .0604(fl, submit an operation and maintenance (O&M) plan encompassing all wastewater treatment,
storage and irrigation systems that at a minimum shall address:
® How to perform routine inspections.
® A maintenance schedule.
® A troubleshooting guide.
® A layman's explanation of the wastewater treatment, storage and irrigation systems.
® A crop maintenance and management plan.
® Note a final O&M Plan may be submitted with the partial and/or final Engineering Certification required under 15A NCAC
02T .0116, however, a preliminary O&M Plan shall be submitted with each application package.
L. Operation and Maintenance Agreement (All Application Packages):
® Per 15A NCAC 02T .0604(h), submit a notarized Operation and Maintenance Agreement that has been signed and dated by all
deeded property owners.
INSTRUCTIONS FOR FORM: SFRWWIS 06-16 & SUPPORTING DOCUMENTATION Page 3 of 4

M. County Health Department Denial Letter (All New Application Packages):
® Per 15A NCAC 02T .0604(g), provide a written letter from the local County Health Department denying the site for all
subsurface systems.
N. Floodway Regulation Compliance (All Application Packages where any portion of the wastewater treatment, storage and
irrigation system is located within the 100-year floodplain):
® Per 15A NCAC 02T .0105(c)(8), provide written documentation from all local governing entities that the facility is in
compliance with Article 21 Part 6 of Chapter 143 of the General Statutes (i.e., § 143-215.51. through § 143-215.61.).
O. Threatened or Endangered Aquatic Species Documentation (All Application Packages):
® Per 15A NCAC 02T .0105(c)(10), submit documentation from the Department's Natural Heritage Program demonstrating the
presence or absence of threatened or endangered aquatic species within the boundary of the wastewater treatment, storage and
irrigation facilities.
❑ If the facility directly impacts such species, this documentation shall provide information on the need for permit conditions
pursuant to 15A NCAC 02B .0110.
P. Other Environmental Permits (All Application Packages that include stream or wetland crossings):
❑ Per 15A NCAC 02T .0105(c)(6), submit a copy of either the approved permit/certification or a letter from the appropriate
review agency acknowledging receipt of the application for the following applicable permits/certifications:
❑ Division of Water Resources' Water Quality Permitting Section — Wetlands 401 Certification
❑ US Army Corps of Engineers South Atlantic Division — Nationwide 12 or Section 404 permit
❑ Per 15A NCAC 02T .0105(c)(6), this application shall be considered incomplete or the resulting permit may be issued
conditionally, if a pending issuance of any of the aforementioned permits/certifications directly impact the facility herein.
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617
TELEPHONE NUMBER: [phone]
By Courier/Special Delivery:
512 N. SALISBURY ST.
RALEIGH, NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: SFRWWIS 06-16 & SUPPORTING DOCUMENTATION Page 4 of 4

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
L APPLICANT INFORMATION:
1. Applicant's name as appears on deed, contract or lease agreement: East Coast Investors, LLC
2. Applicant type: ❑ Individual ® Corporation ❑ General Partnership
3. Signature authority's name: per 15A NCAC 02T .0106(b) Title:
4. Applicant's mailing address: 3129 Springbank Lane, Suite 201
City: Charlotte State: NC Zip: 28226-
5. Applicant's contact information:
Telephone number: (_) = Fax number: Email Address:
II. FACILITY INFORMATION:
1. Facility name: Peninsula - Lot 13
2. Facility status: ❑ Existing or ® Proposed
3. Facility's physical address: Peninsula - Lot 13
City: Semora State: NC Zip: 27343- County: Person
4. Wastewater Treatment Facility Coordinates: Latitude: 36' 30' 24" Longitude: -79. 04' 59"
Provide the following latitude and longitude coordinate determination information:
Datum: NAD83 Level of accuracy: Nearest second Method of measurement: Map interpretation by extraction
5. USGS Map Name: Alton Quadrangle (Virginia - North Carolina)
III. CONSULTANT INFORMATION:
1. Engineer's name: David C. Barcal License Number: 51201 Firm: MacConnell & Associates, P.C.
Engineer's mailing address: 501 Cascade Pointe Ln, Suite 103
City: Cat State: North Carolina Zip: 27513-_
Telephone number: (91�9 467-1239 Fax number: (919) 319- 651
2. Soil Scientist's name: Christopher Murray License Number: 1284
Soil Scientist's mailing address: 216 S. Swing Rd, Suite 1
City: Greensboro State: North Carolina Zip: 27409-_
Telephone number: (3.36) 662-5487 Fax number: (_)
IV. GENERAL REQUIREMENTS - 15A NCAC 02T .0100:
1. Application type: ® New ❑ Major Modification
If a modification, provide the existing permit number: WQ00
2. Application fee: $60
Email Address: david.barcal(i�macconnellandassoc.com
Firm: Piedmont Environmental Associate, P.A.
Email Address:
❑ Minor Modification
and most recent issuance date:
3. Describe the origin of the wastewater and provide a brief project description: Three -bedroom residence at 90
GPD/bedroom
4. Wastewater flow: 270 GPD
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
Flow
Per Unit
Number
of Units
Flow
Single Family Residence
gal/bedroom
90
3
270 GPD
gal/
GPD
Total
270 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?
Date
Droved ate
Permit/Certification
�
Permit/Certification No.
Agency Reviewer
Submitted
A
Nationwide 12 or 404
N/A
Wetlands 401
N/A
7. What is the nearest 100-year flood plain elevation to the facility? 413 feet mean sea level. Source: FEMA Map: 3711907000J
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
300 mg/1
6 mg/1
< 30 mg/1
BOD5
—
Total Suspended Solids (TSS)
300 mg/1
4.5 mg/1
< 30 mg/1
Ammonia Nitrogen (NH3-N)
25 mg/1
2.87 mg/1
< 15 mg/1
Fecal Coliforms
187.5 per 100 nil
< 200 colonies/100 nil
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: D-105 & Specification Page: D 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(I), 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(g), 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? 2-Strand Wire
Fence (see design)
Are all treatment units and control panels locked to prevent entry? ® Yes or ❑ No
9. In accordance with 15A NCAC 02T .0605(i), do the designed irrigation loading rates (see Application Item VIIA.) exceed the
soil scientist recommended loading rates (see Application Item VIL3.)? ❑ Yes or ® No
10. In accordance with 15A NCAC 02T .0605(k), does the septic tank design adhere to 15A NCAC 18A .1900? ® Yes or ❑ No
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? Ultraviolet
If chlorine, specify contact detention time provided: minutes and where contact time occurs:
If UV, specify the number of banks: 1, total lamps: 2 and maximum flow capacity: 10 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: D-102/D-103 & Specification Page: 5, 8) or ❑ No
14. In accordance with 15A NCAC 02T .0605(o), has a precipitation or soil moisture sensor been provided?
® Yes (Plan Sheet: D-105 & Specification Page: 6) 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(a), 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 Unit
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site
N/A
Any habitable residence or place of assembly owned by the Permittee to be maintained as
art of the project site
41 ft
Any private or public water supply source
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
222 ft
183 ft
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
loft
loft
Top of slope of embankments or cuts of two feet or more in vertical height
N/A
Any water line from a disposal system
loft
Any swimming pool
N/A
Public right of way
N/A
Nitrification field
30 ft
Any building foundation or basement
40 ft
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.
FORM: SFRWWIS 06-16 Page 3 of 6

VI. WASTEWATER TREATMENT & STORAGE FACILITY DESIGN:
1. Type of treatment system: Septic Tank / EZ Treat
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
Reference
David Brantley &
Septic Tank
1
9x4.5x5.8
1,000
D-101
Sons
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
David Brantley &
Recirculation Tank
1
7.92x5.08x4.83
1,000
D-102
Sons
EZ Treat
1
EZ Treat
7. 29x4. 08x3. 83
600 GPD
D-105
Select
c. DISINFECTION:
No. of
Manufacturer or
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
Units
Material
(al)
Reference
Reference
Ultraviolet
1
EZ Treat
2.5Dx4H
10 GPM
D-103 (2)
Select
d. PUMP/STORAGE TANK:
Manufacturer or
No. of
Total
Effective
Effective
Plan Sheet
Specification
Material
Units
Dimensions (ft)
Volume
Volume
Storage
Reference
Reference
(gal)
(al)
(days)
David Brantley &
1
13.2x6.5x7
3,500
2,226.5
6.2
D-103 (1)
Sons
e. PUMPS:
Location
No. of
Pumps
Purpose
Manufacturer /
Type
Capacity
Plan Sheet
Reference
Specification
Reference
GPM
I TDH
Recirculation Tank
1
Does to EZ Treat Pod
Franklin E-Series
13.6
100
D-102 (A)
Field Dosing Tank
1
Dose to drip field
Frankin E-Series
5.5
104
D-103 (A)
£ BLOWERS:
Location
No.
No. of
Units Served
Manufacturer /
Tye
Capacity
(CFM)
Plan Sheet
Reference
Specification
Reference
N/A
g. MIXERS:
FORM: SFRWWIS 06-16 Page 4 of 6

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

VIL 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, rye or bermuda
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
SmF & SmB
Zones 1, 2, 3
N/A
0.014
18.54
4. Irrigation System Information (Note — this table may be expanded for additional fields):
Field
Area
(acres)
Dominant
Soil Series
Designed
(RateR
m/hr)
Designed
Rate
( in/ r
Latitude ,
(DMS)
Longitude ,
(DMS)
Waterbody
StreamIndex
2
o
Classification
1
0.248
SmF & SmB
0.06
18.11
36030' 24"
-790 04' 59"
22-58-(0.5)
WS-V,B
O I II
O I II
O I II
O I II
O I II
O I II
O I II
O I II
O I II
O I II
Total
1 Provide the following latitude and longitude coordinate determination information:
Datum: UnknownL,evel of accuracy: Nearest second 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%20Quality/Aquifer%2OProtection/LAU/Agreements/WSCA%2008-13.pdf.
Spray Irrigation Design Elements
Drip Irrigation Design Elements
Nozzle wetted diameter:
N/A ft
Emitter wetted area:
8730 ft2
Nozzle wetted area:
N/A ft'
Distance between laterals:
3 ft
Nozzle capacity:
N/A GPM
Distance between emitters:
2 ft
Nozzle manufacturer/model:
N/A / N/A
Emitter capacity:
0.53 GPH
Elevation of highest nozzle:
N/A ft
Emitter manufacturer/model:
Geoflow / Wasteflow PC -
1/2gph
Specification Reference:
N/A
Elevation of highest emitter:
458.5 ft
Specification Reference:
6
FORM: SFRWWIS 06-16 Page 6 of 6

Professional Engineer's Certification:
1, _David C. Barcal attest that this application for
(Professional Engineer's name from Application Item III.1.)
Peninsula - Lot 13
(Facility name from Application Item I1.1.)
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. I 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.
Note: In accordance with General Statutes 143-215.6A and 143-215,613, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000, as well as civil penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
vF Al'
SEAL' '; J
ivy ; 051201
5
TO0H
uu,,,ur�
Applicant's Certification per 15A NCAC 02T .0106tb1:
William G.Allen _attest that this application for
(Signature Authority's name & title from Application Item 1.3.)
Peni nsula - Lot 13
(Facility name from Application Item 11.1.)
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. l 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 certify
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 _Q1Q516-
Note: In accordance with General Statutes 143-215.6A and 143-215.613, 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: ,`. %��rQ/�/ Z/CC-7 Date: O — l — Z 3
FORM: SFRW W 1 S 06-16 Page 7 of 6

State of North Carolina
Department of Environmental Quality
Division of Water Resources
NON -DISCHARGE WASTEWATER SYSTEM WAIVER
AGREEMENT TO WAIVE SETBACKS AS REQUIRED BY
15A NCAC 02T .0506(a), .0506(b), .0606(a), .0706(a) AND .1006(a)
I East Coast Investors, LLC, President - Randolph Allen (printed name), certify that I am a deeded owner or an
authorized agent of the property located at:
Address: Lot 12, Pennisula at Hyco Lake Parcel No.: TBD
City: Semora State: NC Zip Code: 27343 County: Person
Furthermore, I certify that I am authorized to make decisions regarding this property, and that I do hereby
agree that the setback distances cited below be granted to the Applicant/Permittee listed on the following
page.
I understand the setback requirements set forth in 15A NCAC 02T. For the parcel identified above,
I consent to the following reduced setbacks:
® Wastewater Irrigation/Infiltration Setback to Property Lines
The required setback of 50 feet is reduced to 10 feet, thereby allowing wastewater effluent
irrigation or infiltration no closer than 10 feet from my property line.
® Wastewater Irrigation/Infiltration Setback to Places of Assembly
The required setback of 100 feet is reduced to 20 feet, thereby allowing wastewater effluent
irrigation or infiltration no closer than 20 feet from my residence(s) or place(s) of assembly.
Wastewater Treatment and StoraSe Unit Setback to Property Lines
The required setback of 50 feet is reduced to 10 feet, thereby allowing the construction of
wastewater treatment and storage units no closer than 10 feet from my property line.
® Wastewater Treatment and Storage Unit Setback to Places of Assembly
The required setback of 100 feet is reduced to 20 feet, thereby allowing the construction of
wastewater treatment and storage units no closer than 20 feet from my residence or place of
assembly.
Signature: -- �r� ��i���(��Il� Date: Z- Z Z O 2 Lt
�gs�CceS��io-e�SfdYS G�- c_
FORM: NDWSW 02-19 Page 1 of 2

Applicant/Permittee: East Coast Investors, LLC, President- Randolph Allen permit No:
Address: Lot 13, Pennisula at Hyco Lake
City: Semora
Parcel No.: TBD
State: NC Zip Code: 27343 County: Person
NORTH CAROLINA, COUNTY
I, �o try Yn ��, a Notary Public for S+ oo!- County, North Carolina,
do hereby certify that personally appeared before me this day
and acknowledged the due execution of the foregoing instrument.
Witness my hand and official seal, this the-7 - day of 112"
SEAL
DONNA M CASH
Notary PIIWIC Signature of Notary Public
• stanly County North Carolina
My Curat1iseion Expires:
ortoher 1. 2027 My commission expires
Once notarized, this form shall be recorded at the Register of Deeds in the county or counties in
which the described properties are located. A copy of the recorded waiver shall be sent to the
following address:
Division of Water Resources
Non -Discharge Branch
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
FORM: NDWSW 03-17 Page 2 of 2

State of North Carolina
Department of Environmental Quality
Division of Water Resources
NON -DISCHARGE WASTEWATER SYSTEM WAIVER
AGREEMENT TO WAIVE SETBACKS AS REQUIRED BY
15A NCAC 02T .0506(a), .0506(b), .0606(a), .0706(a) AND .1006(a)
I� East Coast Investors, LLC, President- Randolph Allen (printed name), certify that I am a deeded owner or
an authorized agent of the property located at:
Address: Lot 14, P, yco Lake Parcel No.: TB❑
City: Semora _ State: NC Zip Code: 27343 County: Person
Furthermore, I certify that I am authorized to make decisions regarding this property, and that I do hereby
agree that the setback distances cited below be granted to the Applicant/Permittee listed on the following
page.
I understand the setback requirements set forth in 15A NCAC 02T. For the parcel identified above,
I consent to the following reduced setbacks:
® Wastewater lrrip-ation/Infiltration Setback to Property Lines
The required setback of 50 feet is reduced to 10 feet, thereby allowing wastewater effluent
irrigation or infiltration no closer than 10 feet from my property line.
® Wastewater Irrization/Infiltration Setback to Places of Assembly
The required setback of 100 feet is reduced to 20 feet, thereby allowing wastewater effluent
irrigation or infiltration no closer than 20 feet from my residence(s) or place(s) of assembly.
Wastewater Treatment and Storage Unit Setback to Property Lines
The required setback of 50 feet is reduced to 10 feet, thereby allowing the construction of
wastewater treatment and storage units no closer than 10 feet from my property line.
® Wastewater Treatment and Storage Unit Setback to Places_ of Assembly
The required setback of 100 feet is reduced to 20 feet, thereby allowing the construction of
wastewater treatment and storage units no closer than 20 feet from my residence or place of
assembly.
Signature: �- f �'���Date:
Est Coas f rh>l�sfo�s, � �. �
FORM: NDWSW 02-19 Pagel of 2

Applicant/Permittee: East Coast Investors, LLC, President - Randolph Allen Permit No.:
Address
City:
Lot 13, Penninsula at Hyco Lake
Semora State: NC
Parcel No.: TBD
Zip Code: 27343_ County: Person
NORTH CAROLINA, rhZG�—\ r� COUNTY
a Notary
Public for County, North Carolina,
do hereby certify that Z3 V% h f'H C" personally appeared before me this day
and acknowledged the due execution of the foregoing instrument.
Witness my hand and official seal, this the -7 day of Fr—tbofuo.,ttf ,.�1 ►
SEAL
DONNA M CASH
Notary Public
Slnnly county North Carolina
My Ccn:rmssion Expires:
October 1. 2027
Signature of Notary Public
My commission expires 0) 0
Once notarized, this form shall be recorded at the Register of Deeds in the county or counties in
which the described properties are located. A copy of the recorded waiver shall be sent to the
following address:
Division of Water Resources
Non -Discharge Branch
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
FORM: NDWSW 03-17 Page 2 of 2

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
9
SSE
0 051201
O ' .•HGIN� . '
�'%ctiR�srop�'.�
Project Narrative
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

Project Narrative
Introduction
Owner
East Coast Investors, LLC
Registered Agent
William G. Allen
Property Address
Lot 13, Peninsula at H co Lake
Facility Bedrooms
3
Flow Reduction
25 %
Design Flow (GPD)
270
The Owner proposes to construct a 3-bedroom single family home at the above -mentioned location
in Person County, North Carolina. The site has been previously determined to be unsuitable for
subsurface disposal. Please see section titled County Health Department Denial Letter for
additional details. The onsite wastewater system will be an EZ Treat Treatment System with a
surface drip irrigation field.
David C. Barcal, PE of MacConnell & Associates, PC has been retained for the design of the
surface drip system with TS-II pretreatment. These plans are being submitted for review and
approval to obtain a Single -Family Residence Wastewater Irrigation System for the onsite system
that will serve the 3-bedroom single family home. The proposed system will consist of a septic
tank, an E-Z Treat recirculating media filter, a recirculation tank, a field dosing tank, an E-Z Set
drip irrigation system, E-Z Set drip irrigation tubing and the necessary appurtenances.
The proposed wastewater treatment and disposal system does not have any conflicts with existing
utilities in the area. The system also maintains all the buffers required in the 15A NCAC 02T
.0600 rules. The proposed systems shall meet all of the requirements and specifications outlined
in: Innovative Wastewater System Approval No: IWWS-2015-03-R2 and Innovative Wastewater
System Approval No: IWWS -2007- 1 -R 1.
Septic, E-Z Treat Recirculation, and Field Dosing Tank
The proposed wastewater treatment system will provide both anaerobic treatment and solids
removal in a new 1,000-gallon septic tank. This tank will provide greater than 48 hours of
detention providing for adequate anaerobic treatment and solids removal from the wastewater.
Septic tank effluent will drain into the E-Z Treat recirculation tank as wastewater flows into the
septic tank. The septic tank will contain a Polylok PL-122, SIM/TECH STF-110 or approved
equal effluent filter to prevent solids from reaching the E-Z Treat recirculation tank.
The E-Z Treat recirculation tank is a new 1,000-gallon pump tank. An effluent bypass valve
located in the E-Z Treat recirculation tank will separate the flow once the E-Z Treat treatment unit
is dosed. The effluent will be returned to the E-Z Treat recirculation tank until the bypass valve is
closed, the remaining effluent will then flow to a field dosing tank. Effluent will be recirculated
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip System with TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00

through the E-Z Treat treatment unit until additional septic tank effluent enters the E-Z Treat
recirculation tank causing the bypass valve to close.
The field dosing tank is a new 3,500-gallon tank. The field dosing tank will provide treated
effluent to dose the fields.
E-Z Treat Treatment Unit
The Model 600 E-Z Treat treatment unit will be used to provide additional treatment to the septic
tank effluent as well as removing any suspended solids not removed by the septic tank. The E-Z
Treat treatment unit includes housing, piped distribution system, sprinkler heads, and styrene
media. The underdrain system will transport the E-Z Treat treatment unit effluent back through
an effluent bypass valve into one of the dosing tanks.
E-Z Set Drip Wastewater Subsurface Drip System
The E-Z Set drip irrigation system consists of the field dosing controls, vortex filter, hydraulic
unit, and pump used to dose the disposal fields. The system controls determine when the pump
doses the disposal field. The vortex filter provides even greater filtration to ensure that solids in
the effluent do not clog the drip irrigation line emitters.
Ultraviolet Disinfection
The effluent from the E-Z Treat recirculation tank will be disinfected by ultraviolet light prior to
entering the field dosing tank and being irrigated. The ultraviolet disinfection unit shall be by E-
Z Treat (Model E-Z UV 102) or approved equal by engineer.
Drip Irrigation Lines
The drip irrigation lines are dosed by the hydraulic unit. These lines consist of a hollow pipe filled
with pressure compensating drip emitters spaced on two -foot intervals. These emitters ensure that
there is uniform distribution of the treated wastewater throughout the irrigation zones. The drip
lines will follow the contour lines at three-foot horizontal spacing and make a complete loop back
to the dosing tank. This ensures that proper pressure is maintained in the drip lines and that there
is a means for flushing the lines in the instance that they become clogged.
Rain Sensor
A Hunter Mini-Clik rain sensor is included in the wastewater design to ensure that irrigation does
not occur during precipitation events.
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip System with TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00

Project Contacts
Names, addresses, phone and fax numbers of the owner, soil scientist, and engineer are as
follows:
Owner:
East Coast Investors, LLC
Registered Agent: William G. Allen
3129 Springbank Lane, Suite 201
Charlotte, North Carolina 28226
Phone: [phone]
Soil Scientist:
Mr. Chris Murray, LSS
Piedmont Environmental Associates, PA
216 S. Swing Road, Suite 1
Greensboro, NC 27409
Phone: [phone]
Engineer:
Mr. David C. Barcal, P.E.
MacConnell & Associates, P.C.
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip System with TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
Property Ownership Documentation
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

3:44 P M
Document i1
13367
4/30/2019
FILED
(:;Person Countv
)6sell Jones
Administrator
0
X0001�\
\00, Is
FILED in PERSON County NC
on Apr 30 2019 af 04.11:�7 PM
by: fONYA R. WILSON
REGISTER OF DEEDS
Book 1006 Pa 128
sued Apr 30, 20L9
Q -I $5,500.00
\00Stafis Of North Carolina
Person County
Esfato Excm"
Tax
381076
NORTH CARO INA SPECIAL WARRANTY DEED
WITH EASEMENT RESERVATION
Site Nos.: 104540 1070299 106874
Land Unit Nos.: 1183742, 1183673, 1183625, 1183749,
11841089 11846639 1183601, 1183559
Project No.: 104540-461850
Excise Tax: $5,500-.00
Tax Parcel Identifier Nos.: I�le'�IN (Parcel #1), 9070-03-13-5472 CFParcel #2). and 9070-03-10-5402 (Parcel #3)
Verified by
TZ 1.1 1
ounty on the day o
Mail/Box to: Grantee xol�\
f
GrantoaZn i
120
This instrument was prepared by: Ithi Anderson, Blount, Dorsett, Mitchell
(Without title examination. No title onion t*s expressed directly or indirectly
Brief description for the Index:
1417m-wj
& Jernigan, L.L.P. (DWB)
bv our DreDarafion of this Deed.
Parcels/Tracts -Cunningham Townshi
THIS DEED made this 29th day of April, S6)q!,> by and between
GRANTOR
DUKE ENERGY PROGRESS, LLC,
a North Carolina limited liability company I
(f/k/a DUKE ENERGY PROGRESS, INC. and
CAROLINA POWER & LIGHT COMPANY d/B/,,a',
PROGRESS ENERGY CAROLINAS, INC.) Y�
c/o Data & Document Management
550 South Tryon Street DEC 22A
Charlotte, North Carolina 28202 X
The de
assigns, and sha
GRANTEE
EAST COAST INVESTORS, LLC
a South Carolina limited liability company
3129 Springbank Lane, Suite 200
Charlotte, North Carolina 28226
IV
signation Grantor and Grantee as used herein shall include said parties, their heirs., successors, and
I&
11 include singular, plural, masculine, feminine or neu asrequired �er by context.
as
WITNESSETH, that Grantor, for a valuable consideratio id by Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and iey unto Grantee in fee simple, subject to the
restrictive covenants herein set forth and easement reserved unto
asset forthinExhibit Battachedhereto
andincorporatedhereinbyreference,allofthosecertaintracts,lots,orparl's of land situated in Cunningham Township,
6
Person County. North Carolina and more Darticularlv described as follows'.
See Exhibit A attached hereto and incorporated herein b
#7327308v3
NC Bar Association Form No. 6O 1/1/201012013
Printed by Agreement with the NC Bar Association
refere
the "Prooerty"
This standard form
North Carolina Bpi
0
4as been approved by:
association - NC Bar Form No. 6
O
�CD

BOOK 1006 PAGE 429 38107
Page 373; Book 98, Pnge 327 398:
a portion of the Property herein conveyed does not include the primary residence of Grantor.
MMWM�
howing portions) of the Property described on Exhibit A hereof are recorded in Plat I ook 15, Page 379;
all Person County Registry.
shall not include (I*) anv lands located below the 420 contour (NGVD 29)
t. title, or interest wha
and Plat Book 15. Paize 399
, facilities,
equipmentwor other personal property now located at the Property or as the same may hereafter be located a
t the Property pursuant to the terms and conditions of the easement herein reserved b y
Property an
Grantor.
d(t�at shall remain a<0 _AL
PERSO
YO
X0001�\
�81
,,,Bbok 660, Page 603, all Person County Registry.
All or
Plats s
Plat I oA 15, Page 397
Tract 2 only
The Property was acquired by Grantor by instruments recorded in Book 98, Page
); Book 659, Page 2
135; Book 98, Page 125; Book
18; Book 660, Page 599; and
0
Plat Book 15, Page
T e Property conveyed in this Deed
IP
surround1�g Hyco Lake-, and/or (ii) any righ
Book 98, Page 287
tsoever in or to Grantor's lines
fixtures.
t the
ASWELL LAKE AUTHORITY GUIDELINES. The terms and conditions of the Person-
""b '
Caswell Lake Authfiy's "Guidelines for the Use of Residential Leased Properties at Hyco Lake", effective October 1,
2006 and as revised a0adopted September 111 20069 by the Person -Caswell Lake Authority and Progress Energy (the
"Person- Caswell Lake Authority Guidelines") shall be, appurtenant to, and shall run with Parcel #1 and Parcel #2 of
the Property described on Exhibit A hereof and shall be binding upon Grantee, any future owner(s) of Parcel #1 and
Parcel #2 of the Property, and/or any other persons possessing an interest in said Parcel #1, Parcel #2, or portion(s)
thereof. As used in this De 6dthe term "Person -Caswell Lake Authority Guidelines" also shall include any future
amendments and/or modificatio S thereto made by Grantor, the Person -Caswell Lake Authority, or any other federal,
state, or local governmental age c having jurisdiction over Parcel #1 and Parcel #2 of the Property, Grantor's Hyco
Lake property located below the 4?(Vontour (NGVD 29) surrounding Hyco Lake, and/or Hyco Lake.
C'
RESTRICTIVE COVENAOPrS. Grantee, by the acceptance of this conveyance and the recording of this
Deed, on behalf of itself and any subseqIpt owner of an interest in the Property agrees that the Property is and shall be
subject to the following restrictive covena A ; which shall burden and run with title to the Property: The Property shall
not be used for any industrial or manufa<o_ ring purpose, dangerous or noxious trade or business, landfill, or any
illegal purposes (collectively the "RestrictCovenants"). Grantee further acknowledges and agrees that Grantor,
Grantee, or any future fee owner of the Property (orportionithereof) shall have the right to enforce any violations) of the
aforesaid Restrictive Covenants pursuant to any a fable remedies at law or equity, including without limitation the right
to bring an action in the Superior Court of PersoXgounty or any other proper venue in the State of North Carolina
seeking a mandatory injunction and/or any other ap�r .priate relief to enforce the Restrictive Covenants.
TO HAVE AND TO HOLD the aforesaid P rty, together with all privileges and appurtenances thereto
belonging to Grantee in fee simple.
And Grantor covenants with Grantee, that Grantor one nothing to impair such title as Grantor received, and
Grantor will warrant and defend the title against the lawful chic s of all persons claiming by, under or through Grantor,
other than the following exceptions:
1. The easement reserved unto Grantor as set forth in Exhiffil't 11 hereof;
2. The Restrictive Covenants set forth in this Deed; 111,10
3. All real and personal property takes and assessments for 2019 aRll;�Ubsequent years not yet due and
payable;
\00,
4. All present and future environmental and zoning laws, ordinances, re°• �.utions, orders, and regulations of all
municipal, county, state, or federal governments having jurisdiction o er, he Property and/or the use thereof;
#72892120
NC Bar Association Form No. 6O 1/1/2010.2013 This standard form as been approved by:
Printed by Agreement with the NC Bar Association North Carolina ssociation — NC Bar Form No. 6
0
Yy

BOOK 1006 PAGE 130 38107
(: X
0
5. Any liens arising out of or resulting from the performance ot any inspections, work, or activities at the Property
.0 @
V.00)� bV or on behalf of Grantee, Sunbelt Acquisitions, LLC
xo� officers, directors,
\00,
6. All buil
- V
insurance and
affecting the Property and/or its use as heretofore or hereinafter
gauthority having urisdiction over the Property and the use thereof;
VW_
or by any o
members, managers, employees, contractors, surveyors,
V
7. AAV and all public transportation, road, and railroad easements and/or rights ot way ot record affecting the
f Grantee's or Sunbelt Acquisition LLC
agents, or representatives;
'S
ding codes, regulations, ordinances, and restrictions heretofore or hereafter adopted by a public agency,
rating codes and regulations, and any other laws, regulations, ordinances, or requirements
adopted by any federal, state, or local
erty;
8. An
9. Rid
10. Thy
Pay
ity easements and rights of way of record affecting the Property;
rt
in and to the continued uninterrupted flow of any creeks or streams crossing the Property;
itions, and restrictions of the Person -Caswell Lake Authority Guidelines affecting Parcel #1 and
Property (or any po
ions thereof) as set forth herein;
11. All matters that would be revealed bv a current and accurate survey of the Property, including without fin-itation
(i) all matters shown o
379; Plat Book 15, I�ja
unrecorded survey e
ar
any of the following plats recorded in the Person County Registry: Plat Book 15, Page
397; Plat Book 15, Page 398; and Plat Book 15, Page 399 d "Prope
(ii) all matters shown on the
rty of Carolina Power & Light Company Hyco Land — Portion of L.P. Stigall
r\00
t
Tract", dated Apri119 $�nd prepared by Moore, Gardner &Associate s, Inc. (Dwg. No. L-F-6310); and/or all
matters shown on the y entitled "Boundary Survey for Peninsula at Hyco Lake for Sunbelt Land
Management LLC date wary 22, 2019, and prepared by McKim &Creed;
12. Grantor's Mo
gage and Dee Trust, dated May 1, 1940, and recorded in Book 49, Page 500, Person County
Registry, as supplemented. Gra rpresaid
shall apply for, obtain, and record in the Person County Registry a release
of the Property from the lien of t?he€oMortgage and Deed of Trust within one (1) year from the date this
Deed is recorded; and
13. Judgment in a Criminal Case imposed May 14, 2015, in the matter of United States of America v. Duke
Energy Progress, Inc. (n/k/a. Duke Ener rogress, LLC) (U.S. District Court for the Eastern District of North
Carolina Case No.,: 5:15-CR-62, 67 & 6 orded in Book 908, Page 537, Person County Registry.
[REMAINDER OF PAG TENTIONALLY LEFT BLANK]
_41
#7327308v3
NC Bar Association Form No. 6O 1/1/2010, 2013
Printed by Agreement with the NC B
Association
XFO
Ise
YO
C•
eils standard form has been approved by:
North Carolina Bar ,Association — NC Bar Form No. 6
J
`Y
YX

BOOK 1006 PAGE 43138107
IN WITNESS WHEREOF, Grantor has duly executed the foregoing North Carolina Special Warranty Deed
h Easement Reservation as of the day and year first above written.
D��•
a NoI�,
(f/k/a
ENERGY PROGRESS, LLC,
,Carolina limited liability company
DUKE ENERGY PROGRESS, INC. and
f/k/a CA
PROGR
By:
LINA POWER & LIGHT COMPANY d/b/a
ENERGY CAROLINAS9 INC.)
Name: I R. Fadden
Title: DirB�tbr, Real Estate Strategy and Transactions
STATE OF NORTH CAROL9 A
0
COUNTY OF MECKLENBURGXAF"'
I, the undersigned Notary P4 fic of --(10.-- County, North Carolina, certify that Carol R.
Fadden personally came before me this Oa,and being personally known to me or proven by satisfactory evidence to be
the individual whose name is subscribed tkt *e within instrument, and acknowledged that she is the Director, Real Estate
4&
Strategy and Transactions, an authorized re*sentafive of DUKE ENERGY PROGRESS, LLC, a North Carolina limited
liability company (f/k/a Duke Energy Progreonc. and f/k/a Carolina Power & Light Company d/b/a Progress Energy
Carolinas, Inc.), and that she, in such capacity, bein authorized to do so, executed the foregoing instrument on behalf of
the limited liabiIt liIt ty company for the purposes St t therein.
Witness my hand and Notarial stamp o
My Commission Expires: -2,
(Affix Notary StaA
VA
�l)ui��
T Notary Public �q
_ co Gaston cn MOP
Now aw
lob
ow County
My Comm. Exp. left
yO 09q& 18-2023 V
``
#73273080 CAR���
NC Bar Association Fo;A11f4h1.1VW /1/2010, 2013
Printed by Agreement with the NC Bar Association
0 `�j
r seohisz)q, day of April, 2019.
0
01
Notary Public Sig"te
04
Notary Public's Printed or Typed
befpotument shows prof nowledgemen
officer authorized to toe of /acknowledgement;
acknowledgement inclu s �cers signature,
com ion pi tionlllllll,lldaiiiiiiiiiiiiiiilllllIll""I'll"'I +cial seal, if reqired.
i11111111111�1�
Tanya R. Wilson, Person County e ister of deeds
standard form has been apprvved by:
North Carolina Bar -Association — NC Bar Form No. b

BOOK 1006 PAGE 132 38107
EXHIBIT A
(DESCRIPTION OF THE PROPERTY)
The Property is comprised of three (3) tracts or parcels of land, which are more particularly
d&(cribed as follows:
Parcel # 1:
Leg and being in Cunningham Township, Person County, North Carolina:
0
more oi
6
Martin -
i 4
ecc ml
urawing
of that certain tract or parcel of land containing approximately 389.59 acres,
ss, as the same is more particularly, described on that plat prepared b y Davis-
ell & Associates, Inc. for Progress Energy Carolinas, Inc. entitled
Kion Map of Portions of HvcoyTracts 14, 21? 2219 2315 9(G and 90H" o. L-C-10137), dated October 30, 2007
1, and recorded on December 18,
2007, in Plat Book 15, Page 398, Person County Registry, which
by reference. J,
Parcel #2.9
CeOA
10
is incorporated herein
The courses in the folloN g description are based on the North Carolina State Plane
Coordinate system.. 0
- � T
Being that certain tract or tral�el of land lying and being iinCunnngham Township,
Person County, North Carolina and
re particularly described as follows:
BEGINNING at a southeastern comer of now or formerly J. B. Hob9ood in a western
property line of Carolina Power & ht Company (now d/b/a as Progress Energy
Carolinas, Inc.), said corner having Carolina Coordinates Y = 190040542-M174
and X=1971.867.833: and runs thenclona, and with said western property line of
41 degree 53 minutes 45 seconds West
F)Vrolina Power & Light Company and
northwestern corner of now or formerly Kenneth Royster; thence along and with a
Carolina Power & Light Company Sou
1,153.84 feet to a southwestern corner o
western property line of now or formerly Kenneth Royster South 0 1 degree OS
minutes 58 seconds West 1267054 feet to a point in the northern property line of
Carolina Power & Light Compan.,; thence along with the northern property line
of Carolina Power &Light Company the followin ur (4) courses and distances:
South 86 degrees 56 minutes 42 seconds West 21 feet, South 20 degrees 36
minutes 12 seconds West 135.37 feet, South 75 degree minutes 50 seconds West
145.98 feet, and South 88 degrees 30 minutes 45 second,��Vest 258.36 feet; thence
along and with a new line North 02 degrees 11 minutes Seconds West 2,517.97
feet to a point in a southern property line of now cr form�i'y J. B. Hobgood; and
thence along and with said southern property line of now or f�n� grly J. B. Ho ood
#72892120
NC Bar Association Form No. 6 C 1/1/2010,2013 This standard form has been approved by:
Printed by Agreement with the NC Bar Association North Carolina ssociation — NC Bar Form No. 6
0
�y

North 84 degrees 03 minutes 47 seconds
BEGINNING, containing 41.950 acres,
"TRACT R" on Carolina Power & Light
BOOK 1006 PAGE 133 30107
East
more or less, as shown and depicted as
822.15 feet to the po10
int of
Company Drawing No. L-F-63 10 (dated
April 1980), which is incorporated herein by reference; and being the same land
described in a deed from William E. Brady and wife, Elizabeth P. Brady to UP&L
d/b/a Progress Energy Carolinas, Inc. dated and recorded on December 20, 2007, in
in a deed from W1*11i"am Book 660Page 599Person County Registry; and further being the same
in a deed from E. Brady et al. to William E. Brady and wife,
il 15,11 1993 and recorded in Book 227 Page 442, Person
described
zabeth P. Brady dated Apr
byhl
at Pa.
ty
egistry
and being a portion of the 1
land
and conveyed to Carolina Power & Light
ed from L. P. StiLall., et ux, dated October ?.-4
45,
Person County Registry.
1963 andrecDrdedin Book 98
(Parcel #Vs- designated by Person County as PIN 9070-03-ft 13 -5472) 0
Parcel #3..0
Lying and being unn*ingham Township, Person County, North Carolina:
BEGINNING at a P il marking a southwestern corner of now or formerly David
Royster, et al., i"n th nterli"ne of Zion Level Church Road (NCSR 1314), the
location of said PK r� having N.C. Grid Coordinates Y = 999,719.91 and
X = 1971 758.141P and Ahence along and with the centerline of Zion Level
Church Road (NCSR 1314� e following two (2) courses and distances: South 59
degrees 07 minutes OS secon est 444.23 feet to a PK nail and South 58 degrees 57
minutes 06 seconds West 135.90 feet to a PK nail; thence North 21 degrees 20
minutes 51 seconds West 994.6<1et to an iron pipe-* thence North 10 degrees 43
minutes 30 seconds West 882.75 t to an iron pipe in a southern property line of
Carolina Power & Light Company /a Progress Energy Carolinas9 Inc.; thence
along and with said southern property of Carolina Power & Light Compan y d/b/a
Progress Energy Carolinas, Inc., North degrees 44 minutes 56 seconds East 153.66
feet to a monument marking a western c6e er of now or formerly David Royster, et
al.., thence along and with westerly pro perty�nes of now or formerly David Royster,
et al., the followingwot(2) courses and distances: South 10 degrees 43 minutes 30
seconds East 899.97 feet to a monument and South 22 degrees 58 minutes 54 seconds
East 921.58 feet to a monument in the northwesterright of way edge of Zion Level
Church Road (NCSR 1314)1, and thence continalong and with a westerly
property line of now or formerly David Royster, et South 22 degrees 58 minutes
54 seconds East 31.40 feet to the point of BEGINNIN"ontaining 6.74 acres, more
or less, as shown on that certain plat recorded on Decen)e& 18,, 2007,1*n Plat Cabinet
15, Hanger 397 Person County Registry (Progress Enemy Carolinas, Inc. Drawing
No. -C- 10227 dated November 28, 2007 & and being thee land described in a
#7327308v3
NC Bar Association Form No. 6O I/l/2010,2013
Printed by Agreement with the NC Bar Association
)eis standard form has been approved by:
North Carolina Bar Association - NC Bar Form No. 6

BMK 10M PAGE 1313810)
(: X
YQ deed from Top Farms
Inc. to CP&L d/b/a Progress Energy Carolinas, Inc. dated and
recorded on December 20, 2007
and further being a portion of the
\00,00
Pass
n Book 660, Page 603
Person CountyRegi
stry;
land described ir a quitclaim deed from Thomas O.
Jr., and wife, Pqtrl*cia T. Pass, to TOP Farms
- recorded in Book 191 Page 679. Person County Registry.
\000
Cal
dated June 30, 1986, and
Parcel #3 is designated by Person County as PIN 9070-,.-03-10-5402)*
� GETHER WITH the following appurtenant easements running with Parcel #3 pursuant to
the Accd
Temporw
Registry, and
11 of the
and a
asement Agreement
tion Easement
nstruc
fight Distance Easement recorded in Book 660
40
ntor s rights, privileges, and obligations thereunder which are hereby assigned b y
Grantor to Gran
recorded in Book 660, Page 616, Person County Registry.0
Agreement recorded in Book 660, Page 607, Person County
Page 613, Person County Registry,
and assumed by Grantee as of the recording date of this Deed
#7327308v3
NC Bar Association Fo No. 6O I/l/2010,2013
Printed by Agreement with the NC Bar Association
a
(: X
0
X00
Ise
eisstandard farm has been approved by:
North Carolina Bar.Association -- NC Bar Form Na. b

BOOK 1006 PAGE 435 3810)
EXHIBIT B
GRANTOR'S RESERVATION OF DISTRIBUTION EASEMENT
\000` SUBJECT TO AND FURTHER RESERVING unto the Grantor, Duke Energy Progress, LLC
("D�, its successors,, lessees", licensees', transferees, permittees, appo
11
rtionees, and assigns, the perpetual
nght,`�rivilege, and easement to go in and upon the Property hereinabove-descnbed in Exhit biA hereof, and
to constru
electric
poles, cab
and other a
9
econstruct, operate, patrol, maintain, inspect, repair, replace, relocate, add to, modify, and remove
or communication facilities thereon, including but not limited to, supporting structures such as
wires, guy wires, anchors, underground conduits, enclosures/transfonners, vaults, and manholes,
enant apparatus
and equipment (collectively the "Facilities) within an easement area thirty
(30) feet wide the overhead portion of said Facilities and ten (10) feet wide for the underground portion of
said Facilities, ther with an easement area ten (10) feet wide on all sides of the foundation of anv DEP
enclosure/trans o r,, vault or manhole (the "Easement Area"), for the purpose of
distributing electri nergy and for communication purposes of DEP and Loca
centerline of the Facilities shall be the centerline of the Easement Area.
transmitting and
1 Exchange Carriers. The
The right, privilege and easement reserved by DEP herein shall include the following rights: (a)
ingress and egress over thee,,Oement Area and over adjoining portions of the Property (using lanes, driveways
and paved areas where practi�l as determined by DEP); (b) to reasonably relocate the Facilities and Easement
Area on the Property to confoe to any future highway or street relocation, widening or improvement; (c) to
trim and keep clear from the Boiltuent Area, now or at any time in the future, trees, limbs, undergrowth,
structures or other obstructions,, a Mo trim or clear dead, diseased, weak or leaning trees or limbs outside of
the Easement Area which, in the opi ion of DEP, might interfere with or fall upon the Facilities; (d) to install
guy wires and anchors extending bey�r�d the limits of the Easement Area-* and (e) all other rights and privileges
reasonably necessary or convenient�or DEP's safe, reliable and efficient installation, operation, and
maintenance of the Facilities and for th4Yment and use of the Easement Area for the purposes described
herein. DEP shall not install Facilities7ultsi'de said Easement Area without obtaining another separate
easement of record, except for those Faciliti*e.�Ahat may be installed as set forth above.
Notwithstanding anything to the contr"'
erein, it is understood and agreed that the easement herein
reserved is for DEP's Facilities existing as of the z e of this Deed and also for Facilities to be installed at any
point where needed on the Property, portions of 'ch Facilities may be installed immediately, and other
portions installed in the future as the need develops. y such future Facilities shall be installed at locations
mutually agreeable to DEP and Grantee.
#7327308v3
NC Bar Association Form No. 6 O I/l/2010,2013
Printed by Agreement with the NC Bar Association
YO
X00
C•
Ise
This standazd forth has been approved by:
North Carolina BZ3
ssociation - NC Bar Form No. 6
0
Y
X

TAX MAP A13-18
MICHAEL LUNSFORD
PC. 1, PG. 24
DB. 1033 PG. 717
Tj
TAX MAP A13-48
II
DANNY EUGENE SMITH
DB
PB. N/A, PG. N/A
DB. 1026, PG. 710
1,8:
TAX MAP A13-50
JUDITH BLACKARD
ROBERT BLACKARD
PB. N/A, PG. N/A
DB. 169, PG. 171
30' ACCESS EASEMENT PER
DB. 169, PG. 175
DB. 169, PG. 177
DB. 169, PG. 184
A SURVEY BY MOORE,
GARDNER & ASSOCIATES, INC.
DRAWING NUMBER: L—F-6310
TO BE ABANDONED
i
TAX MAP A14-88 \
JAMES SUTTON
PB. 1, PG. 10 \
DB. 923, PG. 20
TRACT 1
TAX MAP A14-147
EAST COAST INVESTORS, LLC
PB. 15. PG. 397
DB. 1006, PG. 428
6.738 ACRES, 293525.47 SQ. FT.
LU 1184663
•
a m
Know what's below.
Call before you dig.
400
LAKE
rma"■<<" a i"■" m���1 mmm
SEE SHEET 5 OF 10
LAKE
w P,TERSA1� w } COURT
60 PRNATE R/ 45' PRIVATE R/W /
'YOpCjAIL FOR \N 41 40 39 38
NA
45 37
33
,LEAST LANE PR 32 \\ //
34
5' PRIVATE R/W 26 27 28 29 30 35 3s i // v
22 23 24 25
31
21
15 77 18 /
14 19 20 / • \ /
12 13
10 11 \
8
s / \\
7
uo. i ivu, rya. ova O 6
-� SEE SHEET 4 OF 10 100,
M&C POINT #3 SEE SHEET 3 OF 10 1 / / -\ �''
3
REBAR AND CAP / \
N=1,003,050.55' I 2
E=1,974,259.65' / \
ELE=458.34'
NC GRID (NAD83/2011) , / ^ N. _
HYCO LAKE
AV Ul �5
5p� .
�-- SEE SHEET 2 OF 10
_ J
CANE CREEK
SEE SHEET 2 OF 10
TAX MAP A14-130
� 'Y� EDNA ROYSTER
A \ PB. 9, PG. 34-5
-p DB. 241, PG. 143 � O
TAX MAP A14-101
\ O NANCY MANDL
MICHAEL MANDL
PB. 13, PG. 821
DB. 509, PG. 661
TAX MAP A14-127
JAMES SUTTON
NYDA SUTTON
PB. 8, PG. 45-3
DB. 678, PG. 394
GRAPHIC SCALE
200 400 800
DUKE ENERGY LAND ACCOUNTING INFORMATION
1600
SITE: 104540
LAND UNITS: 1184663, 1184108
PROJECT (MAP): 104540-004876
CURRENT OWNER:
EAST COAST INVESTORS
3129 SPRINGBANK LANE, SUITE 201
CHARLOTTE, NC, 28226
SETBACKS:
FRONT: 25' (FRONT SETBACKS FOR FLAG LOTS SHALL BEGIN AT THE
MINIMUM LOT WIDTH — SEE BUILDING ENVELOPE FOR EACH LOT)
SIDE: 10'
REAR: 15'
REAR ALONG THE LAKE (420' NGVD 29 CONTOUR): 0'
PROJECT AREA TABLE:
TOTAL PROJECT AREA: 438.225 AC / 19,089,076 SF
TOTAL AREA OF RW DEDICATION: 24.097 AC / 1,049,684 SF
TOTAL AREA OF LOTS 1-89: 70.527 AC / 3,072,164 SF
TOTAL AREA OF COMMON OPEN SPACE: 4.090 AC / 178,178 SF
REMAINING AREA (FUTURE DEVELOPMENT): 339.511 AC 14,789,044 SF
I, TIM VAN GELDER, PLS L-3660, CERTIFY THAT THIS
PLAT WAS DRAWN UNDER MY SUPERVISION FROM AN
ACTUAL SURVEY MADE UNDER MY SUPERVISION FROM
INFORMATION SHOWN IN DEED BOOKS REFERENCED ON
MAP AND MAP BOOKS REFERENCED ON MAP; THAT
ANY LINES NOT ACTUALLY SURVEYED APPEAR AS
BROKEN LINES AND WERE PLOTTED FROM INFORMATION
AS NOTED ON THE PLAT; THAT THE RATIO OF
PRECISION AS CALCULATED IS BETTER THAN 1:10,000;
THAT THE AREA IS COMPUTED BY COORDINATE METHOD;
THAT THIS PLAT WAS PREPARED IN ACCORDANCE WITH
G.S. 47-30 AS AMENDED. WITNESS MY ORIGINAL
SIGNATURE, REGISTRATION NUMBER, AND SEAL THIS
THE _10TH_ DAY OF ___ MAY ______ A.D., 2022.
I, TIM VAN GELDER, PLS CERTIFY THAT THIS MAP WAS
DRAWN UNDER MY SUPERVISION FROM AN ACTUAL GPS
SURVEY MADE UNDER MY SUPERVISION AND THE FOLLOWING
INFORMATION WAS USED TO PERFORM THE SURVEY.•
1. CLASS OF SURVEY: A
2. POSITIONAL ACCURACY. H- 0. 07' / V- 0.10'
3. TYPE OF GPS FIELD PROCEDURE. STATIC/OPUS
4. DATES OF SURVEY. 1-14-2019 / 1-15-2019
5. DATUM/EPOCH: NAD 83 NSRS 2011 - NAVD 88
6. PUBLISHED/FIXED CONTROL: SEE BELOW
7. GEOID MODEL: 12B
8. AVERAGE COMBINED GRID FACTOR: 1.000092033
(GROUND TO GRID)
9. UNITS. US SURVEY FEET
FIXED STATIONS UTILIZED FOR THE PROJECT.
DESIGNA TIONS:
DURHAM COOP CORS ARP
REIDSVILLE CORS ARP
BURLINGTON CORS ARP
LOYOLA LS06 CORS ARP
REFER TO THE NGS AND/OR NCGS WEBSITES FOR DETAILS
ON THESE FIXED STATIONS
SURVEY NOTES:
1. THE PURPOSE OF THIS PLAT IS TO PERFORM A SUBDIVISION OF THE
FOLLOWING PERSON COUNTY PARCELS: A14-147, A13-51, AND A14-165.
2. THE DEPICTED SURVEY WAS DERIVED FROM AN ACTUAL FIELD SURVEY
MADE BY THIS OFFICE AND PERFORMED BETWEEN JANUARY 2019 AND
MAY 2022.
3. OWNER INFORMATION PER DEEDS AND PLATS OF THE PERSON COUNTY
REGISTER OF DEEDS.
4. STATIC GPS OBSERVATIONS WERE MADE ON FOUR (4) MAIN CONTROL
POINTS TO ESTABLISH GEODETIC AND STATE PLANE GRID COORDINATES
(NAD83 NSRS 2011). THESE STATIC GPS OBSERVATIONS WERE PROCESSED
USING THE NATIONAL GEODETIC SURVEY'S (NGS) ONLINE POSITIONING
USER SERVICE (OPUS). THE VERTICAL DATUM USED IS THE NORTH
AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) BASED ON GEOID 12B.
5. ALL DISTANCES ARE HORIZONTAL GROUND DISTANCES IN US SURVEY
FEET. BEARINGS ARE BASED ON NC GRID (NAD83/2011).
6. ALL AREAS SHOWN WERE COMPUTED BY THE COORDINATE CALCULATION
METHOD.
7. THE LOCALIZED COORDINATE SYSTEM USED FOR THIS PROJECT IS BASED
ON MCKIM & CREED POINT NUMBER 3 HAVING THE FOLLOWING LOCALIZED
NAD 83-2011 COORDINATES AND NAVD 88 ELEVATION:
N- 1,003,050.554' E- 1,974,259.646 ELEV.- 458.34'
8. THE AVERAGE PROJECT COMBINED GRID FACTOR USED IS 1.000092033
(GROUND TO GRID)
9. UNDERGROUND UTILITIES WERE NOT FIELD DESIGNATED AS PART OF THIS
PROJECT. NORTH CAROLINA LAW REQUIRES CONTACTING NC 811 BEFORE
ANY EXCAVATION CAN BE PERFORMED ON SITE.
10. PORTIONS OF THE PROPERTY SHOWN HEREON FALL WITHIN FLOOD HAZARD
ZONES, REFERENCE THE FOLLOWING DFIRM MAP 3711907000J WITH AN
EFFECTIVE DATE OF MAY 4, 2007 FOR FURTHER INFORMATION.
11. UNLESS OTHERWISE NOTED ALL NEW IRON PINS (NIP) WERE SET USING
5/8" REBAR SET FLUSH WITH THE GROUND.
12. THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF A TITLE REPORT
AND IS SUBJECT TO ALL EASEMENTS, RIGHTS OF WAYS, AND OR
ENCUMBRANCES THAT MAY EFFECT THIS PROPERTY.
13. LAKE BOUNDARY LINE FOLLOWS THE 420' (NGVD 29) CONTOUR LINE.
14. A HORIZONTAL CONTROL MONUMENT OF A FEDERAL OR STATE AGENCY
WAS NOT FOUND WITHIN 2000 FEET OF THE SUBJECT PROPERTY.
15. DELTA ANGLES ARE LISTED IN DECIMAL DEGREES.
16. THE SUBDIVISION WAS APPROVED FOR THREE SUBDIVISION VARIATIONS BY
THE PERSON COUNTY BOARD OF COMMISSIONERS ON 12103118 INCLUDING
THE USE OF FLAG LOTS.
17. SUBDIVISION FLAG LOTS ARE AS FOLLOWS. 1, 2, 3, 6, 15, 16, 17, 18, 19,
20, 31, 37, 38, 42, 43, 47, 49, 70, 71, 72, AND 73.
18. THE CURRENT ZONING IS R (RESIDENTIAL).
19. WATER USE LINES (WUL) INDICATE THE DIRECTION A PROPOSED DOCK
MAY BE CONSTRUCTED. THESE ARE MAPPED FOR THE PERSON-CASWELL
LAKE AUTHORITY AND WERE NOT REVIEWED BY THE PERSON COUNTY
PLANNING DEPARTMENT.
20. LOT FIT ANALYSIS BASED ON THE PERSON-CASWELL LAKE AUTHORITY
GUIDELINES FOR THE USE OF RESIDENTIAL PROPERTIES AT HYCO WITH AN
EFFECTIVE DATE OF APRIL 9, 2020 BY PERSON-CASWELL LAKE
AUTHORITY AND DUKE ENERGY.
I, _ _____ __ ____ REVIEW OFFICER OF
PERSON COUNTY, CERTIFY THAT THE MAP OR PLAT TO WHICH
THIS CERTIFICATE IS AFFIXED MEETS ALL STATUTORY
REQUIREMENTS FOR RECORDING.
DATE
PROFESSIONAL_LAND SURVEYOR Vvvv I HEREBY CERTIFY THAT THE SUBDIVISION PLAT AS DEPICTED
HREON HAS BEEN GRANTED FINAL APPROVAL PURSUANT TO
THE PERSON COUNTY SUBDIVISION REGULATIONS.
I, TIM VAN GELDER, PLS L-3660, CERTIFY THAT THE
SURVEY CREATES A SUBDIVISION OF LAND WITHIN
THE AREA OF A COUNTY OR MUNICIPALITY THAT HAS
AN ORDINANCE THAT REGULATES PARCELS OF LAND. ---------------------------------------
PLANNING AND ZONING DATE
ADMINISTRATOR
ATE________
LEGEND
CF
COMBINED FACTOR
AX
0
AXLE STONE
IRON PIPE FOUND
OIPF
IRF
IRON ROD FOUND
0
SET IRON ROD (#5 REBAR)
0CMF
CONCRETE MONUMENT (FOUND)
COMPUTED POINT
fj
POWER POLE
C.O.S.
COMMON OPEN SPACE
AC
ACRES
WUL
WATER USE LINE
PROPERTY LINE
ADJOINER (NOT SURVEYED)
CL CREEK / STREAM
EASEMENT (AS DESCRIBED)
— R/Mr RIGHT OF WAY
v
v
SETBACK LINE
— ZONE AE FLOOD HAZARD LINE (413' NAVD 88 CONTOUR)
NO WELLS ALLOWED
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA)
SEE SHEET 9 FOR LINE AND CURVE TABLES.
( IN FEET )
1 inch = 400 ft.

N: 1004613.95'
TAX MAP A13-18
MICHAEL LUNSFORD
PC. 1, PG. 24
DB. 1033, PG. 717
JU.
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Call before you dig.
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DB. 169, PG. 175
DB. 169, PG. 177
DB. 169, PG. 184
A SURVEY BY MOORE,
GARDNER & ASSOCIATES, INC.
DRAWING NUMBER: L-F-6310
TO BE ABANDONED
378.02
TAX MAP A13-48
DANNY EUGENE SMITH
PB. N/A, PG. N/A
DB. 388, PG. 195
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DB. 1003. PG. 428
389.588 ACRES
16,970,447 SQ. FT.
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1. DB. 660, PG. 613
TAX MAP A14-88
JAMES SUTTON
PB. 1. PG. 10
DB. 923, PG. 20
LEGEND
CF
COMBINED FACTOR
AX
0
AXLE STONE
IRON PIPE FOUND
pIPF
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CONCRETE MONUMENT (FOUND)
X
COMPUTED POINT
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POWER POLE
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COMMON OPEN SPACE
AC
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WATER USE LINE
PROPERTY LINE
ADJOINER (NOT SURVEYED)
CL CREEK / STREAM
— —
EASEMENT (AS DESCRIBED)
R/W
RIGHT OF WAY
— —
SETBACK LINE
— —
ZONE AE FLOOD HAZARD LINE (413' NAVD 88 CONTOUR)
NO WELLS ALLOWED
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA)
SEE SHEET 1 FOR NOTES AND LEGEND.
SEE SHEET 9 FOR LINE AND CURVE TABLES.
( IN FEET )
1 inch = 150 ft.

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A SURVEY BY MOORE,
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DRAWING NUMBER: L—F-6310
TO BE ABANDONED
N85°59'37"W 370.85'
185°59'37"E 370.85'
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NO WELLS ALLOWED
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA)
GRAPHIC SCALE
100 0 50 100 200 400
m
Know what's below.
Call before you dig. ( IN FEET )
1 inch = 100 ft.
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TAX MAP A14-16
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MATCNUNE SEE SN/ ` \, 59.701 I 102,55 L�101 S MATCHLINE SEE SHEET 4
4 r 5.97'
DATE REVISION INITIAL
v
v MCIED,4&CREED
GRAPHIC SCALE
• 100 0 50 100 200 400 8020 Tower Point Drive
m Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
Know what's below. F-1222
Call before you dig. ( IN FEET )
1 inch = 100 ft. Internet Site: httP: //www. m ckim creed. com
IPF
IPF N89'32 09 EIPF S> °
1 HYCO LAKE 88 53' 1035'°"E LEGEND
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`o° �S2 40IpF N83°6„E �j oIRF IRON ROD FOUND
+�j rn IPF S7g 02' \ t �,, SSA j) IPF 92.07 >N-D SET IRON ROD (#5 REBAR)
coo F. 1°2 36„E � SS., / o> u'�\ ■ CONCRETE MONUMENT (FOUND)
5 44' IPF S,\ : �i7.. F o o� CMF
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9 so�'�. I.PF �ls'o�
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160.55' I N0733'57"w IPF
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6, _ S39°03'18"E HYCO LAKE b
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w rn 'I� A ��� NO WELLS ALLOWED
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA) b
IPF 00
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S79°05'33"E �" r' I L143 3'pF �I
56.36' ^�/ ��/�\ IPF 1 �1 a�01
146
106.03' \�J�i �� IPF i j 1 001 ,
S34`0T47"E IPF �� d �p �� i \ qo A� � 1001 \
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FUTURE /
DEVELOPMENT �, 24.17 I IPF 1 I �1 N�2°28'30"E
IPF �; ' , , I 47.76 8 57' �c 1 1 �1 / 72.48' 6'\
"06 � ' I �' I I I 36.95' 49 �I N32'34'56"E I �nCO k37°46'51"E
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PRELIMINARY PLAT:
NOT FOR RECORDATION,
CONVEYANCES, OR SALES
DATE:
165
ZONE AE
FINAL SUBDIVISION PLAT
OF
THE POINTE AT HYCO LAKE
FOR
EAST COAST INVESTORS, LLC
DATE: 04/14/2022 SCALE: 1" = 100'
CUNNINGHAM TOWNSHIP PERSON COUNTY NORTH CAROLINA
SEE SHEET 1 FOR NOTES AND LEGEND.
SEE SHEET 9 FOR LINE AND CURVE TABLES.
PROJECT #
7666-0001
PROJ. SVYR
WAE
DRAWN BY
PAS, JLM
FIELD BK.
N/A
COMP. FILE
THE PENINSULA AT HYC
SHEET #
5 OF 9
DWG. # : 7666-0001 SUBDIVISION

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Al
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oIPF
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/
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MATCHLINE
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NO WELLS ALLOWED
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N13°20,2� S83°26
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� to _� �'t49"E 7ao S76 60' PRIVATE R/W C236
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA)
GRAPHIC SCALE
100 0 50 100 200 400
SEE SHEET 1 FOR NOTES AND LEGEND.
SEE SHEET 9 FOR LINE AND CURVE TABLES.
( IN FEET )
1 inch = 100 ft.

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1 inch = 100 ft.
IPF
FUTURE
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/ N13°20 22 W
/ N73.5A' 49 E C292
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C300 C�20 Vry
N78°11124''E 255.61' N13°06'49"W 35.96'
S13°06'49"E 33.93'
R/W
LEGEND
CF
COMBINED FACTOR
AX
0
AXLE STONE
IPF
IRON PIPE FOUND
0
IRON ROD FOUND
OIRF
SET IRON ROD (#5 REBAR)
0CMF
CONCRETE MONUMENT (FOUND)
0
COMPUTED POINT
fj
POWER POLE
C.O.S.
COMMON OPEN SPACE
AC
ACRES
WUL
WATER USE LINE
PROPERTY LINE
ADJOINER (NOT SURVEYED)
CL CREEK / STREAM
EASEMENT (AS DESCRIBED)
RIGHT OF WAY
SETBACK LINE
ZONE AE FLOOD HAZARD LINE (413' NAVD 88 CONTOUR)
NO WELLS ALLOWED
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA)
SEE SHEET 1 FOR NOTES AND LEGEND.
SEE SHEET 9 FOR LINE AND CURVE TABLES.

JU.
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Call before you dig.
I `
I � \ / I
I 1000,
HYCO LAKE'- 6�$
///, i� 556,.E
IP
TAX MAP A13-171 N81°29"E N 79 41'
WILLIAM LOGSDON y/ 13°51'S� E IPF g4 g6
SHERRI LOGSDON N 8g 80 IPF
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v
IPF ion tiN N
r \_N30°09'29"E
77.68'
IPF
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E: 1971964.84'
IMATCHLINE SEE SHEET 3
� I N7 5�
cn ..w 195,23 � N
N I N86'01'50"W 379.52' S75°37 23 w
WATERSAIL WAY C319
w E 311 53 w
Z 60' PRIVATE R/W N75°37 23
< S86'0150"E 379.52' C217 a
I G216
TRACT 3
TAX MAP A14-165
EAST COAST INVESTORS, LLC
DB. 1006, PG. 428
FUTURE
DEVELOPMENT
' / IPFs7542'33„ \
116 98 E , IPF
/ F
N � ,
IPF
/J z Z •I
OF L, �,',
GRAPHIC SCALE
100 0 50 100 200 400
N 70°19'24"E
69.62'
IPF S7726'59"
� 86 —. E
S07'
S36°4•
LEGEND
CF
COMBINED FACTOR
AX
0
AXLE STONE
IPF
IRON PIPE FOUND
0
IRF
IRON ROD FOUND
0
SET IRON ROD (#5 REBAR)
0CMF
CONCRETE MONUMENT (FOUND)
}g(
COMPUTED POINT
fj
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AC
ACRES
WUL
WATER USE LINE
PROPERTY LINE
ADJOINER (NOT SURVEYED)
CL CREEK / STREAM
— —
EASEMENT (AS DESCRIBED)
R/W
RIGHT OF WAY
— —
SETBACK LINE
— —
ZONE AE FLOOD HAZARD LINE (413' NAVD 88 CONTOUR)
NO WELLS ALLOWED
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA)
SEE SHEET 1 FOR NOTES AND LEGEND.
SEE SHEET 9 FOR LINE AND CURVE TABLES.
( IN FEET )
1 inch = 100 ft.

PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C1
35.76
50.00
40.97
S8° 58' 40"E
35.00
C2
38.77
50.00
44.43
S51 ° 40' 43"E
37.81
C3
38.77
50.00
44.43
N83° 53' 40"E
37.81
C4
44.45
50.00
50.94
N36° 12' 42"E
43.00
C5
22.12
25.00
50.70
N36° 05' 39"E
21.41
C6
22.12
25.00
50.70
N86° 47' 52"E
21.41
C7
55.89
50.00
64.05
N80" 07' 27"E
53.03
C8
49.01
50.00
56.16
N20° 01' 02"E
47.07
C9
74.63
50.00
85.52
N50° 49' 28"W
67.89
C10
38.93
50.00
44.61
S6° 58' 27"W
37.95
C11
36.38
50.00
41.69
S36° 10' 29"E
35.59
C12
28.36
50.00
32.49
S73° 16' 01"E
27.98
C13
39.64
50.00
45.43
N67° 46' 25"E
38.61
C14
79.64
50.00
91.26
NO° 34' 03"W
71.48
C15
22.12
25.00
50.70
N20° 50' 38"W
21.41
C16
68.68
277.50
14.18
N11° 35' 52"E
68.50
C17
39.27
25.00
90.00
N63° 41' 15"E
35.36
C18
61.84
322.50
10.98
S76° 48' 23"E
61.75
C19
75.00
322.50
13.32
S88° 57' 44"E
73.43
C20
43.97
322.50
7.81
1 N80° 28' 11 "E
1 43.93
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C101
90.99
172.50
30.22
N40° 12' 08"W
89.94
C102
19.77
172.50
6.57
N58° 35' 48"W
19.76
C103
22.12
25.00
50.70
N36° 31' 43"W
21.41
C104
15.69
50.00
17.98
N20° 09' 55"W
15.62
C105
38.78
50.00
44.44
N51° 22' 17"W
37.81
C106
38.76
50.00
44.42
S84° 12' 06"W
37.80
C107
44.94
50.00
51.49
S360 14' 42"W
43.44
C108
82.03
172.50
27.25
N29° 30' 58"W
81.26
C109
37.29
172.50
12.39
N49° 20' 00"W
37.22
C110
35.39
172.50
11.76
N61° 24' 16"W
35.33
C111
19.33
172.50
6.42
N70° 29' 32"W
19.32
C112
16.44
277.50
3.39
N72" 00' 19"W
16.44
C113
31.27
277.50
6.46
N67° 04' 47"W
31.26
C114
22.12
25.00
50.70
N38° 29' 58"W
21.41
C115
23.46
50.00
26.89
N26° 35' 25"W
23.25
C116
66.98
50.00
76.75
N78° 24' 27"W
62.08
C117
79.01
50.00
90.54
S17° 57' 00"W
71.04
C118
76.13
50.00
87.24
370' 56' 11"E
68.99
C119
22.12
25.00
50.70
S89° 12' 10"E
21.41
C120
32.64
322.50
5.80
S66° 45' 03"E
32.63
WATER USE LINE TABLE
LINE
BEARING
WUL1
S00°38'33"E
WUL2
N00°27'29"W
WUL3
S00°33'37"E
WUL4
S18'31'17"E
WUL5
SO4°29'09"E
WUL6
S13°25'12"E
WUL7
S12°25'08"E
WUL8
S32`47'15"E
WUL9
S27°24'28"E
WUL10
S74`21'05"E
LINE TABLE
LINE
LENGTH
BEARING
L36
121.33'
N30°40'13"E
L37
109.68'
N19°05'54"E
L142
47.06'
S27°19'45"E
L143
119.05'
N89°11'11"E
L144
122.25'
S39°26'13"E
L145
140.44'
N55°02'05"E
L146
68.92'
S83'00'32"E
L147
77.13'
S57°11'16"E
L148
96.34'
S79`57'44"E
L149
116.38'
S73-48'57"E
LINE TABLE
LINE
LENGTH
BEARING
L253
120.96'
S01 °38'36"E
L254
80.07'
S42°23'26"W
L255
87.44'
N89°44'57"W
L256
73.58'
S12°25'08"W
L257
93.35'
S72°10'18"W
L258
110.91'
S46°12'47"E
L259
80.50'
S35°09'12"E
L260
82.82'
S01°29'10"E
L261
159.59'
S68°58'29"W
L262
161.04'
S71 °01'06"W
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C21
36.93
270.00
7.84
N80° 28' 58"E
36.91
C22
87.39
270.00
18.54
S86° 19' 36"E
87.00
C23
6.31
530.00
0.68
S77° 23' 44"E
6.31
C24
85.81
530.00
9.28
S82° 22' 30"E
85.72
C25
9.18
25.00
21.04
S76° 29' 37"E
9.13
C26
63.81
50.00
73.13
N77° 27' 48"E
59.57
C27
39.42
50.00
45.17
N18° 18' 53"E
38.41
C28
42.51
50.00
48.71
N28° 37' 41 "W
41.24
C29
91.24
50.00
104.56
S74' 44' 10"W
79.10
C30
30.77
25.00
70.53
S57° 43' 20"W
28.87
C31
84.30
485.00
9.96
N82° 02' 03"W
84.19
C32
7.63
315.00
1.39
N77° 44' 55"W
7.63
C33
35.00
50.00
40.11
S76' 59' 22"E
34.29
C34
39.67
50.00
45.45
N60° 13' 48"E
38.63
C35
1.15
25.00
2.64
N38° 49' 13"E
1.15
C36
20.97
25.00
48.07
N64° 10' 20"E
20.36
C37
27.93
322.50
4.96
N85° 43' 32"E
27.92
C38
80.93
322.50
14.38
N76° 03' 20"E
80.72
C39
86.84
322.50
15.43
N61 ° 09' 08"E
86.58
C40
30.99
1 322.50
1 5.51
1 N50° 41' 08"E
1 30.98
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C121
22.81
322.50
4.05
S71' 40' 36"E
22.80
C122
39.18
222.50
10.09
N15° 43' 45"W
39.13
C123
22.12
25.00
50.70
N4' 34' 41"E
21.41
C124
86.35
50.00
98.95
N19° 32' 38"W
76.01
C125
35.76
50.00
40.97
N89° 30' 17"W
35.00
C126
85.26
50.00
97.71
S21° 09' 19"W
75.30
C127
38.20
50.00
43.78
S49' 35' 1FE
37.28
C128
22.12
25.00
50.70
S46° 07' 31"E
21.41
C129
80.77
177.50
26.07
S3° 03' 39"E
80.07
C130
0.15
977.53
0.01
N14° 12' 22"W
0.15
C131
80.08
977.50
4.69
N11° 51' 00"W
80.06
C132
55.43
977.50
3.25
N7' 52' 43"W
55.42
C133
53.43
1022.50
2.99
N7° 45' 05"W
53.43
C134
49.27
1022.50
2.76
N10° 37' 44"W
49.26
C135
21.88
25.00
50.15
N13' 03' 50"E
21.19
C136
58.00
50.00
66.46
N40 54' 22"E
54.80
C137
60.96
50.00
69.85
N63° 14' 59"W
57.25
C138
42.28
50.00
48.45
S570 35' 59"W
41.03
C139
84.33
50.00
96.64
S14° 56' 44"E
74.69
C140
20.01
25.00
45.86
S400 20' 09"E
19.48
WATER USE LINE TABLE
LINE
BEARING
WUL11
S25°30'41"E
WUL12
S22°15'35"E
WUL13
S42°29'59"E
WUL14
S45°31'15"E
WUL15
N11°33'54"W
WUL16
S00°47'03"W
WUL17
S00°07'32"E
WUL18
S47°38'13"W
WUL19
Sol °10'19"W
WUL20
S02°58'40"E
WATER USE LINE TABLE
LINE
BEARING
WUL21
S09°05'30"E
WUL22
S20°33'34"E
WUL23
S36°05'46"E
WUL24
S10'26'03"E
WUL25
S09°14'50"W
WUL26
SO4°35'56"E
WUL27
S12'07'29"E
WUL28
S31`38'28"E
WUL29
S29°43'47"E
WUL30
S45°10'12"E
LINE TABLE
LINE
LENGTH
BEARING
L150
121.75'
S53'04'10"E
L151
66.23'
N32°34'56"E
L152
87.69'
N81 °34'38"E
L153
78.69'
S67°45'26"E
L154
101.80'
S29°46'22"E
L155
72.48'
N42°28'30"E
L156
69.85'
N37°46'51 "E
L157
95.20'
S72°06'28"E
L158
92.57'
S47°13'11 "E
L159
64.54'
S24-19'45"E
LINE TABLE
LINE
LENGTH
BEARING
L241
111.27'
S65°45'19"W
L242
114.53'
S81 °19'01 "W
L243
137.65'
N69°14'32"W
L244
103.32'
N29°18'48"W
L245
181.89'
N21 °09'51 "W
L246
60.61'
S03°29'l9"W
L247
138.44'
S33°15'54"W
L248
71.84'
N53°44'57"W
L249
121.29'
N30°24'35"W
L252
73.12'
S23-32'37"W
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C41
83.49
172.50
27.73
N34° 04' 02"E
82.68
C42
113.61
172.50
37.74
N1 ° 19' 59"E
111.57
C43
38.45
25.00
88.13
N26° 31' 48"E
34.77
C44
29.00
745.00
2.23
N71 ° 42' 38"E
29.00
C45
82.95
745.00
6.38
N76° 00' 56"E
82.91
C46
108.96
745.00
8.38
N83° 23' 43"E
108.86
C47
117.74
745.00
9.06
S87° 53' 14"E
117.62
C48
69.74
745.00
5.36
S80° 40' 41"E
69.71
C49
25.94
1030.00
1.44
S78° 43' 03"E
25.93
C50
113.93
1030.00
6.34
S82° 36' 28"E
113.88
C51
9.47
970.00
0.56
S85° 29' 49"E
9.47
C52
92.05
970.00
5.44
S82° 29' 56"E
92.01
C53
89.69
970.00
5.30
S77° 07' 53"E
89.66
C54
32.01
1030.00
1.78
S75° 22' 22"E
32.01
C55
80.31
1030.00
4.47
S780 29' 48"E
80.29
C56
86.52
1030.00
4.81
S83° 08' 13"E
86.49
C57
80.08
1030.00
4.45
S87° 46' 14"E
80.06
C58
14.02
25.00
32.13
S74° 17' 33"E
13.84
C59
4.69
25.00
10.75
S52° 51' 12"E
4.68
C60
73.35
50.00
84.05
SW 30' 16"E
66.94
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C141
2.38
25.00
5.45
S14° 40' 49"E
2.38
C142
97.24
977.50
5.70
S9° 06' 15"E
97.20
C143
27.42
1022.50
1.54
S7° 01' 21"E
27.42
C144
107.67
1022.50
6.03
S10° 48' 27"E
107.62
C145
51.08
127.50
22.95
N7° 57' 46"W
50.74
C146
22.12
25.00
50.70
N28° 51' 58"E
21.41
C147
68.42
50.00
78.40
N15' 01' 07E
63.20
C148
47.91
50.00
54.90
N51 ° 37' 45"W
46.10
C149
36.62
50.00
41.97
S79° 56' 17"W
35.81
C150
64.37
50.00
73.77
S22° 04' 17W
60.02
C151
28.25
50.00
32.38
S31' 00' 01"E
27.88
C152
22.12
25.00
50.70
S21 ° 50' 14"E
21.41
C153
104.53
172.50
34.72
N32° 18' 53"E
102.94
C154
50.73
172.50
16.85
N60 31' 47"E
50.55
C155
50.73
172.50
16.85
N10° 19' 10"W
50.55
C156
58.06
172.50
19.28
N28° 23' 11"W
57.79
C157
6.91
172.50
2.30
N39° 10' 36"W
6.91
C158
30.77
25.00
70.53
N5° 03' 37"W
28.87
C159
88.94
50.00
101.92
N20° 45' 18"W
77.67
C160
48.74
282.50
9.89
N18° 14' 30"E
48.68
WATER USE LINE TABLE
LINE
BEARING
WUL31
S13°38'23"E
WUL32
S07°58'32"W
WUL33
S23°09'32"E
WUL34
S28°19'06"E
WUL35
S25°17'03"E
WUL38
S87°25'47"E
WUL39
N31 °30'54"E
WUL40
N20°52'25"E
WUL41
S18'55'32"E
WUL42
N14`58'11"E
LINE TABLE
LINE
LENGTH
BEARING
L160
167.89'
S68'45'36"E
L161
85.76'
S57°27'53"E
L162
76.32'
S15'39'05"E
L163
105.36'
S17°32'43"W
L164
87.28'
S37°37'04"W
L165
87.38'
S65°48'35"W
L166
91.87'
S46'11'35"W
L167
67.18'
N82°04'38"W
L168
45.43'
N52°34'18"W
L169
57.26'
S54°49'55"W
LINE TABLE
LINE
LENGTH
BEARING
L231
93.55'
S30°21'42"W
L232
48.50'
N78°24'04"W
L233
60.09'
S06°29'51 "W
L234
60.30'
S50°06'00"W
L235
104.24'
S80°25'51 "W
L236
137.07'
N86°31'27"W
L237
205.04'
N36°18'28"W
L238
75.82'
S16°11'34"W
L239
99.51'
S12°35'38"W
L240
134,05'
S48'02'52"W
WATER USE LINE TABLE
LINE
BEARING
WUL43
S14°29'52"E
WUL44
N11 °32'24"E
WUL45
S51 °41'32"E
WUL46
S23°27'39"W
WUL47
S31 °23'17"W
WUL48
S10°11'34"W
WUL49
S21°52'25"E
WUL50
S18`13'18"E
WUL51
S18°27'32"E
WUL52
S22`21'47"E
LINE TABLE
LINE
LENGTH
BEARING
L170
98.09'
S58°34'35"W
L172
55.84'
N53°06'40"W
L173
82.08'
S78°15'04"W
L174
130.33'
S76°31'04"W
L175
147.20'
N25°36'03"W
L176
54.99'
N62°55'14"W
L177
140.45'
S43°27'42"W
L178
70.51'
S71°08'34"W
L179
113.34'
S79°07'27"W
L180
99.17'
N64'20'36"W
LINE TABLE
LINE
LENGTH
BEARING
L221
187.20'
S61°35'24"W
L222
87.06'
S75°02'42"W
L223
97.07'
N62°33'06"W
L224
95.92'
N89°24'33"W
L225
67.73'
N82°28'18"W
L226
100.17'
S53°30'28"E
L227
60.27'
S25°48'51 "E
L228
118.84'
S36°45'52"W
L229
66.31'
S28°18'14"W
rL230
42.25'
S02°14'01 "W
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C61
25.43
50.00
29.14
N33° 54' 14"E
25.15
C62
23.85
50.00
27.33
N5° 40' 24"E
23.62
C63
23.78
50.00
27.25
N21 ° 36' 58"W
23.56
C64
30.04
50.00
34.42
N52° 27' 15"W
29.59
C65
52.61
50.00
63.48
S78° 35' 36"W
52.61
C66
18.67
25.00
42.79
S68° 14' 48"W
18.24
C67
47.03
970.00
2.78
N88° 58' 13"W
47.03
C68
82.26
970.00
4.86
N85° 09' 06"W
82.24
C69
80.44
970.00
4.75
N80° 20' 46"W
80.42
C70
59.05
970.00
3.49
N76° 13' 35"W
59.04
C71
45.30
1030.00
2.52
N750 44' 32"W
45.29
C72
80.45
1030.00
4.48
N79° 14' 24"W
80.43
C73
77.29
1030.00
4.30
N830 37' 38"W
77.27
C74
73.51
970.00
4.34
N83° 36' 21 "W
73.49
C75
58.22
970.00
3.44
N790 42' 56"W
58.21
C76
0.73
805.00
0.05
N78° 01' 20"W
0.73
C77
80.31
805.00
5.72
N80° 54' 23"W
80.28
C78
80.04
805.00
5.70
N86° 36' 47"W
80.01
C79
22.12
25.00
50.70
N29° 40' 07"E
21.41
C80
49.88
1 50.00
1 57.16
N26° 26' 26"E
47.84
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C161
57.68
317.50
10.41
N170 58' 47"E
57.60
C162
86.74
100.00
49.70
S41 ° 08' 45"W
84.04
C163
51.78
65.00
45.64
S43° 10' 18"W
50.42
C164
44.67
805.00
3.18
N88° 56' 55"E
44.67
C165
42.31
25.00
96.97
N44° 09' 44"W
37.44
C166
6.50
1030.00
0.36
N89° 49' 17E
6.50
C167
14.49
177.50
4.68
S18° 26' 05"E
14.49
C168
111.25
277.50
22.97
N2° 53' 33"W
110.50
C169
58.11
127.50
26.11
N21 ° 38' 53"E
57.60
C170
33.32
127.50
14.97
N42° 11' 22"E
33.22
WATER USE LINE TABLE
LINE
BEARING
WUL53
S08°41'59"E
WUL54
S01°07'38"E
WUL55
S12°46'08"E
WUL56
N11°20'50"W
WUL57
S20°28'53"E
WUL58
S05'54'15"W
WUL59
S16°58'56"W
WUL60
SO4°54'54"W
WUL61
S16°06'58"E
WUL62
N32°01'26"W
LINE TABLE
LINE
LENGTH
BEARING
L181
59.28'
N27°36'57"W
L182
62.15'
N58°46'10"W
L183
55.40'
S38°55'27"W
L184
107.02'
S31 °18'19"W
L185
95.18'
S61 °23'47"W
L186
86.66
S81 °56'42"W
L187
69.43'
N68°32'16"W
L188
42.85'
S33°47'43"W
L189
63.23'
SO4°03'50"E
L190
99.14'
S25°06'05"W
LINE TABLE
LINE
LENGTH
BEARING
L263
100.47'
N55`38'45"W
L264
108.56'
S41 °54'40"W
L265
114.50'
N45`07'37"W
L266
122.64'
N25'27'45"W
L267
115.97'
N35`02'37"W
L268
85.72'
S12°28'56"W
L269
130.63'
S07°35'24"E
L270
80.82'
S13°42'59"E
L271
89.19'
S21 °40'09"W
L272
31.33'
S75°42'41 "W
WATER USE LINE TABLE
LINE
BEARING
WUL63
S10°17'34"W
WUL64
S64°27'38"W
WUL65
S06°36'34"W
WUL66
S19°04'57"E
WUL67
S03°33'40"E
WUL68
SO4'57'57"E
WUL69
S02'00'43"E
WUL70
S22°08'15"E
WUL71
S70'39'50"E
WUL72
N89°19'12"E
LINE TABLE
LINE
LENGTH
BEARING
L191
66.91'
S73°17'52"W
L192
78.22'
S38°06'22"W
L193
50.65'
S09°13'42"E
L194
98.21'
S57°52'20"W
L195
170.43'
N86°53'17"W
L196
165.92'
N66°20'56"W
L197
104.28'
N39°07'28"W
L198
104.41'
N32°02'12"W
1-199
64.76'
S26°57'45"W
L200
101.87'
S06°13'12"W
LINE TABLE
LINE
LENGTH
BEARING
L273
95.38'
S76`14'23"W
L274
140.74'
S87°34'05"W
L275
31.97'
N30°34'15"W
L276
195.63'
N88°12'30"W
L277
49.98'
N01 °49'44"E
L278
50.00'
S01 °51'49"W
L279
105.21'
N88°07'17"W
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C81
51.27
50.00
58.75
N31 ° 30' 59"W
49.06
C82
35.87
50.00
41.11
N81 ° 26' 47"W
35.11
C83
34.71
50.00
39.78
S58° 06' 46"W
34.02
C84
73.84
50.00
84.61
S4° 04' 51"E
67.31
C85
22.12
25.00
50.70
S21' 02' 06"E
21.41
C86
98.96
277.50
20.43
N26° 56' 36"W
98.43
C87
98.52
277.50
20.34
N6° 33' 25"W
98.00
C88
19.36
322.50
3.44
N 1 ° 53' 37"E
19.36
C89
22.54
322.50
4.00
N 1 ° 49' 43"W
22.54
C90
29.47
172.50
9.79
N8° 43' 28"W
29.43
C91
81.35
172.50
27.02
N27° 07' 44"W
80.60
C92
22.12
25.00
50.70
N15' 17' 17W
21.41
C93
33.15
50.00
37.99
N8° 55' 45"W
32.55
C94
81.16
50.00
93.00
N74' 25' 19"W
72.54
C95
52.93
50.00
60.65
S28° 45' 13"W
50.49
C96
78.17
50.00
89.58
S46° 21' 35"E
70.45
C97
20.49
25.00
46.95
S67° 40' 19"E
19.92
C98
89.82
127.50
40.36
S24° 00' 48"E
87.98
C99
89.82
127.50
40.36
S24° 00' 48"E
87.98
C100
36.06
277.50
7.44
SO° 06' 31"E
36.03
WATER USE LINE TABLE
LINE
BEARING
WUL73
N27°51'14"E
WUL74
N47°13'13"E
WUL75
N29°02'09"E
WUL76
N24'26'55"W
WUL77
N06°15'57"E
WUL78
N21'06'27"E
WUL79
N08°00'15"E
WUL80
N07°42'18"E
WUL81
N06°51'25"E
WUL82
N04°19'00"E
LINE TABLE
LINE
LENGTH
BEARING
L201
77.25'
S18°06'11 "W
L202
87.01'
S63°43'59"W
L203
70.84'
N75°56'58"W
L204
42.37'
S36°40'51 "W
L205
63.04'
S87°31'45"W
L206
87.73'
S61°31'24"W
L207
60.58'
S88'51'04"E
L208
54.05'
S62°40'27"E
L209
65.67'
S88`07'01 "E
L210
111.30'
S74°27'46"E
LINE TABLE
LINE
LENGTH
BEARING
L280
186.87'
N84'00'41 "E
L281
211.62'
S86°55'45"W
L282
135.29'
S20°34'45"W
L283
145.99'
S75°43'26"W
L284
258.37'
S88°30'24"W
L304
135.44'
N88°30'24"E
L306
59.21'
S88°30'24"W
WATER USE LINE TABLE
LINE
BEARING
WUL84
N04°01'34"E
WUL86
N18°04'27"W
WUL87
N37°08'12"E
WUL88
N16°11'23"E
WUL89
NO3°37'53"E
WUL90
N55°01'40"E
WUL91
S12'31'23"E
WUL92
S67'51'08"E
LINE TABLE
LINE
LENGTH
BEARING
L211
96.39'
S64°48'49"E
L212
89.12'
S43°06'45"E
L213
36.39'
S86°09'20"E
L214
124.27'
S62°00'30"E
L215
54.31'
S78°32'30"E
L216
55.45'
S32°35'44"E
L217
75.03'
S48'28'12"W
L218
124.96'
S67°18'13"W
L219
93.24'
S62°25'00"W
L220
52.34'
S49-12'57"W
LINE TABLE
LINE
LENGTH
BEARING
L289
41.64'
N88°06'15"W
L290
334.65'
N43°15'20"W
L291
165.41'
N60°32'59"W
L292
325.27'
N69°05'44"W
L293
50.94'
N84°24'02"W
L294
59.01'
S84°24'32"E
L295
331.54'
S69°08'44"E
L296
172.22'
S60°32'59"E
L297
326.84'
S43°15'21 "E
L298
29.26'
S88°06'15"E
LINE TABLE
LINE
LENGTH
BEARING
L285
153.61'
N66°40'58"E
L286
31.65'
S23°17'02"E
L287
44.23'
S59°07'05"W
L288
135.90'
S58°57'06"W
L299
21.71'
S67°09'20"W
L300
53.27'
N58°41'15"E
L301
24.87'
N58°41'15"E
L302
41.11'
S58°41'15"W
1-303
69.92'
1 S66'40'58"W
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C201
470.00'
77.64'
77.55'
S16°45'30"E
009'27'53"
C202
470.00'
32.71'
32.70'
S10°01'57"E
003*59'13"
C203
530.00'
20.72'
20.71'
S10°54'22"E
002°14'22"
C204
530.00'
87.55'
87.45'
S16°45'30"E
009'27'53"
C205
530.00'
180.43'
179.56'
N07°14'50"E
019`30'21"
C206
270.00'
454.80'
402.91'
S45°45'01 "W
096'30'43"
C207
50.00'
46.83'
45.13'
N59°09'51 "W
053`39'32"
C208
85.00'
159.21'
136.94'
S85°59'37"E
107*19'03"
C209
50.00'
46.83'
45.13'
S67°10'37"W
053`39'32"
C210
50.00'
46.83'
45.13'
S59'09'51"E
053'39'32"
C211
85.00'
159.21'
136.94'
N85°59'37"W
107`19'03"
C212
50.00'
46.83'
45.13'
N67°10'37"E
053'39'32"
C213
330.00'
555.87'
492.44'
S45°45'01 "W
096`30'43"
C214
470.00'
180.23'
179.12'
N08°28'47"E
021'58'15"
C215
330.00'
476.81'
436.40'
N52°36'48"E
082°47'09"
C216
270.00'
389.94'
356.93'
S52'35'42"W
082'44'56"
C217
330.00'
105.67'
105.22'
N84°47'46"E
018*20'47"
C218
270.00'
166.73'
164.09'
N86-41'12"W
035°22'51"
C219
330.00'
188.99'
186.42'
S85°24'11"E
032°48'49"
C220
25.00'
38.70'
34.95'
N57°27'42"W
088°41'47"
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C261
127.50'
43.67'
43.45'
N27°20'50"W
019°37'24"
C262
25.00'
44.15'
38.63'
N33'03'14"E
101 *10'45"
C263
270.00'
105.87'
105.19'
S85°07'23"E
022°28'00"
C264
330.00'
38.78'
38.75'
N77°15'22"W
006°43'57"
C265
25.00'
33.60'
31.13'
S42°07'15"E
077*00'11"
C266
172.50'
64.65'
64.27'
N14°21'19"W
021 °28'19"
C267
50.00'
107.41'
87.92'
S51 °02'35"E
123°04'55"
C268
25.00'
22.12'
21.41'
N87°13'56"W
050*42'13"
C269
127.50'
129.65'
124.13'
N32°45'00"W
058*15'40"
C270
25.00'
38.20'
34.59'
N40°09'25"E
087°33'09"
C271
330.00'
175.44'
173.38'
S68*42'11 "W
030°27'37"
C272
270.00'
57.54'
57.43'
N59°34'42"E
012*12'39"
C273
25.00'
39.27'
35.36'
S69°18'58"E
090*00,00"
C274
127.50'
90.38'
88.50'
SO4°00'33"E
040°36'49"
C275
172.50'
96.91'
95.64'
N00'12'09"E
032*11'24"
C276
127.50'
200.28'
180.31'
N28°42'09"W
090*00,00"
C277
172.50'
122.28'
119.73'
SO4°00'33"E
040°36'49"
C278
25.00'
39.27'
35.36'
N20°41'02"E
090°00'00"
C279
330.00'
152.04'
150.69'
S52°29'08"W
026°23'49"
C280
270.00'
131.09'
129.81'
N53'11'46"E
027°49'05"
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C321
270.00'
390.12'
357.06'
N52°36'48"E
082°47'09"
C322
25.00'
33.32'
30.91'
N42°30'03"E
076°22'06"
C323
806.65'
141.82'
141.64'
S75°38'54"W
010*04'25"
C324
25.00'
40.09'
35.93'
S63°28'12"E
091 °52'09"
C325
172.50'
59.08'
58.79'
N27'20'50"W
019*37'24"
LINE TABLE
LINE
LENGTH
BEARING
L401
31.91'
S28°33'14"E
L402
48.22'
S15°04'17"E
L403
22.45'
S28°33'14"E
L421
62.01'
SO4°30'29"W
L422
17.88'
S18°41'15"W
L423
16.90'
N71 °18'45"W
L424
17.94'
S38°26'08"E
L425
115,55'
N77°03'17"W
L426
59.29'
N87°00'48"W
L427
15.50'
N87'00'48"W
LINE TABLE
LINE
LENGTH
BEARING
L428
115.55'
N77°03'17"W
L429
12.27'
N76°33'50"E
L442
13.14'
S20°52'52"W
L443
66.57'
S26'12'59"W
L444
85.31'
S24'32'00"W
L445
38.68'
S47`55'58"W
L446
25.90'
N17'32'08"W
L447
76.14'
S70`35'43"W
L463
55.86'
S74°28'57"E
L475
65.04'
S89`38'27"W
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C221
322.50'
182.41'
179.99'
S29°19'01 "E
032°24'26"
C222
127.50'
83.32'
81.85'
N26°49'44"W
037°26'33"
C223
322.50'
115.09'
114.48'
S18°19'51 "E
020°26'47"
C224
25.00'
39.27'
35.36'
N16°26'46"E
090*00,00"
C225
25.00'
22.12'
21.41'
N86°47'52"E
050*42'13"
C226
50.00'
87.82'
76.96'
S61'49'46"W
100*38'24"
C227
50.00'
66.04'
61.34'
S48°34'45"W
075°40'24"
C228
25.00'
22.12'
21.41'
N36°05'39"E
050*42'13"
C229
25.00'
39.27'
35.36'
S73°33'14"E
090°00'00"
C230
277.50'
99.03'
98.50'
S18°19'51 "E
020°26'47"
C231
172.50'
112.73'
110.73'
N26°49'44"W
037°26'33"
C232
277.50'
157.10'
155.01'
S29°19'55"E
032*26'12"
C233
25.00'
35.14'
32.32'
S27°09'04"W
080°31'46"
C234
270.00'
43.56'
43.52'
S72°02'18"W
009*14'41"
C235
270.00'
31.92'
31.90'
S80°02'49"W
006°46'22"
C236
80.00'
69.41'
67.25'
N71°42'39"W
049°42'41"
C237
90.12'
53.27'
52.50'
S63°47'21 "E
033°52'05"
C238
80.00'
67.87'
65.85'
N56°25'11"W
048°36'25"
C239
177.50'
117.35'
115.23'
N13°16'35"W
037°52'52"
C240
277.50'
62.38'
62.25'
N12°14'50"E
012*52'49"
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C281
80.00'
87.32'
83.05'
S81°37'35"E
062*32'13"
C282
90.02'
20.81'
20.77'
N56'58'55"W
013*14'53"
C283
80.00'
79.64'
76.39'
S35°05'11 "E
057°02'22"
C284
177.50'
105.20'
103.67'
S10'24'46"W
033°57'31"
C285
222.50'
147.87'
145.16'
N08'21'13"E
038°04'37"
C286
177.50'
53.96'
53.75'
N18°41'00"E
017`25'03"
C287
222.50'
131.87'
129.95'
S10'24'46"W
033°57'31"
C288
80.00'
67.82'
65.81'
N17°43'08"E
048*34'15"
C289
90.02'
12.97'
12.96'
S37°52'31"W
008*15'28"
C290
80.00'
69.38'
67.22'
N58°35'24"E
049*41'13"
C291
330.00'
39.01'
38.99'
S80°02'49"W
006°46'22"
C292
25.00'
39.27'
35.36'
S58`20'22"E
090°00'00"
C293
277.50'
207.47'
202.67'
S08°04'45"W
042*50'14"
C294
322.50'
246.00'
240.08'
N07°38'45"E
043*42'14"
C295
1022.50'
6.82'
6.82'
S14'00'54"E
000°22'55"
C296
277.50'
211.67'
206.58'
N07°38'45"E
043*42'14"
C297
322.50'
241.12'
235.54'
S08°04'45"W
042*50'14"
C298
25.00'
35.24'
32.39'
N27°02'18"E
080*45'19"
C299
270.00'
50.77'
50.70'
N72'48'11 "E
010*46'27"
C300
270.00'
154.63'
152.53'
S85°24'11 "E
032°48'49"
LINE TABLE
LINE
LENGTH
BEARING
L476
55.86'
N74°28'57"W
L487
21.58'
N77°59'47"W
L488
110.46'
N61 °52'50"W
L489
44.40'
N73°42'09"W
L490
12.21'
S73°42'09"E
L491
113.61'
N06`15'16"W
FL492
113.61'
1 S06-15'16"E
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C241
322.50'
79.81'
79.61'
S11 °35'52"W
014*10'46"
C242
25.00'
22.12'
21.41'
N29°51'35"E
050*42'13"
C243
50.00'
22.63'
22.44'
S42°14'40"W
025°56'03"
C244
315.00'
137.41'
136.32'
S89'03'38"W
024°59'37"
C245
277.50'
155.58'
153.55'
S87°22'28"E
032°07'25"
C246
25.00'
39.27'
35.36'
S26°18'45"E
090*00,00"
C247
322.50'
72.50'
72.35'
N12°14'50"E
012*52'49"
C248
222.50'
147.14'
144.47'
N13°16'21 "W
037°53'22"
C249
80.00'
145.20'
126.08'
S19°54'36"W
103°59'38"
C250
330.00'
187.88'
185.35'
N55°35'49"E
032*37'12"
C251
270.00'
124.39'
123.30'
S52`29'08"W
026°23'49"
C252
330.00'
70.33'
70.20'
N59°34'42"E
012*12'39"
C253
270.00'
248.05'
239.42'
S79`47'30"W
052*38'14"
C254
330.00'
149.50'
148.22'
S86°52'05"E
025°57'23"
C255
25.00'
35.91'
32.91'
N58°41'27"W
082*18'38"
C256
127.50'
145.69'
137.89'
N15°11'55"E
065°28'06"
C257
277.50'
195.06'
191.07'
N68°04'10"E
040*16'24"
C258
25.00'
22.12'
21.41'
S66°26'31 "E
050*42'13"
C259
50.00'
170.91'
99.05'
S40°59'13"W
195°50'44"
C260
322.50'
229.50'
224.68'
S16°46'21 "E
040°46'22"
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C301
25.00'
39.27'
35.36'
S23°59'46"E
090°00'00"
C302
127.50'
55.68'
55.24'
S33'30'54"W
025°01'20"
C303
172.50'
87.57'
86.63'
N31°28'58"E
029*05'11"
C304
172.50'
109.53'
107.70'
N01°15'00"W
036°22'47"
C305
172.80'
71.25'
70.74'
S07°37'05"E
023°37'25"
C306
127.50'
80.96'
79.60'
N01°15'00"W
036°22'47"
C307
127.50'
64.73'
64.03'
N31°28'58"E
029*05'11"
C308
172.50'
75.33'
74.74'
S33`30'54"W
025°01'20"
C309
25.00'
39.27'
35.36'
N66°00'14"E
090*00,00"
C310
330.00'
203.78'
200.56'
N86°41'12"W
035°22'51"
C311
25.00'
39.27'
35.36'
S59°22'37"E
090*00,00"
C312
50.00'
148.05'
99.59'
S23`27'39"W
169°39'00"
C313
25.00'
9.18'
9.13'
N50°50'40"W
021 °02'22"
C314
127.50'
200.28'
180.31'
N04°40'31 "E
090°00'00"
C315
172.50'
45.07'
44.95'
S42°11'22"W
014*58'17"
C316
172.50'
78.61'
77.94'
S21 °38'53"W
026°06'42"
C317
322.50'
129.29'
128.42'
S02°53'33"E
022°58'09"
C318
25.00'
39.27'
35.36'
N30°37'23"E
090°00'00"
C319
270.00'
86.46'
86.09'
N84°47'46"E
018*20'47"
C320
330.00'
476.60'
436.24'
S52°35'42"W
082°44'56"
DUKE ENERGY LAND ACCOUNTING INFORMATION
SITE: 104540
PROJECT (MAP): 104540-004876
SEE SHEET 1 FOR NOTES AND LEGEND.
IG.
Know what's below.
Call before you dig.

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
Soils Evaluation
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

PIEDMONT
4: ENVIRONMENTAL
ASSOC I A T E S, P. A.
12/ 15/2023
Sunbelt Land Management
c/o: Randy Allen
3129 Springbank Ln., Suite 201
Charlotte, NC 28226
Project # 3656
Soils Report for Proposed Residential Surface Spray Wastewater Irrigation System
Project Name: The Peninsula at Hyco Lake, Lot 13
A detailed soil evaluation on the above referenced tract was conducted to determine
suitability for a subsurface or surface wastewater system. This report is being prepared to
satisfy the requirements set forth by 15A NCAC 02T.0600 concerning the soils report for
single family surface wastewater systems since this property does not contain enough
suitable soils to support a 3-bedroom subsurface septic system. The location and
characteristics of a site that is potentially useable for a surface drip irrigation wastewater
system was identified. This report details our findings and provides the necessary
soil/site information needed for a surface irrigation system to be designed by a
professional engineer. This fieldwork was completed in July, 2023.
The potentially useable soil area was located in the field and is shown on the
accompanying soils map (Attachment 1). The proposed disposal area is compliant with
buffers for surface wastewater systems. The map also shows the locations where
measurements of saturated hydraulic conductivity (Ksat) were performed.
This site is located in the "Intermediate Mafic" geologic unit of Person County. Upland
soils on the site are generally similar to the Raslo/Siloam soil series. These soils have
expansive clay mineralogy and may have indications of soil wetness present in the
subsurface horizons. Soil wetness indicators are understood to be perched based on
guidance and interpretations of the Person County soil survey document. These
types of soils are generally unsuitable for conventional subsurface septic systems.
However, the favorable soil characteristics of the surface horizons offer the opportunity
for surface application of treated wastewater.
Soil Evaluation
The soil condition of the proposed wastewater area is described with the borings shown
on the attached soils map, as well as in the accompanying Ksat location soil profile
descriptions (Attachment 2).
216 S. Swing Rd., Suite 1 Y. Greensboro, NC 27409 % 336-662-5487

The landscape position for the proposed irrigation field is on a broad side slope with a
sandy loam A horizon. We recommend a maximum instantaneous irrigation rate of no
greater than 0.3 in/hr for design purposes. Measurements of saturated hydraulic
conductivity (Ksat) were conducted within the Bt horizon at three locations within each
of the two proposed drip disposal area. The Bt horizon was tested because it was the
most restrictive soil horizon based on texture and mineralogy.
It should be noted that a portion of the proposed drip dispersal field will rely on
amendment with approved soil. The area should be amended and smoothed with
additional topsoil per the following procedure:
Approved Procedures for the Addition of Fill Materials
1) A NC Licensed Soil Scientist shall review the site to determine that soil moisture
conditions are low enough to ensure that compaction of the underlying subsoil
and rutting of the soil surface will not occur. The Soil Scientist shall also be
present during the procedure outlined below to minimize the risk of damaging the
application area through direct supervision of the installation.
2) The material shall be inspected to insure that fibrous organics, building rubble, or
other debris are not present. Fill material shall have USDA soil textures classified
as sand, loamy sand or sandy loam, however the final six inches of fill used shall
have a sandy loam or loam texture for the establishment of a vegetative cover.
3) Heavy vegetative cover or organic litter shall be removed from the native soil
within the application area prior to incorporation of the fill material.
4) A layer of fill material shall be added to the application area. This first layer
of fill material and the existing soil shall then be mixed to a depth of six inches
below the native soil/fill interface.
5) The fill area shall be shaped to shed surface water and shall be stabilized with a
vegetative cover to prevent erosion if installation is to occur greater than one
week from fill addition. The side slope of the fill shall not exceed a rise to run
ratio of 1:4
6) A soil test shall be performed on the fill material after installation to determine the
amount of liming material necessary to stabilize the material, and the fertilizer
required for the establishment of a cover crop if applicable.
7) If a vegetative cover crop is to be established on the fill material, fescue grass
seed shall be applied at a rate of 5lbs per thousand square feet and mulched with
wheat straw at a rate of 1 bale per thousand square feet.
Since a sandy loam surface texture is required for the fill material, a maximum
instantaneous irrigation rate of 0.3 in/hr is recommended for the filled portion of
the drain field as well.

The geometric mean Ksat of the native Bt horizon (most restrictive) was 0.014 in/yr.
Ksat calculations and field data are shown in Attachment 3.
Single Family Loading Rate Worksheet
A single-family water balance calculation was conducted per the above referenced
regulation. Based on the geometric mean Ksat and our field observations, these soils fall
under Loading Rate Group SFR-C and could therefore be loaded from 13.0-19.5 in/yr.
Parameters utilized in the SFR Irrigation Area Calculation Worksheet are described
below:
Potential Evapotranspiration (PET) and 80th Percentile Irrigation:
Data from a nearby site (RDU International Weather Station) for a 77 year period was
utilized in the model per NC DWQ policy guidelines for these parameters. This data is
shown in the attached SFR Irrigation Area Calculation Worksheet (Attachment 4).
Drainage Rate and Discussion of Drainage Coefficient Utilized in the SFR Irrigation
Area Worksheet:
We are proposing a drainage coefficient of 32.0%, which results in an actual Annual
Hydraulic Loading Rate of 18.54 inches/year.
Drainage coefficients were first introduced by US EPA as a way of "penalizing"
wastewater movement through the soil profile since it was assumed that wastewater
carried concentrations of organic substances that would form a "biomat", subsequently
retarding the rate of this wastewater movement over time. It is generally held that the
cleaner the wastewater, the higher the drainage coefficient that could be specified.
Unfortunately, to our knowledge, no rigorous scientific testing has been conducted to
assess how this coefficient can vary as a function of wastewater treatment. In this case, a
relatively high level of treatment (TSII) is specified for the proposed waste stream, and a
drainage coefficient of 32.0% allowed for an annual irrigation rate that was in the range
of appropriate values for the loading rate groups provided by NC DEQ. Similar annual
loading rates have been specified for soils in this region by NC DEQ for many years.
In the case of this submittal, the Ksat data were found to be relatively consistent with one
another. We recognize that the subsoil is restrictive as evidenced by the expansive clays
noted in our profile descriptions and boring logs, but the proposed drain field is located
on a broad linear side slope with 15-18% slopes, thereby preventing ponding of any
applied wastewater. The soil characteristics are also consistent with one another as
evidenced by the soil boring logs and soil profile descriptions, suggesting that unexpected
soil inclusions should not be of concern.

Standard Fertility Analysis
Soils within the proposed spray area were also analyzed for current fertility conditions.
Because of similar landscape type and management conditions, one composite sample
was used to infer soil fertility status within the proposed dispersal area. The standard soil
fertility analysis was completed by Waypoint Analytical Laboratories, Inc. Soil sample
results are included in "Soil Analysis Report" provided by Waypoint Analytical
(Attachment 5). Base saturation and exchangeable sodium percentage were determined
by calculation to be 78% and 0.9% respectively. Appendix 5 also contains information
on other soil parameters such as specific nutrient indices and pH.
Conclusions
Site disturbance could create unsuitable conditions for the proposed system and should
therefore be minimized prior to construction. A permanent vegetative cover should be
immediately established and/or maintained over the entire application field after
installation.
An individual wastewater system permit will be required for this property prior to
obtaining a building permit. This will involve a detailed evaluation by the state to
determine, among other things, system size and layout, drive/parking and building
location. Only after developing this information can a final determination be made
concerning specifics of system design and site utilization. The letter of denial regarding
subsurface septic systems issued by Person County Environmental Health should also be
included in the application for a surface application system.
If you have any further questions, please feel free to call [phone].
Sincerely,
G. Christopher Murray, MS
NC Licensed Soil Scientist
Piedmont Environmental Associates, PA

List of Attachments:
Attachment 1 - Soil Map
Attachment 2 - Soil Profile Descriptions at Ksat Locations
Attachment 3 - Ksat Summary and Field Data
Attachment 4 - SFR Irrigation Area Workbook Pages (Including Project Information,
Potential Evapotranspiration Worksheet, 80'' Percentile Precipitation Worksheet and
Irrigation Area Calculation Worksheet)
Attachment 5 - Standard Fertility Analysis

Attachment 2 - Soil Profile Descriptions at Ksat Locations
Project: Peninsula at Hyco % Slope: 11%
Site: Ksat Nest 1 Vegetation: Wooded
Name: Lot 13 Conducted By: CM
Date: 8/22/23
Soil Series: Raslo/Siloam
t
O
O
e
C
c •—
U
U
N
kCL
d
r
d
N
<.i
r
N
O
Cn
y
k
Wo
r
N
x
k
PIEDMONT
ENVIRONMENTAL
A S S O C I A T E S, P A.
w
w a c
N � r
N
U) N
C
d d O N
V V N Y N
in in in a
A
0-3
10YR 5/6
-
-
-
moist
sl
wk
med
qr
fr
ss
s
Bt
4-28
10YR 5/8
-
-
-
moist
c
mod
med
abk
vfi
s
C/CR
28-36
10YR 5/8
-
-
-
moist
sil
structureless
fr
ss
s
R
36
-
-
-
-
-
-
- - I -
-
-
-
Legend:
Textu re
s
sand
I
loam
si
silt
sil
silt loam
c
clay
cl
clay loam
scl
sandy clay loam
sl
sandy loam
Sid
silty clay loam
Structure Grade
Structure Type
wk weak
gr
granular
m moderate
pl
platy
str strong
pr
prismatic
cpr
columnar
abk
angular blocky
sbk
subangular blocky
sg
single grained
ma
massive
Seasonal High Water Table:
Structure Size
Depth Type (apparent/perched):
f
fine
n/a
med
medium
�•p SOIL SCE
O P 1 S 45,
r
rr G
Moist Consistency
'
fr
friable
n
� r
vfr
very friable
fi
firm
7iF tizaa
g` ►u�orrn�
vfi
very firm

Attachment 2 - Soil Profile Descriptions at Ksat Locations
Project: Peninsula at Hyco % Slope: 13%
Site: Ksat Nest 2 Vegetation: Wooded
Name: Lot 13 Conducted By: CM
Date: 8/22/23
Soil Series: Raslo/Siloam
t
O
O
e
C
c •—
U
U
N
kCL
d
r
d
N
<.i
r
N
O
Cn
y
k
Wo
r
N
x
k
PIEDMONT
ENVIRONMENTAL
A S S O C I A T E S, P A.
w
w a c
N � r
N
U) N
C
d d O N
V V N Y N
in in in a
A
0-4
10YR 5/6
-
-
-
moist
sl
wk
med
qr
fr
ss
s
Bt
4-33
10YR 5/8
-
-
-
moist
c
mod
med
abk
vfi
s
C/CR
33-35
10YR 5/8
-
-
-
moist
sil
structureless
fr
ss
s
R
35
-
-
-
-
-
-
- - I -
-
-
-
Legend:
Textu re
s
sand
I
loam
si
silt
sil
silt loam
c
clay
cl
clay loam
scl
sandy clay loam
sl
sandy loam
Sid
silty clay loam
Structure Grade
Structure Type
wk weak
gr
granular
m moderate
pl
platy
str strong
pr
prismatic
cpr
columnar
abk
angular blocky
sbk
subangular blocky
sg
single grained
ma
massive
Seasonal High Water Table:
Structure Size
Depth Type (apparent/perched):
f
fine
n/a
med
medium
�•p SOIL SCE
O P 1 S 45,
r
rr G
Moist Consistency
'
fr
friable
n
� r
vfr
very friable
fi
firm
7iF tizaa
g` ►u�orrn�
vfi
very firm

Attachment 2 - Soil Profile Descriptions at Ksat Locations
Project: Peninsula at Hyco % Slope: 12%
Site: Ksat Nest 2 Vegetation: Wooded
Name: Lot 13 Conducted By: CM
Date: 8/22/23
Soil Series: Raslo/Siloam
t
O
O
e
C
c •—
U
U
N
kCL
d
r
d
N
<.i
r
N
O
Cn
y
k
Wo
r
N
x
k
PIEDMONT
ENVIRONMENTAL
A S S O C I A T E S, P A.
w
w a c
N � r
N
U) N
C
d d O N
V V N Y N
in in in a
A
0-10
10YR 5/6
-
-
-
moist
sl
wk
med
qr
fr
ss
s
Bt
10-22
10YR 5/8
-
-
-
moist
c
mod
med
abk
vfi
s
C/CR
22-32
10YR 5/8
-
-
-
moist
sil
structureless
fr
ss
s
R
32
-
-
-
-
-
-
- - I -
-
-
-
Legend:
Textu re
s
sand
I
loam
si
silt
sil
silt loam
c
clay
cl
clay loam
scl
sandy clay loam
sl
sandy loam
Sid
silty clay loam
Structure Grade
Structure Type
wk weak
gr
granular
m moderate
pl
platy
str strong
pr
prismatic
cpr
columnar
abk
angular blocky
sbk
subangular blocky
sg
single grained
ma
massive
Seasonal High Water Table:
Structure Size
Depth Type (apparent/perched):
f
fine
n/a
med
medium
�•p SOIL SCE
O P 1 S 45,
r
rr G
Moist Consistency
'
fr
friable
n
� r
vfr
very friable
fi
firm
7iF tizaa
g` ►u�orrn�
vfi
very firm

Appendix 3, Geometric Mean Ksat Data, The Peninsula at Hyco Lake, Lot 13
Lot
Nest
Horizon
Depth(")
Ksat (in/hr) GeoMean Ksat (in/hr)
13
1
Bt
15
0.015
13
2
Bt
17
0.018 0.014
13
3
Bt
17
0.011

INFORMATION
SITE ID #
N13-1
LOCATION COORDINATE SYSTEM
Date
1 /22/24
Measurement Conducted B
Job Name
The Peninsula at H co Lake
Job Number
3656
Weather Condition
Temperature
Soil
Horizon
Bt
Source of Water
Depth of Hole
15
Radius of Hole
2.54
Initial Depth of Water in Hole (H)
15.24
cm
Final Depth of Water in Hole (H)
15.24
cm
Ratio H/r
6.0000
Start Saturation Time
Start of Stead State Condition Time
No. of Reservoirs Used at Stead State
1
A factor in Equation [21 of Manual
0.001127
Hole Depth: 15 38.1
H;: 6 15.24
Hf: 6 15.24
Clock
Time
Water Level
Reading
Time Interval
Change in
Water Level
Flow Volume
Flow rate
Q
Flow rate
Q
Ksat
Ksat
Equivalent
Ksat
cm
Minute
cm
cm3
cm3/min
cm3/hour
cm/hour
cm/day
d/sq. ft
10.39
46.8
11.10
46
31.00
0.8
16
0.52
31.0
0.03
0.84
0.21
11.40
45.8
30.00
0.2
4
0.13
8.0
0.01
0.22
0.05
12.11
45
31.00
0.8
16
0.52
31.0
0.03
0.84
0.21
12.41
44
30.00
1
1 20
0.67
40.01
0.05
1 1.08
1 0.27
13.11
42.9
30.00
1.1
22
0.73
44.0
0.05
1.19
0.29
13.42
42
31.00
0.9
18
0.58
34.8
0.04
0.94
0.23
14.13
41
31.00
1
20
0.65
38.7
0.04
1.05
0.26
14.44
40.3
31.00
0.7
14
0.45
27.1
0.03
0.73
0.18
15.15
39.4
31.00
0.9
18
0.581
34.8
0.04
0.94
0.23
276.00
AVERAGE
cm/hr: 0.038
in/hr: 0.015

INFORMATION
SITE ID #
N13-2
LOCATION COORDINATE SYSTEM
Date
1 /22/24
Measurement Conducted B
Job Name
The Peninsula at H co Lake
Job Number
3656
Weather Condition
Temperature
Soil
Horizon
Bt
Source of Water
Depth of Hole
17
Radius of Hole
2.54
Initial Depth of Water in Hole (H)
15.24
cm
Final Depth of Water in Hole (H)
15.24
cm
Ratio H/r
6.0000
Start Saturation Time
Start of Stead State Condition Time
No. of Reservoirs Used at Stead State
2
A factor in Equation [21 of Manual
0.001127
Hole Depth: 17 43.18
H;: 6 15.24
Hf: 15.24
Clock
Time
Water Level
Reading
Time Interval
Change in
Water Level
Flow Volume
Flow rate
Q
Flow rate
Q
Ksat
Ksat
Equivalent
Ksat
cm
Minute
cm
cm3
cm3/min
cm3/hour
cm/hour
cm/day
d/sq. ft
10.43
46.7
11.10
45.8
27.00
0.9
94.5
3.50
210.0
0.24
5.68
1.40
11.40
45.4
30.00
0.4
42
1.40
84.0
0.09
2.27
0.56
12.12
44.7
32.00
0.7
73.5
2.30
137.8
0.16
3.73
0.92
12.42
44.41
30.00
0.31
31.51
1.05
63.01
0.07
1 1.70
1 0.42
13.12
43.8
30.00
0.6
63
2.10
126.0
0.14
3.41
0.84
13.42
43.5
30.00
0.3
31.5
1.05
63.0
0.07
1.70
0.42
14.14
43.3
32.00
0.2
21
0.66
39.4
0.04
1.07
0.26
14.45
43.1
31.00
0.2
21
0.68
40.6
0.05
1.10
0.27
15.16
42.9
31.00
0.2
21
0.681
40.6
0.05
1.10
0.27
273.00
AVERAGE
cm/hr: 0.045
in/hr: 0.018

INFORMATION
SITE ID #
N13-3
LOCATION COORDINATE SYSTEM
Date
1 /22/24
Measurement Conducted B
Job Name
The Peninsula at H co Lake
Job Number
3656
Weather Condition
Temperature
Soil
Horizon
Bt
Source of Water
Depth of Hole
17
Radius of Hole
2.54
Initial Depth of Water in Hole (H)
15.24
cm
Final Depth of Water in Hole (H)
15.24
cm
Ratio H/r
6.0000
Start Saturation Time
Start of Stead State Condition Time
No. of Reservoirs Used at Stead State
1
A factor in Equation [21 of Manual
0.001127
Hole Depth: 17 43.18
H;: 6 15.24
Hf: 15.24
Clock
Time
Water Level
Reading
Time Interval
Change in
Water Level
Flow Volume
Flow rate
Q
Flow rate
Q
Ksat
Ksat
Equivalent
Ksat
cm
Minute
cm
cm3
cm3/min
cm3/hour
cm/hour
cm/day
d/sq. ft
10.46
46.3
11.11
46
25.00
0.3
6
0.24
14.4
0.02
0.39
0.10
11.41
45.8
30.00
0.2
4
0.13
8.0
0.01
0.22
0.05
12.12
45.3
31.00
0.5
10
0.32
19.4
0.02
0.52
0.13
12.43
44.4
31.00
0.91
18
0.58
34.81
0.04
0.94
0.23
13.13
43.7
30.00
0.71
14
0.47
28.01
0.03
0.76
0.19
13.43
42.9
30.00
0.81
16
0.53
32.01
0.04
0.87
0.21
14.16
42.2
33.00
114
0.42
25.5
0.03
0.69
0.17
14.46
41.6
30.00
0.6
12
0.40
24.0
0.03
0.65
0.16
15.17
40.9
31.00
0.7
hM, 14
0.45
27.11
0.03
0.73
0.18
271.00 lAverage 0.029
AVERAGE
cm/hr: 0.029
in/hr: 0.011

Project Name: Peninsula at Hyco Lake, Lot 13
Facility Address: Adjacent to 2391 Zion Level Church Rd
Semora, NC 27343
County: Person County, NC
Prepared by: G. Christopher Murray, L.S.S.
Project Design Flow = 360 gal/day
# of Bedrooms
Required Flow
2 bedrooms
240gal/day
3 bedrooms
360 gal/day
4 bedrooms
480 gal/day
5 bedrooms
600 gal/day
6 bedrooms
720 gal/day
SFR-LRW 9-08

Project Name: Peninsula at Hyco Lake, Lot 13
Location of Temperature Data:
RDU Int. Airport - Raleigh, NC
Starting Year of Data Record:
1946
Ending Year of Data Record:
2023
Period of Record (years):
77
Source of Data:
State Climate Office of North Carolina
Site Latitude (degrees) 35.79
Calculated PET: 32.80 inches
Mean Monthly
Temperature
(degrees F)
Daylight
Hours 112
Heat Index
Calculated
PET
(inches)
January
40.5
0.87
0.92
0.28
February
43.3
0.85
1.41
0.43
March
50.5
1.03
2.98
1.17
April
60.0
1.09
5.56
2.43
May
67.4
1.21
7.96
3.97
June
74.6
1.22
10.53
5.37
July
77.9
1.23
11.76
6.14
August
76.5
1.16
11.25
5.52
September
70.7
1.03
9.10
3.89
October
60.3
0.97
5.67
2.20
November
50.8
0.86
3.04
0.99
December
43.1
0.85
1.38
0.42
Tota I =
71.57
32.80
SFR-LRW 9-08

Project Name: Peninsula at Hyco Lake, Lot 13
Location of Precipitation Data: RDU Int. Airport - Raleigh, NC
Starting Year of Data Record: 1946
Ending Year of Data Record: 2023
Period of Record (years): 77
Source of Data: State Climate Office of North Carolina
80th Percentile Annual Precipitation: 54.48
Total =
Mean Monthly
Precipitation
%of Mean
Annual
Precipitation
80th
Percentile
Monthly
Precipitation
3.27
7.45
4.06
3.00
6.83
3.72
3.64
8.29
4.52
3.27
7.45
4.06
3.64
8.29
4.52
4.02
9.15
4.99
5.10
11.61
6.33
4.67
10.63
5.79
4.07
9.27
5.05
2.97
6.76
3.68
3.05
6.94
3.78
3.22
7.33
3.99
43.92
100.00
54.48
SFR-LRW 9-08

Project Name: Peninsula at Hyco Lake, Lot 13
Design Flow = 360 gal/day
SFR Loading Rate Group: SFR-C
Limiting Soil Ksaf = 0.014 inch/hour
Drainage Coefficient = 0.320
Drainage Rate = 0.10752
I
Annual Hydraulic
Loading Rate =
Irrigation Area =
18.54 inch/yr
11,369 square ft
0.26101 acres
inch/day (Formula: Ksar " Drainage Coefficient ` 24)
Number of Days
in the Month
PET in/moL
It
Vertical
Drainage
in/mo
80th Percentile
Monthly
Precipitation
in/mo
Maximum
Allowable
Irri ation in/mo
Maximum Allowable
Irrigation
allons/da
Maximum Allowable
Irrigation
allons/month
January
31
0.28
3.33
4.47
0.00
0
0
February
28
0.43
3.01
3.72
0.00
0
0
March
31
1.17
3.33
4.52
0.00
0
0
April
30
2.43
3.23
4.06
1.60
377
11,306
May
31
3.97
3.33
4.52
2.79
637
19,753
June
30
5.37
3.23
4.99
3.61
852
25,571
July
31
6.14
3.33
6.33
3.15
720
22,307
August
31
5.52
3.33
5.79
3.06
699
21,661
September
30
3.89
3.23
5.05
2.06
488
14,630
October
31
2.20
3.33
3.68
1.85
422
13,078
November
30
0.99
3.23
3.78
0.44
103
3,094
December
31
0.42
3.33
3.99
T 0.00
0
0
TOTAL = 365 32.80 39.24 54.89
Formulas: (Max. Allowable Irrigation) = (PET) + (Drainage) - (Precipitation)
SFR Loading Rate Table
SFR
Maximum Annual
Geometric Mean
Loading
Loading Rate
Ksar Range
Rate
(in/yr)
(in/hr)
GrouD
Low - High
Low - High
SFR-A
26.0 - 50.0
>0.05
SFR-B
19.5 - 26.0
0.015 - 0.05
SFR-C
13.0 -19.5
0.003 - 0.015
SFR-D
0.0 -13.0
0.0 - 0.003
Assignment to a SFR Loading Rate Group for each 15A NCAC 02T .0600 permit
application shall be determined by the geometric mean of insitu saturated
hydrualic conductivity data collected in the most restrictive horizon for each soil
mapping unitwithin the irrigation area.
18.54 4297.42 131,400
Required Flow
2 bedrooms
240 al/day
87,600 al/yr
3 bedrooms
360 gal/day
131,400 gal/yr
4 bedrooms
480 gal/day
175,200 gal/yr
5 bedrooms
600 gal/day
219,000 gal/yr
6 bedrooms
720 gal/day
262,800 gal/yr
Maximum allowable irrigation: 131,400 gal/yr
The Maximum Allowable Irrigation number must be greater
than or equal to the required flow.
SFR-LRW 9-08

0
7896
Waypoint Main
Daisy Lane, Wilson, -9973
n 252-206-1721 °Fax [phone]
ANALYTICAL I www.waypointanalytical.com
Client :
Piedmont Enviromental Assoc., P. A.
216 South Swing Road
Suite 1
Greensboro NC 27310
Lab No: 01338
Every acre... Every year®
Grower:
Hyco Project
Field:
SOIL ANALYSIS
Report No: 23-229-0537
Cust No: 06526
Date Printed: 08/21/2023
Date Received 08/17/2023
PO:
Page : 4 of 37
Sample ID: Lot 13
Test
Method
Results
SOIL
TEST RATINGS
Calculated Cation
Exchange Capacity
JJJJELL&
Low
Medium
Optimum
Soil pH
1:1
5.6
J
5.2 meq/100g
Buffer pH
BPH
6.81
%Saturation
Phosphorus (P)
M3
4 ppm
% sat meq
K 3.2 0.2
Ca 54.6 2.8
Mg 19.4 1.0
H 23.1 1.2
Na 0.7 0
Potassium (K)
M3
65 ppm
Calcium (Ca)
M3
568 ppm
Magnesium (Mg)
M3
121 ppm
Sulfur (S)
M3
2 ppm
Boron (B)
M3
0.2 ppm
Copper (Cu)
M3
0.9 ppm
Iron (Fe)
M3
141 ppm
K/Mg Ratio: 0.16 ❑
Manganese (Mn)
M3
113 ppm
Ca/Mg Ratio: 2.8110
Zinc (Zn)
M3
1.1 ppm
Sodium (Na)
M3
8 ppm
Soluble Salts
Organic Matter
LOI
0.9%
Estimated N Release
61 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop
Rec Units:
(Ibs) LIME (tons)
N
P205
K 20
Mg
S
B
Cu
Mn
Zn
Fe
Crop : Rec Units:
Comments :
M3 - Mehlich 3 BPH - Lime Index HIM - Humic Matter LOI - Loss On Ignition 1:1 -Water pH
Analysis prepared by: Waypoint Analytical Carolina, Inc.

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
EA
o : 051201 v
7
FAeG tee..
tiRISTOPN��1U121
Engineering Plans
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

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EAST COAST INVESTORS, LLC � �� s
SUNBELT LAND MANAGEMENT
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I COPYRIGHT 0 2024
LOT 13 PENINSULA AT HYCO LAKE
SITE
VICINITY MAP
OluniEe. o
I.Itment
n'
SURFACE DRIP SYSTEM
WITH TS-II PRETREATMENT
PROJECT No. C08613.00
PERSON COUNTY
PIN: TBD
SCHEDULE OF DRAWINGS:
C-100 COVER SHEET
C-101
GENERAL NOTES
C-102
SYSTEM SCHEMATICS &
MAINTENANCE SCHEDULE
C-103
OVERALL SITE PLAN
C-104
TREATMENT AND DISPOSAL PLAN
C-105
TREATMENT SYSTEM DETAIL KEY
C-106
DOSING CALCULATIONS AND
DRIP LINE CHARTS
C-107
500' AREA AND SOILS MAP
C-108
FORCE MAIN PLAN AND PROFILE
D-101
DETAILS 1 OF 11
D-102
DETAILS 2 OF 11
D-103
DETAILS 3 OF 11
D-104
DETAILS 4 OF 11
D-105
DETAILS 5 OF 11
D-106
DETAILS 6 OF 11
D-107
DETAILS 7 OF 11
D-108
DETAILS 8 OF 11
D-109
DETAILS 9 OF 11
D-110
DETAILS 10 OF 11
D-111
DETAILS 11 OF 11
L O CAT I ON M A P
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GENERAL NOTES
SITE RESTORATION
1. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ALL TRADES AND SUBCONTRACTORS. CONTRACTOR IS ALSO RESPONSIBLE FOR FIELD VERIFYING DIMENSIONS, ELEVATIONS, AND LOCATIONS OF
1. BACKFILL WITH SUITABLE LOOSE MATERIAL (SANDY LOAM TO SANDY CLAY LOAM) FREE OF LARGE OR
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ALL EXISTING CONDITIONS AND UTILITIES.
DAMAGING OBJECTS, SEED AND STRAW BACKFILLED AREAS (OR SOD WHEN REQUIRED).
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2. CONTRACTOR IS RESPONSIBLE FOR INSTALLING SYSTEM IN ACCORDANCE WITH ALL STATE & LOCAL REGULATIONS & POLICIES.
2. PROVIDE EROSION PROTECTION FOR BACKFILL MATERIAL IN ACCORDANCE WITH STATE AND COUNTY
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3. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE SOIL EROSION AND SEDIMENTATION CONTROL REQUIREMENTS.
STANDARDS AND MAINTAIN UNTIL PERMANENT PROTECTION IS ESTABLISHED.
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4. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE OSHA, NCDOT AND LOCAL SAFETY REQUIREMENTS.
3. BACKFILL SHOULD BE GRADED TO PREVENT THE INFILTRATION OF SURFACE WATER AND DIVERT STORM
0
5. CONTRACTOR IS RESPONSIBLE FOR REPAIRING ALL CONSTRUCTION DAMAGE EXPEDITIOUSLY AND AT NO ADDITIONAL COST TO THE OWNER.
WATER RUN-OFF AWAY FROM THE SYSTEM. WHEN ADDITIONAL FILL IS REQUIRED, IT SHOULD BE PLACED
6. LOCATION OF DRIPPER LINES AS SHOWN ARE APPROXIMATE. LINES SHALL LAY PARALLEL TO CONTOURS ® ±36".
AFTER SYSTEM IS INSTALLED FROM THE EDGES CROWNED IN THE MIDDLE AND FEATHERED OUT 10'
7. SUPPLY AND RETURN LINES MAY BE LAID IN SAME TRENCH. SEPARATION IS FOR ILLUSTRATION PURPOSES ONLY. BEYOND THE DISPERSAL AREA. FILL SHOULD BE TEXTURE GROUP II OR III AND FREE OF LARGE STONES
8. LAYOUT OF THE APPLICATION AREA IS BASED ON FIELD DELINEATION OF SOILS AREA BY A LICENSED SOILS CONSULTANT. ANY CHANGE IN LAYOUT BY THE CONTRACTOR OUTSIDE THE
AND ORGANIC DEBRIS. TOP 2" SHOULD BE SUITABLE FOR ESTABLISHMENT OF LAWN.
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DELINEATED AREA SHALL BE APPROVED BY THE SOILS CONSULTANT, COUNTY HEALTH DEPARTMENT, AND THE ENGINEER.
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9. DRAIN ALL ROOF AND TOE DRAINS AWAY FROM DRIP FIELD AND TREATMENT UNITS.
TREATMENT UNITS
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10. PROVIDE MINIMUM 100 FEET OF SEPARATION FROM ANY WELL TO WASTEWATER TREATMENT UNITS AND DISPOSAL SYSTEMS IF APPLICABLE.
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11. WASTEWATER AND IRRIGATION SYSTEMS SHALL COMPLY WITH IWWS-2015-3-R2
1. SAMPLING CHAMBER OR MEANS OF COLLECTING A FRESH SAMPLE SHALL BE PROVIDED FOR ALL TS-1 &
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12. ALL PIPE SHALL BE SCHEDULE 40 PVC UNLESS OTHERWISE NOTED.
TS-2 SYSTEMS. IT IS PREFERRED THAT THE INLET OF THE PUMP CHAMBER BE USED AS THE SAMPLING
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13. VORTEX FILTER IN HYDRAULIC UNIT SHALL BE INSPECTED UPON EACH REGULARLY SCHEDULED MAINTENANCE VISIT.
LOCATION WHEN A PUMP IS REQUIRED.
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14. INSTALLER IS RESPONSIBLE FOR ENSURING DISPERSAL AREA WAS PROPERLY CLEARED & SOIL MOISTURE CONDITIONS ARE CONDUCIVE FOR INSTALLATION PRIOR TO BEGINNING INSTALLATION.
2. SYSTEM INSTALLATION MUST COMPLY WITH ALL LOCAL ORDINANCES AND POLICIES.
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15. EJECTOR PUMP MAY BE REQUIRED FOR BASEMENT FIXTURES. INSTALLER IS RESPONSIBLE FOR VERIFICATION.
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16. KEEP ALL EXCAVATIONS 20' FROM INSTALLATION AREA.
OPERATING REGIME FOR DRIP IRRIGATION SYSTEM
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17. KEEP WELL AND SEPTIC SYSTEM OUT OF ANY UTILITY EASEMENTS AND AT LEAST 10, FROM UTILITY LINES.
1. SYSTEM IS DESIGNED AND CONTROLS (MICROPROCESSORS) ARE PROVIDED TO DOSE THE E-Z TREAT
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18. DO NOT INSTALL LAWN IRRIGATION SYSTEMS WITHIN 20 FEET OF DISPERSAL AREA.
TREATMENT UNITS. SEE SHEET C-106 FOR "ON" AND "OFF" TIME SETTINGS. PUMPED DRIP IRRIGATION FLOW
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19. DO NOT CONNECT WATER TREATMENT SYSTEMS, CONDENSATIONS DRAINS OR SUMP PUMPS TO ONSITE SYSTEM.
20. IF A PRE -CONSTRUCTION MEETING REQUIRED BY PERMIT, PLEASE CALL TO SCHEDULE.
SHALL PASS THROUGH A FLOW METER. WHEN THE PREPROGRAMMED VOLUME IS REACHED THE ACTIVE
21. ANY DEVIATION FROM THIS DESIGN MUST BE APPROVED BY THE LOCAL HEALTH DEPARTMENT AND THE ENGINEER PRIOR TO INSTALLATION.
PUMP WILL BE DE -ENERGIZED. THE PUMP WILL ALSO DE -ENERGIZE IF THE LOW WATER LEVEL "PUMP
22. ELECTRICAL WIRING SHOULD BE INSTALLED BY A LICENSED ELECTRICAL CONTRACTOR, ACCORDING TO NEC, STATE AND LOCAL ELECTRICAL CODES, AS APPLICABLE.
OFF" SWITCH IS ACTIVATED. SEE SHEET C-106 FOR FIELD DOSING INFORMATION.
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23. CONTRACTOR IS TO INSTALL TANKS ON UNIFORMLY FIRM AND STABLE COMPACTED GROUND, CRUSHED STONE IS RECOMMENDED TO PROVIDE UNIFORM SUPPORT TO TANK BOTTOM ESPECIALLY IN
2. IF THE HIGH WATER LEVEL "ALARM" FLOAT SWITCH IS ACTIVATED, THE SYSTEM WILL BEGIN ITS OPERATION
m
80
POOR, WET OR ROCKY SOILS.
OF DELIVERING THE PREDETERMINED DOSE VOLUME, AND SHALL ALSO ENERGIZE THE AUDIBLE AND FLASHING
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24. ALL TANKS MUST BE WATER -TIGHT AND CONFORM TO APPLICABLE LOCAL AND STATE REGULATIONS AND POLICIES.
ALARM FIXTURES (ONCE ENERGIZED, THE FLASHING AND AUDIBLE ALARM UNITS WILL ONLY BE RESET
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25. ALL PVC JOINTS SHALL BE PRIMED AND CHEMICALLY FUSED UNLESS THREADED.
MANUALLY OR BY REACHING LOW LEVEL CONDITIONS).
26. MAXIMUM COVER OVER TANKS AND DISTRIBUTION BOXES VARIES BY MANUFACTURER AND COUNTY.
CD CD27.
3. THE MICROPROCESSOR WILL ALSO CONTROL THE PERIODIC BACK WASHING OF THE VORTEX FILTER AND THE
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DISPERSAL FIELD CORNERS OR PROPERTY CORNERS SHOULD BE MARKED BY A LICENSED SURVEYOR PRIOR TO CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR VERIFYING LOCATIONS MATCH
THE CONSTRUCTION DRAWING.
FLUSHING OPERATION OF THE SUB -FIELD LATERAL NETWORK. FILTER BACK WASHING SHALL OCCUR AT THE
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28. REFER TO SITE DRAWING FOR ANY SPECIAL REQUIREMENTS.
END OF EACH DOSE CYCLE. SYSTEM LATERAL FLUSHING SHALL OCCUR WHEN THE MICROPROCESSOR
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29. MACHINERY SHOULD AVOID PERCOLATION AREA.
SENSES RECOGNITION OF A PRESET ELAPSED TIME SINCE LAST SYSTEM FLUSH (USUALLY 28 DAYS). THE
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30. MACHINERY SHOULD NOT TRAVERSE EXCAVATED/EXPOSED PERCOLATION AREA.
SYSTEM SHALL BE CONFIGURED TO ALLOW FOR MANUAL INITIATION OF BACK WASHING FILTERS OR
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31. ALL SUPPLY AND RETURN LINES NOT DESIGNED TO DRAIN BACK SHOULD BE PROTECTED FROM FREEZING.
SUB -FIELD SYSTEM FLUSHING.
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4. THE CONTROL PANEL SHALL INCLUDE, BUT NOT BE LIMITED TO, AN "AUTO/MANUAL" SYSTEM CONTROL
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SWITCH, STOP/START SWITCH FOR EACH PUMP, NON-RESETTABLE ELAPSED TIME RECORDER FOR EACH
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PUMP, AND INDIVIDUAL PUMP RUN LIGHTS.
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5. THE CONTROL PANEL SHALL BE A NEMA 4X ENCLOSURE. ALL SUPPORTING CONTROL UNITS, IF NOT
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HOUSED WITHIN THE CONTROL PANEL, SHALL BE IN A SEPARATE NEMA 4X ENCLOSURE.
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ONE CONTROL PANEL WILL CONTROL THE WASTEWATER SYSTEM.
"SPECIAL REQUIREMENT**
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2.
PANEL SHALL BE APPROXIMATELY 14.5" WIDE X 19.2" HIGH AND IS A NEMA 4X, UL RATED ENCLOSURE. PANEL SHALL BE SUPPLIED BY THE SYSTEM DISTRIBUTOR.
1. CONTACT MIKE STIDHAM (707-408-2916, MSTIDHAMDEZTREAT.NET), FOR ORDERING E-Z TREAT
CD 0 H
3.
THE PANEL SHALL BE MOUNTED BY THE ELECTRICIAN WITHIN 10' OF THE TANK UNITS, AND 48" - 60" OFF THE FINISHED GRADE TO THE BOTTOM OF THE ENCLOSURE.
EQUIPMENT OR FOR LOCAL DISTRIBUTOR INFORMATION.
4.
THE INSTALLER'S ELECTRICIAN SHALL MAKE THE INTERNAL PANEL CONNECTIONS OF THE PUMP/UV AND CONTROL CORDS. CONTROL PANEL SHALL CONTAIN A WIRING SCHEMATIC IDENTIFYING ALL
2. PRECAST TANK MODEL NUMBERS SHOWN ON PLAN ARE PRE -APPROVED. "EQUAL TANKS" SHALL BE
TERMINAL CONNECTIONS. THE SYSTEM INSTALLER SHALL BUNDLE AND MARK EACH CORD WITH THE APPROPRIATE IDENTIFICATION AND SECURE IN THE ACCESS RISER AT THE DIFFERENT PUMP/UV
EQUIVALENT SIZE OR GREATER BY SHOAF PRECAST, INC (336-787-5826, INFOQSHOAFPRECAST.COM)
POINTS.
WHICH ARE ALSO PRE -APPROVED. OTHER TANKS MAY BE USED WHEN PRE -APPROVED BY ENGINEER.
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5.
CONTROL PANEL REQUIRES A DEDICATED CIRCUIT OF 20 AMPS, 115 VOLTS, SINGLE PHASE SUPPLIED FOR THE PUMP.
1
6.
CONTROL PANEL REQUIRES A DEDICATED CIRCUIT OF 20 AMPS, 115 VOLTS SUPPLIED FOR THE BOTH ALARMS.
7.
CONTROL (DRIP) PANEL REQUIRES A DEDICATED CIRCUIT OF 20 AMPS, 115 VOLTS, SINGLE PHASE SUPPLIED FOR THE PUMPS.
8.
CONTROL PANEL REQUIRES A DEDICATED CIRCUIT OF 30 AMPS, 115 VOLTS SUPPLIED FOR SOLENOID VALVE HEATER.
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9.
THE ULTRAVIOLET DISINFECTION UNIT REQUIRES A DEDICATED CIRCUIT OF 20 AMPS, 115 VOLTS.
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10.
A MINIMUM CONDUIT SIZE OF 1 36" SHALL BE FURNISHED AND INSTALLED BY THE ELECTRICIAN AS A CONNECTION BETWEEN CONTROL PANEL AND EACH RESPECTIVE TERMINATION POINTS OUT IN
C A,R •••,,
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THE TANK AREA.
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11.
ALL OPEN CONDUIT ENDS SHALL HAVE REMOVABLE CLAY TYPE DUCT SEAL EMBEDDED TO PREVENT GASSES AND MOISTURE FROM ENTERING THE CONTROL PANEL. DO NOT USE PERMANENT
SILICONE OR EXPANDABLE FOAM PRODUCTS.
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12.
ALL PUMP AND FLOAT CONTROL CORDS SHALL BE SUPPLIED WITH EITHER 30' OR 50' LEADS. THIS WILL HELP KEEP SPLICES TO A MINIMUM AND SHOULD BE AVOIDED IF AT ALL POSSIBLE. IF
A SPLICE MUST BE USED, IT MUST BE MADE ABOVE GRADE IN A PLASTIC NEMA 4X JUNCTION BOX.
51201
13.
14.
ALARMS SHALL BE AUDIBLE AND VISUAL.
AUDIBLE/VISIBLE ALARMS SHALL BE EXTERNAL TO ANY STRUCTURE.
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MAINTENANCE SCHEDULE
ITEM
FREQUENCY
TASK
SEPTIC TANK
3 - 6 MONTHS
CHECK FOR SOLIDS ACCUMULATION,
BLOCKAGES, OR BAFFLE DAMAGE,
IN/EXFILTRATION, PUMP SEPTAGE.
CLEAN EFFLUENT FILTER.
12 MONTHS
PUMP OUT ACCUMULATED SOLIDS IF
NECESSARY. REPLACE EFFLUENT FILTER
EACH TIME SEPTIC TANK IS PUMPED.
RECIRCULATION TANK
WEEKLY
CHECK PUMPS, CONTROLS, ALARMS,
FIELD DOSING TANK
ELAPSED TIME METERS.
3-6 MONTHS
CHECK FOR SOLIDS ACCUMULATION,
IN/EXFILTRATION.
12 MONTHS
PUMP OUT ACCUMULATED SOLIDS IF
NECESSARY.
SUPPLY LINES, FORCE MAINS
6-12 MONTHS
CHECK FOR EXPOSED PIPE AND
LEAKAGE.
DISTRIBUTION FIELDS
2-4 WEEKS
3-6 MONTHS
PUMPS, FILTER SYSTEM,
MONTHLY
& DISTRIBUTION PIPING
QUARTERLY
SEMIANNUALLY
ANNUALLY
E-Z TREAT TREATMENT
MONTHLY
SYSTEM
ANNUALLY
ULTRAVIOLET DISINFECTION
3-6 MONTHS
UNIT
ANNUALLY
MOW VEGETATIVE COVER IF APPLICABLE.
CHECK FOR EROSION, OR PONDING OF
EFFLUENT.
CHECK FLOW METER READOUT AND
COMPARE TO RECORDED FLOWS,
CHECK PUMPS AND FILTER SYSTEM
FOR LEAKS.
REMOVE FILTER COVERS AND INSPECT
FOR ACCUMULATION OF DEBRIS. CHECK
DIFFERENTIAL PRESSURE GAUGE
BEFORE AND AFTER FLUSHING (D.P.
SHOULD RETURN TO ORIGINAL
OPERATING D.P.) CHECK PUMPS FOR
ABNORMAL VIBRATION, TEST THE ALARM
FUNCTIONS.
REMOVE AND LUBRICATE 0-RINGS ON
FILTER CANISTER, REPLACE IF
DAMAGED, CLEAN 1-1/2" FILTER
SCREEN AT HYDRAULIC UNIT.
REMOVE FILTER SCREEN AND REPLACE,
CLEAN USED FILTER SCREEN IN MILD
ACID SOLUTION AND STORE FOR NEXT
ANNUAL REPLACEMENT,
FLUSH FIELD SUPPLY AND RETURN
MANIFOLDS BY REMOVING
(UNSCREWING) AIR/VACUUM BREAKERS.
INSPECT CONTROL/ALARM PANEL,
PUMPING SYSTEM EFFLUENT
FILTERS/PUMP SCREENS,
RECIRCULATION TANK, AND E-Z TREAT
POD FILTER. (TREATMENT UNIT)
CHECK AND/OR REPLACE BATTERIES IN
FLOW METER. (IF APPLICABLE)
WIPE (CLEAN) UV LAMPS.
CHECK INTENSITY AND REPLACE LAMP
WHEN REQUIRED.
CHANGE BULB.
- DWELLING -
Z RAIN SENSOR
0
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E-Z TREAT
POD FILTER CID
ORIENTATION ON C-105
1,000 GALLON 3,500 GALLON FIELD
SEPTIC TANK UV DOSING/STORAGE TANK
(10'-0" MIN. )
2 -0"
MIN.
1-1/4" SCH. 40 PVC RETURN
FROM FIELDS
SEE ORIENTATION ON C-105
FIN. GRADE t436.0'
- DWELLING - ----- GROUND EL. t435.0'
F.F.E. t435.0' ---- -----------
(ASSUMED) VC 0 INV. IN EL.
t432.5' INV. OU'
EL.
t433.5' (DWELLING) t432.3'
1,000 GALLON
SEPTIC TANK
NOTES:
1. TANK LOCATIONS ARE NOT TO SCALE SO AS
TO SHOW EACH TREATMENT ITEM.
2. ALL GRAVITY LINES SHALL BE 2% SLOPE MIN.
FORCE MAIN
GROUND —
GRAVITY LINE
FLOW DIRECTION ►
1-1/4" SCH. 40 PVC RETURN LINE FROM ZONE 1, 2 & 3
1,000 GALLON E-Z TREAT RECIRCULATION TANK
E-Z TREAT
POD FILTER
INV. OUT EL.
t432.7'
GROUND EL. t435.0'
INV. IN EL. BYPASS INV. IN EL.
t432.1' p INV.EL. ±431.7'
1,000 GALLON 431.
E-Z TREAT 3,500 GALLON
RECIRCULATION TANK DOSING/STORAGE TANK
4" SCH. 40 PVC
4" SCH. 40 PVC
TREATMENT SYSTEM SCHEMATIC / PROFILE
NTS
ZONE
VALVES
HYDRAULIC
UNIT
1-1/2" SCH. 40
PVC SUPPLY TO
ZONES 1, 2 & 3
HYDRAULIC
UNIT
ZONE
VALVES
TO ZONES
1,2&3
HIGHEST POINT
ON IRRIGATION
FIELD = t460.0'
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�� 51201
A\tiGINE��
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1 \ PROPOSED TREATMENT SYSTEM . "E
\ COMPLIANCE BOUNDARY 5 2 -I
AT PR
OPERTY
2LLE .0107(a)
REVIEW BOUNDARY AT MID POINT OF S2 � � 43' 2544 �
"E
COMPLIANCE BOUNDARY AND WASTE 1\
BOUNDARY (15A NCAC 02L .0108) cr1„
SM/Xi
PROPOSED DISPOSAL x / SURFACE IRRIGATION DRIPFIELD
/ AREA WIRE FENCE
3' DRIVEWAY
N61' 2 45.54,"E �% -:: �:a•r:'' 42 3443"
/ pp I SETBACK (TYP)
.4 :'R:��•�?' ._4: ...5 .'1-�.Y I.:Li .ii•'e^i_Y :z_' .�•.a�'
47.820 PROPERTY LINE
N28- 437 25.44'
APPROXIMATE LOCATION OF \
PROPOSED DRIVEWAY I
\ \01' 38' 3fi 08"E
\ 24.708 \
y 5' HOUSE SETBACK (TYP.)10
\
�� � � � � �• :gin
PROPOSED DWELLING LOCATION OF j
100' HYC LAWE ISEfB K
LEGEND
ADJACENT BOUNDARY
BOUNDARY (PROPERTY)
RIGHT-OF-WAY
CONTOURS - INDEX
CONTOURS - INTERMEDIATE
INTERPOLATED DRAINFIELD LINES
EDGE OF PAVEMENT
EASEMENT LINE
W
PROPOSED WATER LINE
INITIAL DRIP LINES
RETURN LINES
SUPPLY LINES
DIVERSION BERM
S
SOIL BOUNDARY
— • — • — • —
— SUITABLE SOILS BOUNDARY
x
PROPOSED FENCE
O
RETURN MANIFOLD
®
SUPPLY MANIFOLD
CO
CLEAN OUT
CP
CONTROL PANEL
EZRT
E-Z TREAT RECIRC. TANK
E-Z
E-Z TREAT TREATMENT UNIT
FDT
FIELD DOSING TANK
ST
SEPTIC TANK
HU
HYDRAULIC UNIT
UV
ULTRAVIOLET DISINFECTION
M
METER
ZV
ZONE VALVE
RS
RAIN SENSOR
NOTES
1. TOPO TAKEN FROM NC FRIS.
2. DISPOSAL FIELD AND TREATMENT SYSTEM
SHALL FOLLOW DEEDED SETBACKS OR
WAIVERS.
3. THIS IS NOT A SURVEY.
4. WATER SERVICE LINE SHALL MAINTAIN A 10'
HORIZONTAL SETBACK FROM SURFACE IRRIGATION
DRIPFIELD.
.��•��,N, 000 C A,R'
= OFESS�'k
j
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GRAPHIC SCALE: 1 " = 50'
0 25 50 100 150
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LEGEND
ADJACENT BOUNDARY
BOUNDARY (PROPERTY)
RIGHT-OF-WAY
\ \ V CONTOURS - INDEX
\ CONTOURS - INTERMEDIATE
INTERPOLATED DRAINFIELD LINES
EDGE OF PAVEMENT
\ EASEMENT LINE
\ W PROPOSED WATER LINE
INITIAL DRIP LINES
LOT 14
— RETURN LINES
PVC RETURN FROM FIELD 4" SCH. 40 PVC FROM SUPPLY LINES
\ \ DWELLING 0 2% MIN. SLOPE
1-1/4" SCH. 40 \ � � � DIVERSION BERM
PVC RETURN LINE
I
-1 /2" SCH. 40 FDT
S SOIL BOUNDARY
� \ \ \ \ f
PVC SUPPLY LINES HU V — — — — — SUITABLE SOILS BOUNDARY
1-1/2" SCH. 40 PVC 1-1/2" SCH. 40 PVC 00 X PROPOSED FENCE
SUPPLY MANIFOLD (TYP) RETURN MANIFOLD (TYP) X M \ O O \ LOT 13 RETURN MANIFOLD
I X / EZRT Q°P ST OPROXI ATE �� V ® SUPPLY MANIFOLD
CATIOOF
x x x V (INSIDE DWELOCO CLEAN OUT
L NG � v
ZONE 3 EZRT) I E—Z '.!'.' .. I CP CONTROL PANEL
/ `. '",'' '.` t` `•Y 1 1 \ EZRT E—Z TREAT RECIRC. TANK
E—Z E—Z TREAT TREATMENT UNIT
2 5 8 10 1 1 14 167 19 22 I `' �' e, \ FDT FIELD DOSING TANK
25 28 31 34 37 40 43 46 49 52 55 58 61 r
3 6 9 12 15 18 2 21 224 227 230 333 336 339 442 445 47 50 53 56 59 fi2 66b % 668 70 - -. ,e._;.; BACK
•�, �. ST SEPTIC TANK
48 51 54 57 60 63 66 69.-'� ,•:'._' ' ,..',,` 5 HpUSE S� / l HU HYDRAULIC UNIT
I ZONE 1
SURFACE UV ULTRAVIOLET DISINFECTION
IRRIGATION
I DRIPFIELD M METER
ZV ZONE VALVE
RS RAIN SENSOR
/
—�� X
1 � �
\ I V I I
A,
x SE
Lp P'S
pPPRO)O pSED aRN
OF
/ I
/
/ I
/
NOTES
1. TOPO TAKEN FROM NC FRIS.
2. DISPOSAL FIELD AND TREATMENT SYSTEM
SHALL FOLLOW DEEDED SETBACKS OR
WAIVERS.
3. THIS IS NOT A SURVEY.
4. WATER SERVICE LINE SHALL MAINTAIN A 10'
HORIZONTAL SETBACK FROM SURFACE IRRIGATION
DRIPFIELD.
Cq
LOT 12 N R o
,o ...
�FESS/
� r
51201
'%, C. BP %01%•
TREATMENT PLAN & DRAINFIELD PLAN
1 "=30'
GRAPHIC SCALE: 1 " = 30'
0 15 30 60 90
Lu
Y 2w
J
O cn
U cn LU
H W
a0aIx
J J W d
fn L.LL
Z IY _
a c�
U c �
N
U c"> N
arcco
cn N
iy O O
0
co N Z
JLu
T
Z z rn =
�O�QX
W X U Q
O LL
z 2 CoM
a�pzN
DOaWm
Q z J
Q T
U U
CD Ow
H
I�
.ct
C O
U
C�

tz
Q
v
N
O
N
C6
O
co
75
co
N
m
0
0
m
0
0
.2-
(1)
U
in
r
O
J
r
! R
I
r
I
E-Z TREAT POD FILTER
I
I
IDETE,
AI II
4" SCH. 40 PVC SEPTIC TANK E-Z TREAT II '
FROM DWELLING I RECIRCULATION TANK I
DETAIL 2,
D-104 DETAIL 1, D-102
DETAIL 1, D-101
f
W
D_
UV CAN BE PLACED INSIDE D-103
RECIRCULATION TANK RISER
1-1/4" SCH. 40 PVC RETURN FROM FIELDS
TREATMENT SYSTEM DETAIL KEY
FORCE MAIN
GRAVITY LINE
FLOW DIRECTION
MINI CLIK RAIN SENSOR
CP
NOTES:
1. SEE DETAIL SHEETS FOR TANKS SIZES.
I I r
I
FIELD DOSING TANK O
IDETAIL .1 1-1/2" SCH. 40
I . I D-108 PVC SUPPLY TO
DETAIL 1, D-103 ZONE 1, 2 & 3
� � � � I ZONE VALVE/METER
� HYDRAULIC UNITS
1-1/4" SCH. 40 PVC
RETURN LINE
0.
:•�_� CFESS/
1 51201
INS
C.Bills
BPS
W Ww
Y c
Q N Q U
y W
0
W H
Y 2Z
Lu
O
U c
H Ix
aoa
aJWa
fn L.LL
Z Ix _
a ��
U o �
O N
U c"> N
a co N
ma p U DO
M O O
Lo18
Lu M n
W � N T
� N Z
J T
LLF
Z z rn =
�O-aX
W < X U LL
zUmLL
�rn
d ~ O Z 04
D 0 LLT
Q Z J
Q O T
U U
o Ow
�H
V
W�
ct
C o
U �
Ct �y
r� "C�

E
Q
v
v
v
N
0
N
C6
0
co
2
BASIS OF DESIGN
INITIAL DESIGN
FLOW
FINAL DESIGN
BEDROOMS
GPD/BR
FLOW (GPD)
REDUCTION
FLOW (GPD)
3
120
360
25%
270
yW
ZZ
O z0. o
BASE MAP INFO FROM: INC FRIS & NC ONE MAP 0 = 0 a V
PROPERTY SURVEY PROVIDED BY: PIEDMONT ENVIRONMETAL ASSOCIATES, PA =
p J p U
az
�a
U
J W H
W
J 2 Z
O
W
>H�wW O
Z a 0 a w U
H a J W a Z
fnJ U= O
Uz wX LU
W
c~i)w �~ a
as
W
U O v
O N
U �> N
a 4k� N
ma O0 U 0�
TOTAL DRIP LINE LENGTH OF INITIAL 2,910'
iy O O
0
W N T
co N Z
J T
Z z rn =
_Ox x
W X U Q
LL
zUmrn
d ~ O Z 04
DOaWm
Q z J
cf)Q < rn
ou
o Ow
H
V
W�
p� OFESS/ `� ,, %
DOSING CALCULATIONS 2 DRIP LINE CHARTS
C-106 NTS C-106 NTS Ct
�. 51201
O INE��
c � B,P �lzdlza�
a
GEOFLOW FIELD DOISNG TABLE
NUMBER OF DOSES PER DAY/ZONE:
1.0
DOSES
TIMER ON. PUMP RUN TIME PER DOSE/ZONE:
6.99
MINS
TIMER OFF. PUMP OFF TIME BETWEEN DOSES:
3.3
HRS
PER ZONE - PUMP RUN TIME PER DAY/ZONE:
0.82
HRS:MINS
ALL ZONES - NUMBER OF DOSES PER DAY / ALL ZONES:
3.0
DOSES/DAY
TIMER REQUIRED TO COMPLETE ALL FUNCTIONS PER DAY:
2.45
HRS
DOSE VOLUME PER ZONE:
80.0
GPD
TREATMENT TABLE
E-Z TREAT PODS REQUIRED:
1
PODS
E-Z TREAT RE -CIRCULATION RATIO:
9
TIMES ADF
TOTAL E-Z TREAT FLOW PER DAY:
3377
GALLONS
E-Z TREAT RE -CIRCULATION CYCLES PER DAY:
99
CYCLES
E-Z TREAT VOLUME PER DOSE:
34
GALLONS
RE -CIRCULATION TIMER ON:
2.5
MINUTES
RE -CIRCULATION TIMER OFF:
12
MINUTES
RE -CIRCULATION DOSE CYCLE:
14.5
MINUTES
DENITRIFICATION GALLONS RETURNED:
993
GALLONS/DAY
DENITRIFICATION RETURN SETTING:
4
GPM
E-Z TREAT SURFACE AREA:
29
SQUARE FEET
E-Z TREAT LOADING RATE:
12
GPD/SQUARE FOOT
EFFLUENT LIMITS PER 15A
NCAC
02T .0605
FIVE-DAY BIOCHEMICAL OXYGEN
DEMAND (BOD5):
G30
MG/L
TOTAL SUSPENDED SOLIDS
(TSS):
<30
MG/L
AMMONIA NITROGEN (NH3-N)
G15
MG/L
FECAL COLIFORM:
<200
/100 ML
INITIAL DRIP LINES ZONE 1
LINE FLAG LENGTH LATERAL LATERAL LENGTH
1
-
16'
1
2
-
21'
1
3
-
21'
1
4
-
21'
1
5
-
21'
1
6
-
21'
1
7
-
21'
1
8
-
21'
1
9
-
21'
1
10
-
21'
1
11
-
24'
1
12
-
26'
1
255'
13
-
28'
2
14
-
29'
2
15
-
31'
2
16
-
32'
2
17
-
33'
2
18
-
34'
2
19
-
36'
2
20
-
38'
2
261'
21
-
39'
3
22
-
41'
3
23
-
42'
3
24
-
44'
3
25
-
46'
3
26
-
48'
3
260'
27
-
54'
4
28
-
54'
4
29
-
54'
4
30
-
54'
4
216'
TOTAL DRIP LINE LENGTH OF INITIAL ZONE 1 992'
INITIAL DRIP LINES ZONE 2
LINE FLAG LENGTH LATERAL LATERAL LENGTH
31
-
54'
1
32
-
54'
1
33
-
54'
1
34
-
54'
1
216'
35
-
54'
2
36
-
54'
2
37
-
54'
2
38
-
54'
2
216'
39
-
54'
3
40
-
54'
3
41
-
54'
3
42
-
54'
3
216'
43
-
58'
4
44
-
58'
4
45
-
58'
4
46
-
58'
4
232'
TOTAL DRIP LINE LENGTH OF INITIAL ZONE 2 880'
INITIAL DRIP LINES ZONE 3
LINE FLAG LENGTH LATERAL LATERAL LENGTH
47
-
60'
1
48
-
60'
1
49
-
60'
1
50
-
60'
1
240'
51
-
46'
2
52
-
46'
2
53
-
46'
2
54
-
46'
2
55
-
46'
2
56
-
46'
2
276'
57
-
46'
3
58
-
46'
3
59
-
46'
3
60
-
46'
3
61
-
46'
3
62
-
46'
3
276'
63
-
44'
4
66
-
40'
4
65
-
36'
4
66
-
31'
4
67
-
28'
4
68
-
26'
4
69
-
23'
4
70
-
18'
4
246'
TOTAL DRIP LINE LENGTH OF INITIAL ZONE 3 1,038'

HYCO LAKE-/
500' SETBACK FROM �� A _ ���� ��AA\V A 7T \
TREATMENT/DISPOSAL
SURFACE IRRIGATION DRIPFIELD
\ REVIEW BOUNDARY AT MID POINT 01`7-
COMPLIANCE BOUNDARY AND WASTE
BOUNDARY (15A NCAC 02L .0108)
ANCHOR WATCH TERRACE
45' PRIVATE R/W
18 PAVFI
\ \ COMPLIANCE BOUNDARY I
AT PROPERTY LINE PER I 500' SETBACK FROM
15A NCAC 02L .0107 (a) TREATMENT/DISPOSAL
/ APPROXIMATE LOCATION OF
PROPOSED DWELLING '
V �\
APPROXIMATE LOCATION OF
PROPOSED DRIVEWAY /
HYCO LAKE
LEGEND
W J
ti
ADJACENT BOUNDARY
BOUNDARY (PROPERTY)
Q N Q
RIGHT-OF-WAY
C 0
Ci
420
CONTOURS - INDEX
Q
- 418 -
- CONTOURS - INTERMEDIATE
-----------
INTERPOLATED DRAINFIELD LINES
- - - - - - - EDGE OF PAVEMENT
EASEMENT LINE
J W t-
Q
W
PROPOSED WATER LINE
W W
C
J
INITIAL DRIP LINES
0 O U) H
RETURN LINES
} fn W
W=�a�SUPPLY
LINES
DIVERSION BERM
a O W d
S
SOIL BOUNDARY
J U =
- • - • - • -
- SUITABLE SOILS BOUNDARY
U z LL
x
PROPOSED FENCE
IZ � H
O
RETURN MANIFOLD
a a
® SUPPLY MANIFOLD
CO CLEAN OUT
CP CONTROL PANEL a O 0
N
EZRT E-Z TREAT RECIRC. TANK CO CO
E-Z E-Z TREAT TREATMENT UNIT QN o
a O U
FDT FIELD DOSING TANK m
ST SEPTIC TANK M c c
HU HYDRAULIC UNIT W 2 �
M
UV ULTRAVIOLET DISINFECTION H
M METER w N Z
Wa O�
ZV ZONE VALVE z
RS RAIN SENSOR J JO 04 a X
W < X 2 ILL
Z L)M rn
SOIL DESCRIPTIONS a Lu M - z
aza_v
Siloam loam, 2to 8 v }
y-
SmB percent slopes ¢ arx o)
U U
Siloam loam, 15to45 — CD M j
SmF Lu
percent slopes l
V
N CAR
r U
51201 0
fill
B' aZ�Z6�za�
GRAPHIC SCALE: 1 " = 200'
0 100 200 400 660

Q
v
v
N
O
N
C6
O
cm
75
cz
m
0
0
0
m
00
0
Q
0
U
7
in
c')
O
J
E-Z TREAT
TREATMENT SYSTEM
RETURN LINE PLAN
1 "-30'
465
460
455
m
m
rt 450
O
445
440
435
430
—0+20 0+00 HYDRAULIC UNIT 0+50
RETURN LINE PROFILE
HORIZONTAL: 1"=30' ; VERTICAL 1"=10'
1+00 1+50 2+00
Station
I
I
I
JPPLY MANIFOLD
RETURN MANIFOLD AT
HIGHEST IRRIGATION POINT
+136
I
r
GRAPHIC SCALE: 1 " = 30'
0 15 30 60 90
465
460
455
450
O
O
445 w
440
435
430
2+50
••0"! N C A /� 0'...
:•�_ OFESS�
r
�. 51201
O INE�� " •••
#Bill
z
�w
a_J
zLL o
O
wo
L) z
o a
LL
Lu
J � 2 z
O
>. cn wIX z
w O
apaL u
aJwa z
z ~
W
a cn a
U o �
O N
U m N
a (D 0
co L;j
N
maso)V Do
iy O O
O "
M n
W N T
cl) NLLF z
J T
z z rn =
_jO —
QX
W < X U Q
LL
ZL)ca rn
d ~ z 04
DOaWm
Q z J
Q � O T
U U
o Ow
� � H
W�
C�
U �
C� �y

E
Q
v
N
O
N
cd
0
cm
75
r — — — —
— — — — — — — — — — — — — — IT
— — —
— — — — —
3/4" GATE VALVE (FIELD�DJUST
TO 4 GPM FOR E-Z TR SPIN
FILTER RETURN FLOW)
r SCH. 4
CLEAN
OUT
SEPTIC FLOW4"FROM
HOUSE
1,000-GALLON SEPTIC TANK I
I 40BY
DAVID BRANTLEY & SONS
ST-502 OR APPROVED EQUALEFFLUENT
i�Q
I I
FILTER
LTER
±10' OF
I I
SIETER
RVICE
SCH. 40 PVC
24"0 E-Z SET RISER W/COVER II
HANDLE
)
EDRIVEEWAYSS ROR
PARKINGWISE
IFBELOWP.
LOT THEN
USE ONLY H-20 TRAFFIC RATED DEVICES
4" X 1"
L------------------I-L--------J
REDUCER
1" SCH 40
108"
PVC RETURN
FROM FIELD
SEPTIC TANK
1
D-101
NTS
24"0 E-Z SET RISER
W/COVER (TYP. UNLESS
OTHERWISE NOTED)
NOTE: FIELD VERIFY PRIOR
TO ORDERING RISERS
FLEX
2" SCH. 40 PVC VENT za
PVC
(SEE D-101 NOTE 17)
FINISHED GRADE
�//f �\�\/�\/� , i3/4" PVC
N _ _ _ _ MUM
lam/Y/�/�/lam/l�
\ij--- -- — ,\. ,\ ,\,\ a,\,\
�._ 2" VENT
o
I
INV. IN I OD WATER LINE
(SEE SHEET C-102)00
CID
: 1 —
!:.� I 0
N
w
PVC RECIRC. LINE
3EE D-102 FOR
CONTINUATION)
PRECAST CONCRETE
NOTE:
PIPING TO BE 4" SCH. 40 PVC
2 GRAVITY CLEANOUT
D-101 NTS
WATER TIGHT SEAL
ON RISER ASSEMBLY
;�"3/4" SCH. 40 PVC RECIRCULATION
LINE FROM E-Z TREAT TEE
4 SCH.
�40 PVC
(SEE D-102 FOR
CONTINUATION)
INV. OUT
1'-2" BELOW INVERT IN
I'-CAST-A-SEAL
402 RUBBER
BOOT (TYP.)
SIMTECH STF 110 SERIES,
3" POLYLOCK PL-68 OR
MIN. ^ ENGINEERS APPROVED EQUAL
3"
t12" TANK FLOOR MIN.
MIN.
QD
Wi
1/3 TANK LENGTH
eSEPTIC TANK SECTION
NTS
NOTES
1. ALL PIPING SHALL BE SCH 40 PVC UNLESS J _ O
OTHERWISE NOTED ON PLANS. ALL PVC PIPES SHALL Q LL
BE BURIED A MINIMUM OF 3 FEET UNLESS SHOWN W o Q
OTHERWISE.
Q
2. ALL TANKS SHALL HAVE A MINIMUM 28-DAY
CONCRETE STRENGTH OF 4500 PSI.
3. TANKS SHALL MEET REINFORCING REQUIREMENTS TO
ACCOMMODATE 300 POUNDS PER SQUARE FOOT.
EITHER STEEL REINFORCING WIRE, REBAR OR H
APPROVED FIBER MAY BE USED. Z W
W`Y �Z
4. ALL SERVICE ACCESS OPENINGS WILL BE A MINIMUM
W
OF 24 INCHES. EXCEPTIONS MAY BE MADE ON A W H Z
CASE BY CASE BASIS WITH E-Z TREAT'S PRIOR a O } a }
WRITTEN APPROVAL. ALL ACCESS OPENINGS SHALL BE Z U W
FITTED E-ZA CESSWITH OPENINGSSSER FOR ET ITHE RECRCUASSEMLLATIONERVICE CYLINDER _ m a
SHALL BE A 30-INCH OPENING AND FITTED WITH AN w W O
E-Z SET 30-INCH RISER ASSEMBLY. TRAFFIC RATED z a O a a U
TANKS SHALL HAVE CONCRETE RISERS. J J J U _ ZO
5. ALL JOINTS (TOP -SEAM) SHALL BE SEALED USING H <
LL
CONCRETE SEALANTS BUTYL SEALANT # CS-102 J Z W
MEETING ASTM C-990. m Z :D d
Z W U —
6. TANKS SHALL BE LEAK -TESTED PRIOR TO SYSTEM :) d
START UP BY APPLYING A VACUUM OF 4-INCHES OF fn
MERCURY WITH RISER ASSEMBLIES IN PLACE OR WITH
APPROVAL BY E-Z TREAT, A 24-HOUR STATIC WATER
TEST, IN ACCORDANCE WITH ASTM STANDARDS.
o
N
7. NON -CONCRETE TANKS SHALL NOT BE USED IN
CONJUNCTION WITH THE E-Z TREAT SYSTEM WITHOUT V > N
PRIOR WRITTEN APPROVAL BY E-Z TREAT. a Z6 tom; cD
B. ALL PIPE PENETRATIONS THROUGH PRECAST } m0 U Q C
CONCRETE TANKS SHALL BE PRESS -SEAL m Q
CAST -A -SEAL 402 RUBBER BOOTS AND GROUTED.
9. THE FILTER POD INVERT OUT SHALL BE A MINIMUM c m CD
OF 6" ABOVE THE INVERT IN OF THE RECIRCULATION
TANK OR 1/4-INCH PER FOOT SLOPE, WHICHEVER IS W N
GREATER.
N Z
10. CONTRACTOR MAY USE LARGER TANKS. Lu Q 0
11. MAXIMUM COVER OVER NON H-20 TANKS SHALL BE z Z cm
rn M —
30" OR AS SPECIFIED BY MANUFACTURER. W 2 X U Q
12. SYSTEM INFLUENT SAMPLE SHOULD BE TAKEN FROM Q O = LL
INLET TEE IN SEPTIC TANK RISER 0 m
= 0 M
Z N
13. SEE C-101 FOR GENERAL NOTES. a m O 7
I—LLf
co
14. LENGTH, WIDTH, AND DEPTH OF TANKS WILL VARY Q z a J
PER MANUFACTURER. U }
�
�
15. MAY USE COMBINATION SEPTIC TANKS AND U Q °=
RECIRCULATION TANKS RATHER THAN SEPARATE IF L) L) J
NECESSARY OR DESIRED BY OWNER. CD 0 H
16. IN AREAS WITH LOW ALKALINITY WATER, INSTALL ±55
LBS. OF MARBLE ROCK (1"-3" DIAMETER) IN l
24"x24" MESH BAGS. USE 1 BAG PER E-Z TREAT
POD. PLACE MARBLE ABOVE "BEAD" PILLOWS.
17. ALL VENTS FOR TANK RISERS SHALL BE 2" SCH. 40
PVC AND HAVE POLYLOK CARBON FILTERS OR
ENGINEERED APPROVED EQUAL. rT1
18. ALL TANKS EXCAVATED INTO BEDROCK SHALL HAVE ^ Q�
BEDROCK LINED WITH 10MM SYNTHETIC LINER. LINER
SHALL BE INSTALLED WITH NO MORE THAN 2 FEET
CAP FROM TANK. SEE DETAIL 4/D-105
N CARo��.. O o
c
r
51201 p�
'• � �tiGINE�� � �:
Bill
Z

co
75
(SEE D-105 FOR TO E-Z 1-1/2" SCH. 40 PVC
CONTINUATION) TREAT POD
— — — — — — — — — — — — — — — — — — — — — — —
30" 0 E-Z SET RISER I
W/COVER (TYP)
�314" H. 40 PVC RECIRC. LINE TO SE
________SC_PTIC
____-____________________
CLEAN I - 12" MIN. LENGTH R
OUT I i FLEX PVC(SEE D-101 FOR 1,000 GALLON RECIRCULATION/PUMP TANK
CONTINUATION) BY DAVID BRANTLEY & SONS
PT-237 OR APPROVED EQUAL
FLOW —*TURBINE PUMP
SPIN FILTER
PRECAST CONCRETE
"DONUT" (OPTIONAL)
(TYP.)
RECIRCULATION TANK
©1=�
CAST -A -SEAL 402
RUBBER BOOT (TYP.)
4" SCH. 40 PVC
DROP TEE (TYP.)
w
±95"
30"0 E-Z SET RISER
z 2" SCH. 40 PVC VENT W/COVER (TYP)
(SEE D-101 NOTE 17)
Lza 3/4" GATE VALVE
a 3/4" SCH. 40
PVC RECIRC. LINE 1 3/4" UNION
0
FLOAT TREE
BRACKET
0
HIGH WATER ALARM=
40" ABOVE FLOOR
00
a
PUMP OFF=
N 18" ABOVE FLOOR
-i
3"
a ro
1-1/2" SCH. 40
t12" PVC FLOAT TREE
MIN.
j s
FRANKILIN E-SERIES
ALL TANKS REQUIRE A EFFLUENT PUMP CATALOG
6" THICK #57 STONE NUMBER 94701015 1 /2 HP.
BEDDING (TYP.)
RECIRCULATION TANK SECTION
FROM E-Z
TREAT POD
F:::-1
EFFLUENT BYPASS VALVE W/FLOW
RESTRICTOR TO 10 GPM
A
D-102
4" X 2" REDUCER
i
i
UV UNIT
4" X 2" REDUCER
_—J
TO FIELD
DOSING
CHAMBER
ALARM LIGHT
CONTROL PANEL (LOCATED
WITHIN 10-FEET OF TANKS)
II V I CAB DIRECBURY
ET TO PANEL /
'1-1/2" PVC
CHECK VANNE
ALVE \\\\
nvnvnvnvnvn�i'ay���j\
1-1/2" SCH. 40 PVC
FULL UNION (TYP.)
,I
1 1-1/2" SCH. 40 PVC (SEE D-105 FOR
LINE TO FILTER POD CONTINUATION)
NOTE:
UV UNIT NOT SHOWN FOR
CLARITY. SEE DETAIL 2, D-104
I I
EFFLUENT BYPASS
VALVE BY E-Z TREAT
SEE EFFLUENT BYPASS
VALVE SECTION A, D-104
I I
MERCURY FLOAT
3„ SWITCHES (3)
3" PVC STAND
N C A R ��••'•.
•
?� r
51201 22
C . B
coLL
N
J O_
w0
0 N
H
LuW
2� Lu W
O 07
U
Z } u) W
H X W
oaoaw
a a J W a
i J
�fn LLLLLu
Lu Z
co z
H
2
� d
07
o
0
N
V .. M N
a co cc
ma_ co 04
O U Do
cy O O
0
Lu M
W N T
co N Z
J �
Z z rn =
�O-aX
W < X U LL
ZL)LL
co
d z 04
Lu aza_jv
Q < m rn
U U
o OW
� � H
W�
O 0
NTS

;_
Q
v
N
0
N
cd
0
co
5
— — — — — — — — — — — — — — — — — — — — — — — — — —
I I
I I
I
A
TURBINE PUMP I D-11
3,500 GALLON PUMP TANK 1-1/4"
00
BY + PT 484IOR APPROVED EQUAL �
/ / I TO HYDRAULIC
- I UNIT
I I
FLOAT TREE
(TYP.)
I I
— — — — — — — — — — — — — — — — — — — — — — — — — — —
158"
FIELD DOSING TANK PLAN
NTS
2" SCH. 40 PVC VENT 1-1/4" SCH. 40
(SEE D-101 NOTE 17) PVC FULL UNION —
iD �
io
FLOAT TREE BRACKET
(SEE D-102 FOR --
CONTINUATION)
SECONDARY TIMER ±29" ABOVE FLOOR
M
HIGH WATER ALARM ±26" ABOVE FLOOR
io
n
DOSE ENABLE ±20" ABOVE FLOOR
3"
MIN.
a
PUMP OFF ±18" ABOVE FLOOR
N
MERCURY FLOAT
SWITCHES (4)�
-H
ro
1-1/2" SCH. 40
PVC FLOAT TREE
t12"
MIN.
30"0 E-Z SET RISER
W/COVER (TYP) 1-1/4" PVC
CHECK VALVE
DIRECT BURY
CABLE TO
PANEL
3"
MIN
1-1/4" SCH. 40 PVC
TO HYDRAULIC UNIT
(SEE D-108 FOR
CONTINUATION)
4"
4" x 2"
PRIMARY
Orr 7r:2
4" x 2"
REDUCER
2"
PRIMARY
LAMP —
NON -CORROSIVE
REFLECTIVE AND
PROTECTIVE SLEEVE
100% 4" WELL CAP
rBACKUP DISCONNECT
LAMP
UNION (
1 \-4" x 2"
REDUCER
1/2" BALL
VALVE
IhCONTROL
WITH ALARM
2"x2"x1/2"
REDUCING TEE
2" 4"
\�1/2" BALL
\-4" x 2"
M VALVE
REDUCER
DISCONNECT
UNION (TYP.)
NOTES:
100%
BACKUP
1.
ULTRAVIOLET LIGHT PURIFIER UV-102
LAMP
BY E-Z TREAT.
2.
PROVIDE DUAL GFI RECEPTACLE FOR
UNIT AND HEAT TAPE. FIELD ROUTE
2-#12,1-#12G, IN 3/4" PVC
CONDUIT TO 120 VOLT SINGLE PHASE
20 AMP BREAKER AT HOUSE.
3.
ORIENTATION PER SITE REQUIREMENTS.
4.
INSTALL 1/2" BALL VALVE FOR
SAMPLING DOWNSTREAM OF U.V.
UNIT.
SECTION VIEW
5.
MAY LOCATE IN RECIRCULATION TANK
IF ACCESS PROVIDED.
ULTRAVIOLET DISINFECTION UNIT
coLL
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EFFLUENT BYPASS PVC REDUCING
VALVE BY E-Z TREAT
FINISHED GRADE TEE J
O
30"0 RISER W/COVER Q LL
\ \"X' ` 3/4" SCH. 40 SEE GEN. NOTES O 0
PVC RECIRC LINE Lu
i x", 0
-__---- 4" 90' BEND
FIN. GRADE
4" FROM FILTER POD ELBOW (TYP.) H
4" SCH. 40 PVC FLOW CONTROL Z Lu
CROSS (TYP.) WEIR 4" TO ULTRAVIOLET LU Y Z
WATER LEVEL PLATE DISINFECTION UNIT \ 1-1/2" SCH. 40 QLu
4" SCH. 40 PVC (FIELD ADJUST TO SHUT (IF APPLICABLE) OR ��l % PVC FULL UNION Lu J Z
OFF RETURN FLOW TO FIELD DOSING TANK a �.' °� (NP•) Q L) a }
FLOAT BALL RECIRCULATION TANK AT Lu
6" BELOW SECONDARY 1-1/2" PVC CHECK a 2 M a Z
3/4" PVC VALVE _
TIMER ELEVATION) GATE VALVE a Q Lu O
1/41-1/2" SCH. 40 PVC LINE TO a s° w a Z
'a PUMFILTER POD (TREATMENT POD) J a cn LL 0
(IF NK BALLAST APPLICABLE) 3/4" 90' ELBOW I j z ? X W
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cn
z duo �L� nTz D-104 NITS
<`.
a': <a ,
2
CO MIN. a o 0
ALL TANKS REQUIRE A 6" V M ;5_
THICK STONE BASE (TYP.) a co L;j N
A EFFLUENT BYPASS VALVE SECTION NOTE m o" 00
1. SEE SITE PLAN FOR
D-104 NITS ORIENTATION. O O
M
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Rs Lu N T
T�O� AGC' co N Z
FROM SUPPLY MAIN TO RETURN MAIN ~RETURNZONE y� W Q O rn
HEADER L z Z
SUPPLY CLEAN SF J O 04ZONE a X
HEADER OUT H Q XO = LL
Um�rn
4" PVC Z
TO ALTERNATE 0 " - 0. O Z 04
LATERALS 1/2" RETURN LINE TO TO SEPTIC LU O a LLI m
SEE SCHEDULE > ZONE RETURN HEADER TANK Q z J .4
PVC END CAP 4" PVC 4" PVC � �
N FEED WYE TEE U Q ?�
':
4' x 2" - U J
•.......•. ' MANIFOLD DRIPPER REDUCER O Lu
'• � LOOPING OF NON DRIP LINE CONNECTION ~
BLANK TUBING 2' x 1-1/4" DRIP FIELD RETURN LINE (SEE l
1/2" PE TUBING WITH
0.53 GPH EMITTERS REDUCER
SITE PLAN FOR PIPE SIZE)
1/2" BLANK (NON DRIP) LINE 2.0' O.C. NOTES
(66" MIN. TOTAL LENGTH)-,<- 1. TYPICAL ALL DISTRIBUTION FIELDS LOOPED LATERALS
3' O.C. (MIN. 9").
DRIP LINE 6" RAD. MIN. (TYP) 2. SUPPLY AND RETURN LINES TO BE PLACED IN THE 2 FIELD RETURN LINE DETAIL FTC C%1
* SAME TRENCH.
D-104 NITS r--�
3. SEE SITE PLAN FOR LATERAL LENGTHS, LINE (�
LAYOUT, AND NUMBER OF LATERALS.
LTC 600 DRIP TO DRIP I 1.5'
•.. LOCKSLIP COUPLING �I 4. INSTALL MANIFOLDS ON OPPOSITE SIDES OF DRIPi
FIELD FOR LATERALS WITH AN ODD NUMBER OF ��N C A R '��� O 0
TYP. LOOP CONNECTION LINES. LAYOUT ABOVE IS TYPICAL OF DESIGNS WITH ��`,� *so CA
"" ••. AN EVEN NUMBER OF LINES PER LATERAL. Q FESS�
O
5. PROVIDE PRESSURE REGULATOR IF REQUIRED TO
MAINTAIN PRESSURE BELOW 40 PSI.
1 DISTRIBUTION FIELD PLAN TYPICAL is 51201
D-104 NITS
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2" X 6" BOARD WITH ALUMINUM
BRACKETS ATTACHED TO POD WITH
7'-3-1/2" (TYP.) S.S. SCREWS TO ASSIST WITH
SOIL STABILIZATION (TYP. OF 4)
4" CPP (SEE SITE PLAN FOR
o OUTLET)
(TYP.) CAP_9__
o 0
a o
TO OUTLET
o 0
oo STMP) NOZZLE
(o
MINI -CLICK
RAIN SENSOR
WIRE
® A A
T "x4" II LEAD WIRES TO
CONTROLLER
NOTE:
1. DO NOT COVER.
2. RAIN SENSOR SHALL BE
MODEL MINI-CIK BY HUNTER
�1 RAIN SENSOR
PRESSURE GAUGE 1-1/2" BALL VALVE o v-ivy NOTEe
0
1. POSTS TO BE PLACED t20' O.C.
�o
0
�1 TWO STRAND WIRE FENCE
4" SCH. 40 PVC iJ LL
90' ELBOW (TYP.) NOTES:
f1-1/2" 4"� 1. PROVIDE UNDERDRAIN ON SITES WHERE SEASONAL HIGH
GROUNDWATER IS WITHIN 6" OR ABOVE THE BOTTOM
OF THE TANKS.
E-Z TREAT TREATMENT UNIT PLAN
NTS
TOP OF
POD 3' ALL AROUND
SELECT BACKFILL
E-Z TREAT POD FILTER SYSTEM FREE OF DEBRIS
+I I 11HU FINISHED
g.1 I 1-1/2 0
j SUPPLY
I j LINE
0_
v
2" � M
4"0
MIN. LINE RETURN
z -- --
io �
4" CPP PERFORATED 6" THICK #57
TUBING (SLOTTED) STONE BEDDING
AROUND POD (TYP.) (TYP.) SEE SHEET
C-102 FOR
INVERT OUT
A E-Z TREAT TREATMENT UNIT SECTION
NTS
EXCAVATION INTO BEDROCK
NTS
JLL
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W O
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TWO (2)
#4 REBAR
Z
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NOTIESe
1. PROVIDE TANK BALLAST ON SITES WHERE SEASONAL
HIGH GROUNDWATER IS WITHIN 6" OR ABOVE THE
BOTTOM OF THE TANKS.
2. CABLES SHALL BE 3/16" STAINLESS STEEL, LENGTH
VARIES PER TANK.
3. CONNECT CABLE TO REBAR EMBEDDED IN BALLAST
WITH TWO (2) STAINLESS STEEL CLAMPS PER
CONNECTION.
4. TIGHTEN MINIMUM 2 CABLES PER TANK.
5. EACH CABLE SHALL BE A MINIMUM OF 2' FROM END
OF TANK.
6. REBAR SHALL BE NO. 4.
7. BALLAST MAY BE PRECAST OR POURED IN PLACE
USING PLYWOOD FORMS.
B. TOTAL SEPTIC TANK BALLAST SHALL BE A MINIMUM OF
TWO (2) CUBIC YARDS.
9. TOTAL RECIRCULATION/FIELD DOSING TANK BALLAST
SHALL BE A MINIMUM OF TWO (2) CUBIC YARDS.
10. CONCRETE SHALL BE A MINIMUM OF 3,000 PSI.
11. CONTRACTOR MAY USE CONCRETE WHEEL STOPS WITH
MINIMUM CONCRETE MASS PROVIDED WITH APPROVAL
OF ENGINEER.
12. SEE BUOYANCY CALCULATIONS IN APPLICATION PACKAGE
FOR BALLAST DIMENSIONS.
NOTE
NOTE
5
TANK BALLAST DETAIL (IF NEEDED'
NTS
J"x}" PVC REDUCING
ELBOW (TYP. OF 2)-
MANIFOLD TRENCH
12" WIDTH MIN.
WELL PACKED I DAM HEIGHTPICAL
EARTHEN DAM
-- -777-777-71
-
m i
z
- 1
a \il� r—CONNECTION
2" +BEYOND':.:' 1 .
FOLD TRENCH
DRIPPER LINE
-2"-4" OF PINESTRAW
OR MULCH (OPTIONAL)
EMITTER TUBING
8" TUBING STAPLES
25' O.C.
`LTC 600 DRIP TO DRIP
LOCKSLIP COUPLING
RETURN C 1/2" PVC \-1/2" PE BLANK TUBING (TYP.)
SUPPLY
2 SUPPLY / RETURN SECTION
D-106 NTS
z
1. SUPPLY OR RETURN MANIFOLD PIPE
SIZES MAY VARY (SEE DISTRIBUTION
FIELD DETAIL THIS SHEET).
Z
�
1/2" PE CONNECTION TO 1/2"
BLANK TUBING PE DRIPPER LINE
LTC 600 DRIP TO DRIP
LOCKSLIP COUPLING
MANIFOLD TRENCH
LTC 600 DRIP 3/4" PVC
SLIP TO BLANK TUBING
MANIFOLD
DRIPPERLINE CONNECTION
-106 / NTS
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75
ROUND VALVE BOX
AIR/VACUUM
BREAKER (AVBK-1)
1" SCH. 80 PVC NIPPLE
LENGTH AS REQUIRED -
PEA GRAVEL SUMP �I
1-1/2" SUPPLY LINE
1-1/2" SCH. 40 PVC MANIFOLD
1-1/2" ELBOW
1-1/2" x 1/2"
REDUCER BUSHING
1/2" SCH. 40 PVC
RETURN LATERAL -
FINISH GRADE
SCHRADER VALVE
1" THREAD DIAMETER
1" PVC UTILITY BALL
VALVE W/ THREADED
ENDS (NORMALLY OPEN).
BRICK
SUPPORTS
kft]-(THREE)
1-1/2" SCH. 40 PVC MANIFOLD
1-1/2" x 1/2" y
REDUCER/BUSHING �� 4
1/2" SCH. 40 PVC
SUPPLY LATERAL
SUPPLY
FINISH GRADE
ROUND VALVE BOX
AIR/VACUUM
BREAKER (AVBK-1)
1" SCH. 80 PVC NIPPLE
LENGTH AS REQUIRED
1-1 /2" TEE (TYP)
RETURN
SUPPLY / RETURN ZONE HEADER
NOTE:
1. NUMBER OF LATERALS TO MATCH SITE
CONDITION. CAP FITTINGS NOT NEEDED.
2. ALL PIPE SHALL BE SCH. 40 PVC UNLESS
OTHERWISE INDICATED.
3. SEE SITE PLAN FOR NUMBER OF
LATERALS.
4. SEE SITE PLAN FOR SUPPLY LINE, RETURN
LINE, AND MANIFOLD SIZES.
5. AIR VACUUM BREAKER VALVES SHALL BE
INSTALLED ON EACH SUPPLY AND RETURN
MANIFOLD AT THE HIGH POINT.
1-1 /2" TEE (TYP)
SCHRADER VALVE
1" THREAD DIAMETER
1" PVC UTILITY BALL
VALVE W/ THREADED
ENDS (NORMALLY OPEN).
BRICK SUPPORTS
(THREE)
PEA GRAVEL SUMP
1-1/4" BRONZE CHECK VALVE
1-1/2" x 1-1/4" REDUCER/BUSHING
1-1/2" x 1" REDUCING TEE
(SOC X FIPT)
H
Luw 2� Lu W
O 07
ZU
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H W
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a a J W a
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75
PVC
MAINLINE
PVC COUPLING OR
REDUCER (TYP.) —
FROM FIELD
DOSING TANK
FILTER FLUSH VALVE
IPS FLEX PVC —
FILTER AND FIELD
FLUSH LINE
RETURN TO
SEPTIC TANK
FIELD FLUSH
VALVE
30" RISER
30" RISER
ISHED GRADE
PVC COUPLING OR W
REDUCER (TYP.)
VORTEX
FILTER
FILTER FLUSH VALVE
SCH. 80 UNION —
IPS FLEX PVC —
RETURN TO
SEPTIC TANK
PVC COUPLING OR
REDUCER (TYP.) —
FILTER AND FIELD
FLUSH LINE -
WASHED #57
STONE
NOTES:
1. PROVIDE DUAL GFCI RECEPTACLE FOR HEAT
TRACING IN EACH RISER.
2. PROVIDE 1 BATT OF FIBERGLASS
INSULATION IN EACH RISER.
3. SEE SITE PLAN AND CALCULATIONS FOR
SUPPLY AND RETURN PIPE SIZES AND
NUMBER OF PIPES (ZONES).
4. SEE PLAN VIEW FOR ORIENTATION.
b
b
G
PVC
MAINLINE
VORTEX
FILTER
SCH. 80Go
UNION (TYP.)
b b b O
30" RISER
IPS FLEX PVC
FLOW METER
ZONE 1 VALVE
ZONE 2 VALVE
J
LL
Q 0
W 0
a0
�
Z Lu
W Lu Z
Lu
—RETURN FLOW x
ZONE 3 VALVE
aOpFROM
UZ } a
Z
}
DRIP FIELDS
(J) W
= c)
w
z
0
PRESSURE GAUGE
p a ~
Lu
AIR VENT b b b
TO DRIP ZONE(S)
Z J_j W d
J=
Z
a
0
REDUCER AS REQUIRED
FIELD SUPPLY LINE (TYP.)
PVC OR COUPLING
REDUCER (TYP.)
W Z ILL
=
W
co Z
a
Za
TOP VIEW TOP VIEW
cn
HYDRAULIC UNIT
b
PVC LINE TO
SOLENOIDS
IPS FLEX PVC
PRESSURE GAUGE
KRETURN FLOW
FROM DRIP FIELDS
PVC COUPLING OR
REDUCER AS REQUIRED
AIR VENT
FIELD FLUSH VALVE
io Z
HEAT STRIP
I I
GFCI
RECEPTACLE
(TYP.)
ISHED
ZONE 3 VALVE
ZONE 2 VALVE
ZONE 1 VALVE
30" RISER
WASHED #57
STONE
I=
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0 1 1 1 2 1 3 4 5 1 6 7 8 9
Branch Circuit Protection Device/Disconnect Means Field Provided - 2 X Pump Load Led Field Wiring
Legend Size per manufacturing specifications for Pump/Motor 120/230 VAC 0-16A MAX 60 Hz Field Supplied
Alarm/Control Source Pump Source Pump Source Pump must contain integeral Device Tag Description
120 VAC, 60Hz 120/230 VAC, 60Hz 120/230 VAC, 60Hz thermal overload protection. BALLAST Ballast
CB1,CB2 Circuit Breaker 2 Pole 20 A 45 In -lb
Bottom Feed Bottom Feed Bottom Feed Ground Motor PE to Ground Lug CB3 Circuit Breaker 1 Pole 10 A 45 In -lb
Circuit Breaker Circuit Breaker Circuit Breaker CS1 Current Switch NO 0.5-100A
L1 N L1 L2/N L1 L2/N F1... F3,F8 Fuse Terminal Block
F1... F31F8 5 A Control Fuse
M1 37 12LK PUMP1;PUMP Customer Supplied AC Pump
1.4 1.5PWS Power Supply 24VDC 30W
CB1
N 1 N2 5L3 6T3 T2 SW2 Toggle Switch
T136 2 31 TB1,TB6 Terminal Block 30A
12 AL T 4�\3 BLK 3L2 4T2 TB2 Double -Level Terminal Block 20A
2 1e PUMP1 TB3,TB4 Terminal Block 20A
1. 32 1 �, TB5 Terminal Block 20A
BLK
CB3 TB4 1 2 2��1 12 1 L1 2T1 T1 PE TB5 erminal Block 20A
YnH I TRANS11 Transformer, 24V
1
RED
12
:TB3]Tl
RED
. 16
9 3 6
RED RED RE
6 8 18
1 1
N3N4 N5N6
1.2 2.2 2.4 2.4
8
2
F1 L] F2 LJ 110
120VAC.1
f
2IRED
RED
8
TB1 1
HTR1
x1 x2
25
R 2.4
t CS' B
RED BLU*
F8
1 2
.132 5L3 6T3 T2
33
'3 BLK
3L2 E2T1
PUMP2
34 1
�\1 BLK
2 1L1 T1 PE
1.1 /23 1.1
N1 N2
PWS
L PE N
Black White Yellow RE
CT� CT� y
V+
Power Supply
PS5R-VC24
�24 VDC 30W
V-
8 18 8 18 18
T135 1 2 3 28 36
4 BLU BL BLU WHT/B
19 11 23 27 18 N 18 18
RED WT YEL ORG
18 18 18 18
uv Lamp 24VDC.1 OVDC.1
SW2 N3 z.s 2.1
24 VDC.2
24
BLK
17
W
t3 PE 18
D1 -
3
TRANS1
20 208 240
ite Black Red Orange
F1 - F3, F8 Fuse must be replaced with 5 Ampere
type 5mm x 20 mm fast acting 250 V max
Spare fuses provided in packet
)w
CAUTION: Nonmetallic enclosures does not provide
grounding between conduit connections. Use grounding
bushings and jumper wires.
ATTENTION: Les boitiers non-metalliques ne permettent
pas de mise a la terre entre les connexions de conduits.
T132 27 28 3.4 OVDC.2 T T Utilisez des manchons de mise a la terre et des fils de liaison.
UV Lamp 3.4 24VAC OVAC
F3
-=INTRODUCTION/2
Schematic 2.4 2.7
2-
This drawing contains proprietary information
Model
Quote Number
Drawn By
B. Nelson
Page Number
,0&ALDERON'
Industries
which or close
DWG Numbe
EZT-1 CD4Z-230-16
Leading Edge Control Products
nconsent.
in whole or in part without prior written consent.
oleortnot rtwithduplicated,terirunt,
Checked B
B. Klabunde
1 OP3
110 15TH ST SOUTH
Notes: 1. WARNING. Electrical Shock Hazard. Disconnect power before servicing this product. A qualified service person must install and service this product according to applicable electrical and plumbing codes
P g P 9 P P g PP P g
Date
1/19/2021
HAWLEY MN, 56549
2. Install in accordance with National Electric
Code, NFPA 70, Seal all boxes, fittings, and conduit with appropriate seal devices to prevent moisture and gasses from entering enclosure.
3. Conned all grounds to a good ground. 4. Dashed lines represent field wiring -Use minimum 60 deg C Copper Wre 5. Branch Circuit Protection Device/Disconnect Means Field Provided.
Revision
E-Z TREAT COMBO DRIP CONTROL PANEL (1 OF 3
NTS
1. OTIES-
1. SEE SHEET C-101 & D-101 FOR ALL
GENERAL NOTES.
2. PROVIDE JUMPER WIRE OR EQUAL
METHOD TO DISABLE RAIN SENSOR
TERMINALS ON SURFACE INSTALLATION.
3. PANEL SHALL HAVE PROVISIONS FOR
SECONDARY TIMER/HIGH WATER ALARM,
DOSE (TIMER) ENABLE, AND LOW
WATER ALARM (REDUNDANT OFF).
4. PANEL BY ALDERON, OR EQUAL.
5. PANEL TO BE SUPPLIED BY E-Z
TREAT.
OFESS� �?
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2
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2
3
4
5 1 6
7 1 8 1 9
High Level
Field Wiring
Recirculation
Drip Floats
FS7
Legend
Field Supplied
High Level
Secondary Timer
Dose Enable
FS3
Dose Enable
FS6
Device Tag
Description
Redundent Off
FS2
Redundent Off
FS5
B1
3uzzer 120V
FS1
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Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
Specifications
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

Table of Contents
Excavationand Backfilling.......................................................................................................... 1
Septic, Recirculation, and Field Dosing Tank Installation and Testing .................................. 2
PipingInstallation and Testing.................................................................................................... 4
E-Z Treat Dosing Pump and Control Panel............................................................................... 4
E-Z Treat Treatment Unit Installation....................................................................................... 4
EffluentBypass Valve................................................................................................................... 5
DenitrificationAssembly.............................................................................................................. 5
FieldDosing Pump........................................................................................................................ 5
HydraulicUnit Installation.......................................................................................................... 5
DripIrrigation Line Installation................................................................................................. 5
UltravioletDisinfection Unit........................................................................................................ 7
RainSensor.................................................................................................................................... 7

Project Specifications
Excavation and Backrilling
1. Excavated materials acceptable as backfill shall be stockpiled in a location approved by the
Owner. The materials shall be located away from the edge of any excavations. Excavated
materials shall not be stored within the driplines of existing trees.
2. All open excavations shall be barricaded when construction in the area has stopped. Night
barricading should include posted warning lights.
3. Protect existing structures, utilities, sidewalks, pavement, and other facilities from damage
caused by settlement, lateral movement, undermining, washout, and other hazards created by
earthwork operations. Protect root systems from damage or dry -out to the greatest extent
possible.
4. Soil materials shall be free of boulders, roots, sod, organic matter, and frozen material.
5. Bedding materials for pre -cast concrete structure installation shall be 957 washed stone to the
dimensions and depth shown on the construction drawings.
6. All excavation is unclassified and includes excavation to subgrade elevations indicated on the
construction drawings regardless of character of materials and obstruction encountered. In the
event that rock is encountered, the Contractor shall remove it at no additional cost to the owner.
7. Stability of excavations shall be maintained by sloping of the sides and shall comply with local
codes, ordinances, and requirements of agencies having jurisdiction. Where space restrictions
prevent sloping of the sides, shoring and bracing of the walls shall be employed in full
compliance with OSHA requirements. In the case of pipe installations, sheeting shall remain
in place until backfilling progresses to a stage where no damage to the pipe will result from
removal.
8. The Contractor shall attempt to prevent surface and subsurface water from flowing into
excavations. The Contractor shall provide equipment, materials, and work necessary to
dewater any accumulation of water in the excavation to prevent softening of the soils,
undercutting of footings, and changes to the soils detrimental to the stability of the
improvements.
9. Excavations for structures shall conform to dimensions and elevations shown on the
construction drawings within a tolerance of plus or minus 0.10 feet and to the standards of
ASTM C891-90.
10. Backfill shall be installed to excavated spaces in 8-inch lifts and tamped by hand or
pneumatically around pipe or structures. Tamping shall be performed evenly on both sides of
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00

pipe and around sides of structures to a depth such that damage to the pipe or structures is
avoided as a result of subsequent methods of compaction. Extreme care shall be exercised in
backfilling operations to avoid displacement of pipe and structures either horizontally or
vertically. Backfill consolidation by ponding water is not permitted. Compaction of each layer
of backfill and the top 6 inches of subgrade shall achieve a 90 percent maximum dry density
as measured by AASHTO method T-99.
11. Remove all waste materials including unacceptable excavated material, trash, and debris and
legally dispose of it off Owner's property. Where settling is measurable or observable at
excavated areas during project warranty period, the Contractor shall remove surface finish, add
backfill material, compact, and replace surface treatment to a quality and appearance matching
adjacent areas of previous work.
12. Site specific excavation and backfilling requirement shall also comply as shown on the
construction drawings.
13. If Applicable, all tanks excavated into bedrock shall have bedrock lined with 10-millimeter
synthetic liner.
Septic, Recirculation, and Field Dosing Tank Installation and Testing
1. Septic tanks shall conform to criteria in 15A NCAC 18E .0801-.0805
2. Place bell ends of pre -cast sections or the groove end of the concrete facing down. In
preparation for making joints, all surfaces of the portion of the section to be jointed and the
factory -made jointing materials shall be clean and dry. Each joint, seam, and pipe penetration
inside and outside of joints shall receive liberal applications of non -shrink grout as well as
liberal amounts of bitumastic waterproof sealant.
3. Lifting holes and other penetrations of the pre -cast structure wall shall be sealed with
nonshrinking grout. Pipe connections shall be made so that the pipe does not project beyond
the inside wall of the structure. Grout connections as necessary to make smooth and uniform
surfaces on the inside of the structure.
4. Before placing any tank into operation, remove any dropped grout, sand or other imperfections
and obstructions from the interior of the structure. Specifically, the inside walls of the tank
shall be smooth and uniform. Smooth -finish inverts so that wastewater flow is confined and
directed through the inlet and outlet pipes with easy transition.
5. Tanks shall be backfilled in accordance with the applicable specifications herein before
described.
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00
2

6. All pipe penetrations shall be through Press -Seal Cast -A -Seal 402 rubber connectors or
approved equal.
7. All joints (mid -seam, top -seam) shall be sealed using Concrete Sealants butyl sealant #CS-102
meeting ASTM C-990.
8. All service access openings will be a minimum of 24 inches. Exceptions may be made on a
case by case basis with E-Z Treat's and engineer's prior written approval. All access openings
shall be fitted with E-Z Set riser assemblies.
9. A 24-hour static water test, in accordance with ASTM standards, shall be performed on all
precast tanks in order to insure they are water tight.
a. The testing shall be performed in the presence of the engineer or his representative.
b. Each tank shall be filled with water and the initial water level shall be measured.
c. At the end of the 24-hour period, the level of the water shall be measured again.
d. The engineer shall pass the tank if the water level did not drop more than 0.5 inches or if
the total volume of the displaced water is less than 1 percent of the total effective liquid
capacity of the tank.
e. Tanks may also be leak -tested by applying a vacuum of 5-inches of Hg with riser
assemblies in place.
f. Each failed tank shall be tested again. In the event that the tank does not pass the second
test, the Contractor shall remove and replace the tank at no additional cost to the owner.
10. Septic Tank and E-Z Treat Recirculation Tank shall meet the following additional criteria:
a. Minimum liquid depth of 36 inches.
b. Minimum airspace of 9 inches.
c. Length shall be at least twice as long as the width.
d. Septic tank shall be constructed with a baffle wall dividing the tank interior 2/3rd to 1/3rd
The baffle wall shall be constructed to permit passage of effluent through a slot or holes
located between 45 and 55 percent of the interior depth.
11. Septic tank shall be fitted with a Sim Tech STF-110, Polylok PL — 122, or Engineer approved
effluent filter that extends down to 50 percent of the liquid depth of the tank.
12. Septic tank shall be as specified on the constructions drawings.
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00
3

Piping Installation and Testing
1. Piping shall be PVC and of type and size as shown on the construction drawings. Piping shall
be installed with a minimum of three (3) feet of cover unless shown otherwise on the
construction drawings.
2. Piping shall be installed to be able to meet a pressure test whereby the pressure remains
constant for a minimum of two hours, and the allowable leakage is not more than 10 gpd/inch
of pipe diameter/mile.
3. Any line installed under a driveway shall be sleeved in Class 52 Ductile Iron Pipe or encased
in concrete and extend a minimum of 5 feet on either side and unless shown otherwise on the
construction drawings.
4. Forcemains installed under streams and driveways shall be sleeved in Class 52 Ductile Iron
Pipe.
E-Z Treat Dosing Pump and Control Panel
1. The E-Z Treat dosing pumps shall be one (1) Franklin E-Series multi -stage submersible pump
for operation on a single phase, 115 Volt service (specified by E-Z Treat).
2. The control panel shall be an E-Z Treat provided simplex panel. The panel shall have a
recirculation pump load sensor/alarm, two on/off timers, discharge pump alarm, high/low
water alarm, and low water level/run dry pump protection.
3. The control panel shall be in a NEMA 4X enclosure, installed in accordance with the
manufacturer's recommendations, and within 10 feet of the E-Z Treat treatment unit.
4. No splices may be placed in the pump tank or riser. All splices shall be made above ground in
a NEMA 4x junction box.
5. Control and alarm circuits shall be on separate circuits.
6. The audible/visual alarms shall be external to any structure.
E-Z Treat Treatment Unit Installation
1. The E-Z Treat Treatment Units shall be installed in accordance with the manufacturer's
recommendations and as shown on the contract drawings.
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00
4

Effluent Bypass Valve
1. The effluent bypass valve shall be by E-Z Treat and shall be installed in accordance with the
manufacturer's recommendations and as shown on the contract drawings.
Denitrification Assembly
1. Valves and piping back to the front of the septic tank shall be integral with the pod dosing
system.
Field Dosing Pump
1. The field dosing pump shall be as specified on the construction drawings, or approved equal
by Engineer. The motor shall meet the horsepower requirement for operation on a single phase
service. The control panel shall be a NEMA 4X control panel with a two -stage timer, elapsed
time meter, event counter, and alarm (both audible and visual) system. The alarms shall be
external to any structure.
Hydraulic Unit Installation
1. The E-Z Set Drip hydraulic unit shall be installed in accordance with the manufacturer's
recommendations and as shown on the contract drawings.
2. Electric solenoid zone valves shall be F (Model SVLVB-100).
3. Vortex Filter shall be I" (Model ANE-IF)
Drip Irrigation Line Installation
1. The drip irrigation lines shall be installed as shown on the construction drawings. The lines
shall be laid parallel to the existing contours and laid completely level.
2. Emitter spacing shall be 24-inches. There shall be 3-feet of spacing between adjacent drip
lines.
3. Contractors shall ensure minimum disturbance of the soil in the wooded area. Weeds, trees
and bushes less than 2 inches in diameter shall be removed, whereas vegetation that has
diameter greater than 2 inches shall not be disturbed.
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00
5

4. Harrow rake and backfill the soil if necessary. Native soil shall not be disturbed more than 1
inch into the soil profile.
5. Only rubber -tire, light -duty equipment shall be used in these areas.
6. No excavation for initial wastewater disposal field laterals shall occur while the project site is
wet.
7. The retained trees shall maintain a minimum of three (3) feet in radius clearance area where
no new soils shall be backfilled. Backfilled soils shall be gradually filled where the slope is
one (1) vertically and three (3) horizontally. Drip lines shall not be placed within the three (3)
feet clearance areas.
8. Retain as many well -established trees as possible. Remove pine trees and retain hardwoods
preferentially where tree displacements are necessary.
9. Leaf and vegetation matter shall be raked from irrigation site.
10. Limitations of soil disturbance shall be clearly addressed to responsible personnel. Any
necessary disturbance that exceeds the soil disturbance limits shall be approved by engineer.
11. If applicable, after completion of filling, backfilling, and grading, topsoil shall be spread
uniformly to a depth of not less than thirteen (13) inches over the seasonal high ground water
level. Topsoil shall be compacted lightly in an approved manner. The finished surface shall
be in conformity with the lines, grades, and cross -sections shown on the Contract Drawings,
as well as free from dips, bumps, and irregularities in alignment.
12. If applicable, all fill and backfill shall be free from roots, wood scrap material, and other
vegetable matter and refuse. Fill and backfill shall be placed in layers not more than eight (8)
inches thick, loose except as specified otherwise herein, and each layer shall be compacted
thoroughly and evenly.
13. For pipe trenches, fill and backfill, unless otherwise noted, shall be compacted to at least 90
percent of the maximum density at optimum moisture content, as determined by ASTM D
2167 (Modified Proctor Method).
14. The Contractor shall perform all grading in areas so indicated. Fill shall be brought to finished
grades indicated on the Contract Drawings and shall be graded so as to drain water away from
structures. Areas directly and indirectly affected by the construction work shall be graded to
provide proper drainage and surfaces suitable for the use of mowing machines.
15. Surplus material not required for completion of the construction work or unsuitable for filling,
backfilling, and/or grading shall be disposed of at the Contractor's expense in an approved spoil
area and in accordance with local ordinances.
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00

16. Field specific installation shall be as shown on the drawings.
17. Drip lines shall be installed in a manner to minimize disturbance to the existing vegetation on
the disposal field.
Fill Application Plan:
TBD by Piedmont Environmental Associates, P.A.
Ultraviolet Disinfection Unit
1. The ultraviolet unit shall be installed in accordance with the manufacturer's recommendations
and as shown on the contract drawings. The unit shall be by E-Z Treat (Model E-Z UV 102)
or approved equal by engineer.
2. A visual alarm shall be provided that alerts the homeowner when the primary bulb fails. After
primary bulb failure, the backup bulb shall be good for 10,000 hours. Alarm panel shall be
mounted within 6 feet of ultraviolet casing.
3. Casing shall be filled with water prior to powering up lamps.
Rain Sensor
1. A Hunter Mini-Clik rain sensor shall be installed adjacent to the hydraulic unit in an area that
will receive precipitation (that is not covered by any trees).
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00
7

Fill Application Plan
The following outlines the guidelines for choosing and installing the required fill material for the
proposed wastewater disposal system. If there are any questions regarding these guidelines, design
and installation personnel should contact Piedmont Environmental Associates, P.A. for
clarification. These guidelines are presented as Piedmont Environmental Associates, P.A.
professional opinion and are not dictated by the NC DWR. However, the NC DWR retains the
right to determine what constitutes suitable fill material and installation thereof, as the regulatory
authority responsible for permitting this wastewater disposal system.
Surface water diversion:
The existing roadway ditches and deep channel will divert surface waters around the application
area.
Fill material composition:
Note: Before any earth moving activities are conducted on site, Piedmont Environmental
Associates, P.A. should be contacted to mark the fill area boundary and inspect the moisture
content of the soil. If the soils are too saturated, no tillage may occur. This inspection is to
avoid compacting the application area. All site work should be conducted machinery with
tracks instead of pneumatic tires.
1. A NC Licensed Soil Scientist shall review the site to determine that soil moisture
conditions are low enough to ensure that compaction of the underlying subsoil and rutting
of the soil surface will not occur. The Soil Scientist shall also be present during the
procedure outlined below to minimize the risk of damaging the application area through
direct supervision of the installation.
2. The material shall be inspected to insure that fibrous organics, building rubble, or other
debris are not present. Fill material shall have USDA soil textures classified as sand,
loamy sand or sandy loam, however the final six inches of fill used shall have a sandy
loam or loam texture for the establishment of a vegetative cover.
Heavy vegetative cover or organic litter shall be removed from the native soil within the
application area prior to incorporation of the fill material.
4. A layer of fill material shall be added to the application area. This first layer of fill
material and the existing soil shall then be mixed to a depth of six inches below the native
soil/fill interface.
5. The fill area shall be shaped to shed surface water and shall be stabilized with a
vegetative cover to prevent erosion if installation is to occur greater than one week from
fill addition. The side slope of the fill shall not exceed a rise to run ratio of 1:4
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00

6. A soil test shall be performed on the fill material after installation to determine the
amount of liming material necessary to stabilize the material, and the fertilizer required
for the establishment of a cover crop if applicable.
7. If a vegetative cover crop is to be established on the fill material, fescue grass seed shall
be applied at a rate of 5lbs per thousand square feet and mulched with wheat straw at a
rate of 1 bale per thousand square feet.
Turf option:
The entire area should be temporarily seeded with an appropriate turf species for the area, covered
with hay or other suitable temporary cover that will both protect the seed and soil from erosion
while the pine/hardwood duff layer is regenerated. Temporary irrigation should be provided to the
area so that a suitable stand of turf takes root. Care should be taken not to erode the installed fill.
Mulch option:
If a mulch cover is chosen, Piedmont Environmental Associates, P.A. personnel should be
contacted for a visual inspection of the fill material once it has been put into place, but before
mulch is applied. Once formal approval has been granted that the site meets the design criteria,
drip tubing may be installed on top of the fill. After the tubing is in place, Three Oaks should be
contacted to conduct another visual inspection of the drain lines prior to the mulch being applied.
Once formal approval is given on the installation of the drain lines, then the mulch may be applied.
The mulch should not exceed a depth of two (2) inches. The site must be maintained with a
continuous cover of mulch at all times until the pine/hardwood duff layer is regenerated. If bare
soil is exposed in any part of the application area it must be recovered with mulch. If it is
determined that the mulch is not acting as an adequate erosion protection technique, it should be
replaced with a stand of turf.
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
O F si
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Engineering Calculations
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

Septic Tank (19000 ST-502)
Basic Dimensions
Lid Thickness L
0.33
feet
Lid Hole Diameter 1-11
24.00
inches
Lid Hole Diameter (1-12) - If tank has only one hole, leave
24.00
(inches)
blank.
Lid Hole Diameter (1-13) - If tank has only one hole, leave
0.00
(inches)
blank.
Length of Tank A
8.88
feet
Width of Tank B
4.29
feet
Height of Tank Excluding Lid (C) - This value includes the
5.50
(feet)
base thickness but excludes the lid thickness.
Depth of Bury (Y) - This measurement extends from the
1.50
(feet)
round level to the to of the lid.
Wall Thickness T
0.25
feet
Base Thickness E
0.33
feet
Distance to Groundwater GW
0.00
feet
Customizations To Add Ballast
Add Concrete Inside the Tank:
Initial Inside Height of Tank - This measurement is the value
5.17
(feet)
ofC -E.
Add concrete inside the tank to make thicker base?
0.00
(feet)
If yes, how much? (U) If no, enter a value of 0. Please note:
The value entered must be less than the inside height of the
tank.
Increase Thickness of the Base:
Initial Base Thickness - This measurement is the value of E.
0.33
(feet)
Add concrete below the base of the tank to make thicker
base?
0.00
(feet)
If yes, how much? F If no, enter a value of 0.
Create Lip:
Extend the base horizontally to create a lip? - The lip will be
the thickness of E plus F, below, and it will extend this
0.00
(feet)
horizontal distance, P, from all four tank walls.
If yes, how much? P If no, enter a value of 0.
Summary of Final Measurements after Ballast
Customizations
Final Base Thickness - This measurement is the sum of E
0.33
(feet)
and F.
Lip Thickness - This measurement is the sum of E and F.
0.33
feet

Total Height of the Tank from the Top of the Lid to the Bottom
of the Base - This measurement is the sum of L, C, and F.
5.83
(feet)
This is equivalent to the sum of L, C - E, E, and F.
Final Inside Height of Tank - This measurement is the value
5.17
(feet)
ofC -E -U.
Final Volume of Tank
164.17
cf
Final Volume of Tank
1228.11(gallons)
Unit Weights
Unit Weight of Water
62.40
Ib/cf
Unit Weight of Dry Soil
110.00
Ib/cf
Unit Weight of Submerged Soil
47.60
(lb/cf)
Unit Wei ht of Saturated Soil
120.00
Unit Wei ht of Concrete
150.00cf
id
Changes in Total Concrete Weight Due to
Customizations
Weight of extra concrete inside tank used to create thicker
0
(lb)
base (Weight of extra concrete due to U
Weight of extra concrete on bottom of tank used to create
0
(lb)
thicker base (Weight of extra concrete due to F
Weight of extra concrete due to lip (Weight of extra concrete
0
(Ib)
due to P
Wei ht of concrete removed due to lid hole
311
Ib
Soil and Concrete Weights
Weight of Soil on Lid
2271
ht of Soil on Li
0Wei
TbWei
ht of Lid Alone
1574
Weight of Empty Tank - This value is the sum of weights of
the body of the tank, the tank lid, the lip (P, if applicable), the
thickened base (F, if applicable), and the extra concrete inside
8371
(Ib)
tank (U, if applicable), minus the weight of the concrete
removed due to the hole in the lid.
Water in Tank
Water Level in Tank - Please note: The value entered must
0.00
(feet)
be less than the final inside height of the tank.
Wei ht of Water in Tank
0(lb)
Weight of System Components
Total Weight of Soil on Tank
2271(lb)
Total Weight of Concrete
8371
Ib
Total Weight Tank, Water in Tank, and Soil
10642(lb)

Sliding Resistance
Specific Gravity of Soil, SG
2.75
Friction Factor Found in Table 1), f
0.30
Void Ratio Found in Table 3), e
0.85
Ratio of Lateral to Vertical Earth Pressure (Found in Table 2),
Ka
0.33
ISlicling Resistance
16577
Ib
Uplift Force
Uplift Force
13856.31
Ib
Safety Factor
1.50
Uplift Force with Safety Factor
20784.46
Ib
Additional Ballast Required NONE (ib)

Recirculating Tank (1,000 PT 237)
Basic Dimensions
Lid Thickness (L)
0.33
(feet)
Lid Hole Diameter (1-11)
24.00
(inches)
Lid Hole Diameter (1-12) - If tank has only one hole, leave
30.00
(inches)
blank.
Lid Hole Diameter (1-13) - If tank has only one hole, leave
0.00
(inches)
blank.
Length of Tank (A)
7.79
(feet)
Width of Tank B
4.96
feet
Height of Tank Excluding Lid (C) - This value includes the
4.50
(feet)
base thickness but excludes the lid thickness.
Depth of Bury (Y) - This measurement extends from the
1.50
(feet)
round level to the to of the lid.
Wall Thickness (T)
0.25
(feet)
Base Thickness E
0.33
feet
Distance to Groundwater GW
0.00
feet
Customizations To Add Ballast
Add Concrete Inside the Tank:
Initial Inside Height of Tank - This measurement is the value
4.17
(feet)
ofC -E.
Add concrete inside the tank to make thicker base?
0.00
(feet)
If yes, how much? (U) If no, enter a value of 0. Please note:
The value entered must be less than the inside height of the
tank.
Increase Thickness of the Base:
Initial Base Thickness - This measurement is the value of E.
0.33
(feet)
Add concrete below the base of the tank to make thicker
base?
0.00
(feet)
If yes, how much? (F) If no, enter a value of 0.
Create Lip:
Extend the base horizontally to create a lip? - The lip will be
the thickness of E plus F, below, and it will extend this
0.00
(feet)
horizontal distance, P, from all four tank walls.
If yes, how much? P If no, enter a value of 0.
Summary of Final Measurements after Ballast
Customizations
Final Base Thickness - This measurement is the sum of E
0.33
(feet)
and F.
Lip Thickness - This measurement is the sum of E and F.
0.33
(feet)
Total Height of the Tank from the Top of the Lid to the Bottom
of the Base - This measurement is the sum of L, C, and F.
4.83
(feet)
This is equivalent to the sum of L, C - E, E, and F.

Final Inside Height of Tank - This measurement is the value
4.17
(feet)
ofC -E -U.
Final Volume of Tank
135.45
(cf)
Final Volume of Tank
1013.26(gallons)
Unit Weights
Unit Weight of Water
62.40
(Ib/cf)
Unit Weight of Dry Soil
110.00
Ib/c
Unit Weight of Submerged Soil
47.60
(lb/cf)
Unit Weight of Saturated Soil
120.00
Ib/c
Unit Wei ht of Concrete
150.00
Ib/c
Changes in Total Concrete Weight Due to
Customizations
Weight of extra concrete inside tank used to create thicker
0
(lb)
base (Weight of extra concrete due to U)
Weight of extra concrete on bottom of tank used to create
0
(lb)
thicker base (Weight of extra concrete due to F)
Weight of extra concrete due to lip (Weight of extra concrete
0
(lb)
due to P)
Weight of concrete removed due to lid hole
398(lb)
Soil and Concrete Weights
Weight of Soil on Lid
2184
Ib
Weight of Soil on Lip
0
(lb)
Weight of Lid Alone
1514
(lb)
Weight of Empty Tank - This value is the sum of weights of
the body of the tank, the tank lid, the lip (P, if applicable), the
thickened base (F, if applicable), and the extra concrete inside
7274
(lb)
tank (U, if applicable), minus the weight of the concrete
removed due to the hole in the lid.
Water in Tank
Water Level in Tank - Please note: The value entered must
0.00
(feet)
be less than the final inside height of the tank.
Weight of Water in Tank
0(lb)
Weight of System Components
Total Weight of Soil on Tank
2184
(Ib)
Total Weight of Concrete
7274(lb)
Total Weight Tank, Water in Tank, and Soil
9457(lb)
Sliding Resistance
Specific Gravity of Soil, SG
2.75
Friction Factor (Found in Table 1), f
0.30
Void Ratio (Found in Table 3), a
0.85

Ratio of Lateral to Vertical Earth Pressure (Found in Table 2),
0.33
Ka
Sliding Resistance
11971
(lb)
Uplift Force
Uplift Force
11643.88
(lb)
Safety Factor
1.50
Uplift Force with Safety Factor
17465.82(lb)
Additional Ballast Required NONE (Ib)

Field Dosing/Storage Tank (3,500 PT 484)
Basic Dimensions
Lid Thickness L
0.33
feet
Lid Hole Diameter 1-11
24.00
inches
Lid Hole Diameter (1-12) - If tank has only one hole, leave
blank.
30.00
(inches)
Lid Hole Diameter (1-13) - If tank has only one hole, leave
blank.
0.00
(inches)
Len th of Tank A
13.17
feet
Width of Tank B
6.50
feet
Height of Tank Excluding Lid (C) - This value includes the
6.67
(feet)
base thickness but excludes the lid thickness.
Depth of Bury (Y) - This measurement extends from the
1.50
(feet)
round level to the to of the lid.
Wall Thickness T
0.25
feet
Base Thickness E
0.33
feet
Distance to Groundwater GW
0.00
feet
Customizations To Add Ballast
Add Concrete Inside the Tank:
Initial Inside Height of Tank - This measurement is the value
6.33
(feet)
ofC -E.
Add concrete inside the tank to make thicker base?
0.00
(feet)
If yes, how much? (U) If no, enter a value of 0. Please note:
The value entered must be less than the inside height of the
tank.
Increase Thickness of the Base:
Initial Base Thickness - This measurement is the value of E.
0.33
(feet)
Add concrete below the base of the tank to make thicker
base?
0.00
(feet)
If yes, how much? F If no, enter a value of 0.
Create Lip:
Extend the base horizontally to create a lip? - The lip will be
the thickness of E plus F, below, and it will extend this
0.00
(feet)
horizontal distance, P, from all four tank walls.
If yes, how much? P If no enter a value of 0.
Summary of Final Measurements after Ballast
Customizations
Final Base Thickness - This measurement is the sum of E
0.33
(feet)
and F.
Lip Thickness - This measurement is the sum of E and F.
0.33
feet
Total Height of the Tank from the Top of the Lid to the Bottom
of the Base - This measurement is the sum of L, C, and F.
7.00
(feet)
This is equivalent to the sum of L, C - E, E, and F.

Final Inside Height of Tank - This measurement is the value
6.33
(feet)
ofC -E -U.
Final Volume of Tank
481.33
cf
Final Volume of Tank
3,600.62(gallons)
Unit Weights
Unit Weight of Water
62.40
Ib/cf
Unit Weight of Dry Soil
110.00
Ib/cf
Unit Weight of Submerged Soil
47.60
(lb/cf)
Unit Wei ht of Saturated Soil
120.00
Ib/cf
Unit Weight of Concrete
1 150.00
Ib/cf
Changes in Total Concrete Weight Due to
Customizations
Weight of extra concrete inside tank used to create thicker
0.00
(lb)
base (Weight of extra concrete due to U
Weight of extra concrete on bottom of tank used to create
0.00
(Ib)
thicker base (Weight of extra concrete due to F
Weight of extra concrete due to lip (Weight of extra concrete
0.00
(lb)
due to P
Weight of concrete removed due to lid hole
402.52(lb)
Soil and Concrete Weights
Weight of Soil on Lid
5,535.86
Ib
Weight of Soil on Lip
0.00(lb)
Weight of Lid Alone
3,876.65(lb)
Weight of Empty Tank - This value is the sum of weights of
the body of the tank, the tank lid, the lip (P, if applicable), the
thickened base (F, if applicable), and the extra concrete inside
17,259.98
(lb)
tank (U, if applicable), minus the weight of the concrete
removed due to the hole in the lid.
Water in Tank
Water Level in Tank - Please note: The value entered must
0.00
(feet)
be less than the final inside height of the tank.
Weight of Water in Tank
0.00
Ib
Weight of System Components
Total Weight of Soil on Tank
5,535.86
Ib
Total Weight of Concrete
17,259.98
Ib
Total Weight Tank, Water in Tank, and Soil
22,795.84(lb)
Sliding Resistance
S ecific Gravity of Soil, SG
1 2.75
Friction Factor Found in Table 1), f
1 0.30
Void Ratio Found in Table 3), e
1 0.85

Ratio of Lateral to Vertical Earth Pressure (Found in Table 2),
Ka
0.33
Sliding Resistance
33,295.49
Ib
Uplift Force
Uplift Force
37,382.80
Ib
Safety Factor
1.50
Uplift Force with Safety Factor
56 074.20
Ib
Additional Ballast Required NONE (Ib)

Subject: E-Z Treat Pod Flotation
Uolift Calculations
Pod Length =
7.75
ft.
Assume the folowing densities:
Pod Width =
7.75
ft.
Pod Height =
3.00
ft.
5/4 Trex Board = 60
# / Cu. Ft.
Natural Soil Depth (for Flotation) =
0.50
ft.
Water = 62.4
# / Cu. Ft.
Fill Soil Depth (for Ballast) =
2.50
ft.
Soil = 100
# / Cu. Ft.
5/4 Trex Board Length =
8.00
ft.
5/4 Trex Board Width =
0.46
ft.
5/4 Trex Board Thickness =
0.09
ft.
Number of Boards =
4
Determine Upward Forces:
Pod Area =
60.06
sq. ft.
Pod Buried Volume =
30.03
Cu. ft.
IlTotal Buoyant Force of Basin =
1,874 #
5/4 Trex Board Area =
14.67
sq. ft.
5/4 Trex Board Volume =
1.34
Cu. ft.
IlTotal Buoyant Force of Trex Board =
84 #
Soil Area Over 5/4 Trex Board =
14.67
sq. ft.
Soil Volume Over 5/4 Trex Board =
7.33
Cu. ft.
IlTotal Buoyant Force of Soil =
458 #
Total Upward Forces = 2,415 #
Determine Downward Forces:
5/4 Trex Board Area =
14.67
sq. ft.
5/4 Trex Board Volume =
1.34
Cu. ft. IlTotal Weight of Trex Board = 81 #
Soil Area Over 5/4 Trex Board =
14.67
sq. ft.
Soil Volume Over 5/4 Trex Board =
36.67
Cu. ft. IlTotal Weight of Soil = 3,667 #
Total Downward Forces =
3,747 #
Factor of safety =
Total Downward =
1.55
Total Upward =
1.55 > 1.00 = OK
"Weight of pod, mattress, and piping are not counted in downward forces.

MacConnell & Associates, P.C.
Project: Surface Drip System with TS-II Pretreatment
Project Number: C08613.00
Location: Person County, North Carolina
Subject: Tank and Treatment Sizing Calculations
Date: February 26, 2024
Assumptions And Calculations:
1. Treatment flow is based on unadiusted flow.
2. Irrigation flow is based on reduced flow
Number of Bedrooms:
Average Daily Flow per Bedroom:
Unadjusted Design Flow:
Flow Reduction:
Adjusted Flow:
Sizing Calculations Per Innovative Approval
Table 1 - Model 600 and Tank Volumes
Minimum Septic Minimum
Design Daily Tank Volum Recirculation/Pump Tank
Flow(nndl (nallnnsl Vnlnme (nallnnsl**
3.0 Rooms
120 GPD
360.0 GPD
25 %
270.0 GPD
Nnmh— of Mpdia Pnds
< 480
1,000
1,250
1 Model 600 pod
4 Bedrooms
1,000
1,800
1 Model 600 pod
5 Bedrooms
1,250
2,000
1 Model 600 pod
6 Bedrooms
1,500
2,200
2 Model 600 pod
601 - 1,500
V=1.17Q+500
V=1.17Q+500
1 Model 600 pod per 600 gallons
1,3 501 - 9000
V=0.75Q+1,125
V=0.75Q+1,125
1 Model 600 pod per 600 gallons
Note:
Input
Calculated
Given
15A NCAC 18A .1949
15A NCAC 18A .1949
**Recirculation/pump tank minimum size based on total internal tank volume.
Recirculation/Pump Tank Volume = Recirculation Tank(Chamber) Volume + Pump Tank( Chamber) Volume
SEPTIC TANK DESIGN:
Minimum Septic Tank Volume Required:
Septic Tank Volume Provided:
Septic Tank storage and effective volume calculations:
Septic Tank Total Vold Volume = L * W * D:
Tank length:
Tank Width:
Tank Depth:
Total Void Volume:
Septic Tank Effective Volume = L * W * Lowest Invert To Tank Bottom:
Tank length:
Tank Width:
Lowest Invert:
Effective Volume:
1,000.0 Gallons
1,000.0 Gallons
8.0 foot
3.8 foot
5.2 foot
1,172.3 Gallons
8.0 foot
3.8 foot
4.5 foot
1,021.0 Gallons
Septic Tank Treatment Detention Time: 2.8 Days Effective Volume / ADF

E-Z TREAT DESIGN:
Pod Dimension - Length
7.3 Feet
Given
Pod Dimension - Width
4.0 Feet
Given
Pod Dimension - Height
3.3 Feet
Given
Pod Surface Area
28.9 ft2
L x W
Rated Loading Rate per Pod
700.0 GPD
Given
E-Z Treat Pods Required:
0.4
ADF/Pod Loading Rate
E-Z Treat Pods Used:
1 Pod
E-Z Treat Dose per Pod:
34.0 Gallons
Given
E-Z Treat Volume per Dose
34.0
Dose per Pod x Number of Pods
Re -Circulation Timer On:
2.5 Minutes
Given
Re -Circulation Timer Off:
12.0 Minutes
Given
E-Z Treat Re -Circulation Cycles per Day:
99.3 Cycles
Time per Day / Time per Cycle
Total E-Z Treat Flow per Day:
3376.6 Gallons
E-Z Treat Volume/Dose x Cycles/Day
E-Z Treat Re -Circulation Ratio:
9.4
E-Z Treat Flow per Day / ADF
Denitrification Gallons Returned:
993.1 GPD
Denitrification Return Setting:
4.0 GPM
E-Z Treat Surface Area:
28.9 ft2
E-Z Treat Loading Rate:
12.5 GPD/ftz
ADF/Surface Area
E-Z Treat Recirculation Pump Selection Shall Be As Shown On Drawings.
Minimum Pump/Re-Circulation Tank Volume Required:
1,000.0 Gallons
Recirculation Tank Volume Provided:
1,000.0 Gallons
Field Dosing Tank Provided:
3,500.0 Gallons
Pump/Re-Circulation Tank Volume Provided:
4,500.0 Gallons
Recirculation Tank storase and effective volume calculations:
Recirculation Tank Total Void Volume = L * W * D:
Tank length: 7.3 foot
Tank Width: 4.5 foot
Tank Depth: 4.2 foot
Total Void Volume: 1,013.2 Gallons
Recirculation Tank Effective Volume = L * W * Lowest Invert To Tank Bottom:
Tank length:
7.3 foot
Tank Width:
4.5 foot
Lowest Invert To Tank Bottom:
3.4 foot
Effective Volume:
830.8 Gallons
Recirculation Tank Effective Volume to Pump Off = L * W * Lowest Invert To Pump -Off Elevation:
Tank length:
7.3 foot
Tank Width:
4.5 foot
Lowest Invert To Pump -Off:
1.9 foot
Effective Volume:
466.1 Gallons
Recirculation tank is an all -time -filled storage/pump tank.
Field Dosing Tank storase and effective volume calculations:
Field Dosing Tank Total Void Volume= L * W * D:
Tank length:
12.7 foot
Tank Width:
6.0 foot
Tank Depth:
6.3 foot
Total Void Volume:
3,600.4 Gallons
Field Dosing Tank Effective Volume To Tank Bottom = L * W * Lowest Invert To Tank Bottom:
Tank length:
12.7 foot
Tank Width:
6.0 foot
Lowest Invert To Tank Bottom:
5.4 foot
Effective Volume:
3,079.3 Gallons
Field Dosing Tank Effective Volume To Pump Off = L * W * Lowest Invert To Pump Off:

Tank length:
Tank Width:
Lowest Invert To Pump Off. -
Effective Volume:
Days of Field Dosing Storage (Effective Volume/ADF):
Total System Effective Storage =
Annual Loading from Soil Scientist:
Maximum Instantaneous Loading Rate from Soil Scientist:
Total Field Area Required:
Total Field Area Provided: (Wetted Area)
Annual Loading Rate Provided:
(ADF x 365 Days per Year x 43,560 / 27,154 / Area Provided)
Total Irrigation Flow: (Set by Design)
Instantaneous Loading Rate Provided:
(Total Irrigation Flow x 96.3) / Total Field Area Provided
12.7 foot
6.0 foot
3.9 foot
2,226.5 Gallons
6.2 Days >5days per 15A NCAC 02T .0605(m)
3,713.6 Gallons
18.54 Inches/Year
0.014 Inches/Event(Hour)
8,528 Square Feet
8,730 Square Feet
18.11 Inches/Year
5.50 GPM Dose Flow per Geoflow Calculations
0.06 Inches/Hour

MacConnell & Associates, P.C.
Project: Surface Drip System with TS-H Pretreatment
Project Number: C08613.00
Location: Person County, North Carolina
Subject: E-Z Treat Treatment Calculations
Date: February 26, 2024
Assumptions And Calculations:
Notes:
Input
Calculated
Influent Characteristics:
BOD (5-Day):
300 mg/1
From EPA Design Manual
TSS:
300 mg/1
From EPA Design Manual
NH3:
25 mg/l
N-Organic:
34 mg/1
TKN:
59 mg/1
N-Organic + NH3
NO3 + NO2:
1 mg/l
TN:
60 mg/1
TKN + NO3 + NO2
Total Coliforms:
75,000,000 Number
From NSF 350 Approval
Effluent Limits:
Biochemical Oxygen Demand (BOD5):
<30 mg/L
Proposed Effluent Limit per 15A NCAC 02T .0605
Total Suspended Solids (TSS):
<30 mg/L
Proposed Effluent Limit per 15A NCAC 02T .0605
Ammonia Nitrogen - NH4-N
<15 mg/L
Proposed Effluent Limit per 15A NCAC 02T .0605
Total Nitrogen (TN)
<20 mg/L
Proposed Effluent Limit per 15A NCAC 02T .0605
Fecal Coliform:
<200 /100 ml
Proposed Effluent Limit Geometric Mean per 15A NCAC 02T .0605
Septic Tank:
Design
BOD Removal:
60.0 Percent
Given
TSS Removal:
70.0 Percent
Given
NH3 Removal:
0.0 Percent
Given
N-Organic Removal:
35.0 Percent
N-Organic Converted to NH3:
50.0 Percent
NO3 + NO2 Denitrified:
90.0 Percent
Total Coliforms Removal:
50.0 Percent
Septic Tank Effluent Concentrations:
BOD (5-Day):
120.0 mg/1
Concentration - Percent Removed
TSS:
90.0 mg/1
Concentration - Percent Removed
NH3:
42.0 mg/l
Concentration - Percent Removed + N-Organic Converted to NH3
N-Organic:
17.0 mg/1
Concentration - Percent Removed - N-Organic Converted to NH3
TKN:
59.0 mg/1
N-Organic + NH3
NO3 + NO2:
1.0 mg/l
NO3 + NO2 Effluent + Return from Recirc Tank - Denitrified
TN:
60.0 mg/1
TKN + NO3 + NO2
E. Coliforms:
37,500,000.0 /100 ml
Concentration - Percent Removed
Media Filters (E-Z Treat Pod):
BOD Removal:
95.0 Percent
Given
TSS Removal:
95.0 Percent
Given
NH3 Removal (to Air):
2.0 Percent
Given
NH3 Nitrified to NO3 + NO2 :
95.0 Percent
Given
N-Organic Converted to NH3:
95.0 Percent
NO3 + NO2 to Septic for Denitrification:
90.0 Percent
E. Coliforms Removal:
50.0 Percent

E-Z Treat/Re-Circ. Tank Effluent Concentrations:
BOD (5-Day):
6.00 mg/1
Concentration - Percent Removed
TSS:
4.50 mg/1
Concentration - Percent Removed
NH3-
2.87 mg/l
Concentration - Percent Removed + (S.T. Conc. + (N-Organic to NH3) Nitrified)
N-Organic:
0.85 mg/1
Concentration -N-Organic Converted to NH3
TKN:
3.72 mg/1
N-Organic + NH3
NOs + NO2:
2.05 mg/l
NOs + NO2 S.T. Effluent + Nitrified NH3 - Return to Septic Tank
TN:
5.76 mg/1
TKN + NOs + NO2
Total Coliforms:
18,750,000.0 /100 ml
Concentration - Percent Removed
Ultraviolet Disinfection:
Design
UV Dosing Rate:
10.0 gpm
Flow Rate
Number of Units:
1 Units
Pump Flow/Dosing Rate
BOD Removal:
0.00 Percent
Given
TSS Removal:
0.00 Percent
Given
NH3 Removal:
0.00 Percent
Given
N-Organic Removal:
0.00 Percent
Given
NOs + NO2 Removal:
0.00 Percent
Total Coliforms Removal:
99.999000000 Percent
Ultraviolet Disinfection Effluent Concentrations:
BOD (5-Day):
6.00 mg/1
Concentration - Percent Removed
CBOD:
<6.00 mg/l
CBOD < BODs as CBOD only measures oxidation of carbons.
TSS:
4.50 mg/1
Concentration - Percent Removed
NH3-
2.87 mg/l
Concentration - Percent Removed + (S.T. Conc. + (N-Organic to NH3) Nitrified)
N-Organic:
0.85 nigh
Concentration -N-Organic Converted to NH3
TKN:
3.72 nigh
N-Organic + NH3
NOs + NO2:
2.05 mg/l
NOs + NO2 S.T. Effluent + Nitrified NH3 - Return to Septic Tank
TN:
5.76 nigh
TKN + NOs + NO2
Total Coliforms:
187.50 /100 ml
Concentration - Percent Removed
Fecal Coliforms:
< 187.50 /100 ml
Fecal Coliforms < Total Coliforms < 200 colonies/100ml = Okay

Geofl%Apw
Subsurface Drip Irrigation Design Tool
W a t e r f I o w P R 0
WaterfloWECO
Contact Information
P.O. Box 77457
Greensboro, NC 27417
T 800.828.3388
e [e-mail]
w geoflow.com
©2023 Geoflow

GeoflAw
Small Systems Design Sheet
Directions: Fill-in applicable cells in BLACK. Answers appear in PURPLE.
gpd, maximum flow Definitions: 1. Day = 24 hours
gpd/ft2, soil loading rate
usuable acres for dispersal
8,438 ft2, total
0.194 acres, minimum
®� drip tubing p/n
M ft, dripline spacing
2,813 ft, dripline required
2 ft, dripper (emitter) spacing
6 ft2 per dripper
0.19 gpd dispersed, per dripper
0.6 gph, per dripper rate
0.32 hrs/d, theoretical per dripper max run time
19 min/d, theoretical per dripper max run time
©max hrs/d, pump run time (12 hrs default)
16 max theoretical zones, no.
©select number of zones
2,813 ft2, each zone
938 ft, theoretical dripline run length per zone
Idrip lateral length >10% (shortest to longest)
ft, lateral length
select laterals per zone
fps, flush velocity
1,104.0 ft, calculated dripline run length per zone
552 drippers, calculated per zone
5.5 gpm, dispersal flow rate
11.4 gpm, flushing flow rate
5.9 gpm, return flow rate
©2023 Geoflow v.230721
2. Lateral = supply to return connection total length
3. Run = number and lenqth within each lateral
M input cycles per day per zone, no. (all zones dosed invidually each cycle)
2.33 min, run time (fully pressurized) per zone per dose
6.99 min, "on" time per dose cycle
198.73 min, "off' time per dose cycle
49 min/d, "on" time, or 0.82 hrs/d
1391 min/d, "off time, or 23.18 hrs/d
4dosing tank capacity must accommodate peak hourly, daily, and weekly flows, and intermittent flow storage+-

Geofl w
System Layout
1 - Headworks to flush discharge point
2 - Headworks
3 - Return manifold outlet to headworks
4 - Drip lateral length return manidold to supply manifold
5 - Supply manifold to zone valve (if zone valve used)
6 - Zone valve, if used
7 - Headworks to zone valve/supply manifold
8 - Headworks
9 - Puma discharae to headworks
2
5
ro
©2023 Geoflow

Geofl&%"R,kw
Drip Tube
Headworks
i Zone Valve
Flushing Velocity
i Maximum Inlet Pressure
i Minimum Outlet Pressure
• Longest Lateral
Total Number of Laterals
1104 Total Linear Footage of Drip Tube
©2023 Geoflow v.230721
Pipe Diameter Elevation
Inches Linear Feet Feet
Dispersal
GPM
Flushing
GPM
Return
GPM
Dispersal
Velocity
Flushing
Velocity
Return
Velocity
Dispersal
F Loss PSI
Flushing
F Loss PSI
Elevation
PSI
Total Q
Gallons
1. Headworks to flush discharge point
5.9
1.3
0.1
0.0
2.3
2 - Headworks
5.9
1.0
3 - Return manifold outlet to headworks
4 - Drip lateral supply manidold to return manifold
1.4
2.9
5.9
1.5
2.0
1.3
3.7
10.7
27.7
10.2
18.4
3.4
5 - Zone valve (if zone valve used) to supply manifold
5.5
11.4
0.9
1.8
-4.6
-3.9
-4.8
25.0
6 - Zone valve, if used
4.5
4.7
7 - Headworks to zone valve/supply manifold
5.5
11.4
0.9
1.8
0.0
0.0
0.0
0.0
8 - Headworks
5.5
2.9
1.0
1.0
9 - Pump discharge to headworks
5.5
11.4
0.9
1.8
0.0
0.0
0.0
0.2
1 Headworks to flush discharge point
2 Headworks
3 Return manifold outlet to headworks
4 Drip lateral supply manidold to return manifold
5 Zone valve (if zone valve used) to supply manifold
6 Zone valve, if used
7 Headworks to Zone valve/supply manifold
8 Headworks
9 Headworks to Zone valve/supply manifold
5.5 GPM, Minimum Required During Dispersal Cycle
45.0 PSI, Minimum Pressure During Dispersal Cycle at Pump Discharge 104.0 Feet, Minimum Pressure During Dispersal Cycle at Pump Discharge
11.4 GPM, Minimum Required During Flushing Cycle
85.4 PSI, Minimum Pressure During Flushing Cycle at Pump Discharge 197.3 Feet, Minimum Pressure During Flushing Cycle at Pump Discharge
71.8 Gallons, Minimum Required to Fill Pipe Network

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Morrisville, North Carolina 27560
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37 Pine Ridge Rd. Zebulon, NC 27597 Revision 1 17000 ST 502
Zebulon, NC 27597 DATE : April 11, 2014
Office 252-478-3721 CONTACT: Revision 2
Fax [phone] CORY BRANTLEY Revision 3 SHEET NUMBER
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DAVID BRANTLEY �i SONS PREPARED FOR : David Brantley & Sons REVISION NO. DATE BRANTLEY TANK MODEL
37 Pine Ridge Rd. Original Submittal April 11, 2014
37 Pine Ridge Rd. Zebulon, NC 27597 Revision 1 1, 000 PT 237
Zebulon, NC 27597 DATE : April 11, 2014
Office 252-478-3721 CONTACTRevision 2
Fax [phone] CORY BRANTLEY Revision 3 SHEET NUMBER
linstaller•gmail.com Master Set ----- 1 of 1

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37 Pine Ridge Rd.
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Office 252-478-3721
Fax [phone]
linstalleregmail.com
PREPARED FOR : David Brantley & Sons
37 Pine Ridge Rd.
Zebulon, NC 27597
KLviSioN No.
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BRANTLEY TAW MODEL
37500 PT 484
Original Submittal
April 11, 2014
Revision 1
DATE : April 11, 2014
Revsion 2
CONTACT:
CORY BRANTLEY
SHEET NUMBER
1 of 1
Revision 3
Master Set

NORTH CAROLINA DEPARTMENT OF HEALTH AND HUMAN SERVICES
DIVISION OF PUBLIC HEALTH
ENVIRONMENTAL HEALTH SECTION
ON -SITE WATER PROTECTION BRANCH
INNOVATIVE WASTEWATER
SYSTEM APPROVAL
INNOVATIVE WASTEWATER SYSTEM NO: IWWS 2015-03-R3
Issued To: E-Z Treat Company
PO Box 176
Haymarket, VA 20168
703-408-2911; Fax: [phone]
Contact: Carl Perry, President
Michael Stidham, Vice President
For: E-Z Treat Model 600 Pretreatment Systems
Approval Date: April 24, 2015
June 15, 2015 Tank Size and Sampling Revisions
January 6, 2017 Addition of Single Bulb UV Unit
January 31, 2024 Modification to Tank Sizes and Addition of NSF/ANSI
Standard 350 and Reduction to Property Line
In accordance with General Statute 130A-343 and 15A NCAC 18E, Section .1700, a proposal by E-Z Treat
Company for an updated approval of on -site wastewater systems utilizing the E-Z Treat Pretreatment
system has been reviewed, and found to meet the standards of an innovative system when all of the
following conditions are met:
I. General
A, Scope of this Innovative Approval
1. Design, installation, use, and operation and maintenance guidelines for E-Z Treat
Pretreatment systems to meet TS-1 and TS-II effluent standards pursuant to Rule 15A NCAC
18E .1201(a), Table XXV.
2. Operation, maintenance, and monitoring requirements for E-Z Treat Pretreatment systems
and associated dispersal fields to ensure the treatment performance standards are met.
B. This Innovative System Approval is applicable to wastewater systems treating domestic strength
effluent, as defined in 15A NCAC 18E .0402(a), Table III, utilizing E-Z Treat Pretreatment systems
that have a design daily flow not exceeding 3,000 gallons per day (gpd).
Use of E-Z Treat Pretreatment systems for facilities with high strength effluent, as defined in 15A
NCAC 18E .0402(a), Table III or industrial process wastewater, shall be proposed by E-Z Treat
Company and a North Carolina Professional Engineer (PE) to the Department for review and

iWWS-2015-03-R3
January 31, 2024
Page 2 of 10
approval on a case -by -case basis, prior to permitting by the local health department (LHD). The
system design shall include the proposed raw wastewater strength (BOD5i COD, TN, TSS, and
fats, oils, and grease, the expected organic loading rate (in pounds of BOD), and hydraulic
loading rate on the pretreatment system, and the calculations, references, and any other
needed information to support the proposed design.
C. Any site utilizing these systems shall have wastewater with sufficient alkalinity to facilitate
biological treatment processes. The influent shall not have a pH or toxins that significantly
inhibit microbial growth.
D. Use of E-Z Treat Pretreatment systems that have a design daily flow exceeding 3,000 gpd may be
permitted after approval by the Department on a case -by -case basis in accordance with 15A
NCAC 18E ,0302(e).
11. System Description
The E-Z Treat Pretreatment system consists of the following components: a Department approved
septic tank; a recirculation tank (or chamber); single or multiple E-Z Treat Pretreatment pods; and a
final dosing tank (or chamber). Additional treatment may be used to ensure that treatment
performance standards shall be met.
The E-Z Treat Pretreatment system can utilize either a two tank configuration or a three tank
configuration. The two tank configuration has the following components: the first tank is a septic
tank and the second separate tank has a recirculation chamber and final dosing chamber. The three
tank configuration consists of three separate tanks: a septic tank, a recirculation tank, and a final
dosing tank.
III. Siting Criteria
The E-Z Treat Pretreatment systems and associated dispersal fields shall be sited and sized in
accordance with 15A NCAC 18E, Section .1200 for TS-1 and TS-II systems. Drip irrigation systems
used with E-Z Treat Pretreatment systems shall be sited and sized in accordance with 15A NCAC 18E
.1204 and the manufacturer specific drip approval. The E-Z Treat Pretreatment systems and
associated dispersal fields shall meet all applicable horizontal setback requirements in accordance
with 15A NCAC 18E Section 0600 and be located to prevent surface/subsurface water
inflow/infiltration.
IV. System Sizing
The system sizing criteria shall be based upon the long-term acceptance rate specified in the
appropriate portion of the rules or the Provisional, Innovative, or Accepted system approval for the
type of dispersal system to be used.
V. Special Site Evaluation
A special site evaluation may be required based on the proposed dispersal system. Refer to

IWWS-2015-03-R3
January 31, 2024
Page 3 of 10
manufacturer specific drip approvals and 15A NCAC 18E .0510.
VI. Design Criteria
A. The E-Z Treat Pretreatment system shall be designed in accordance with the following criteria.
1. All tanks, septic, recirculation, and dosing, must be approved by the Department and E-Z
Treat Company specifically for use with the E-Z Treat Pretreatment system.
2. The E-Z Treat Pretreatment system can utilize either a two tank configuration or a three
tank configuration. The two tank configuration has the following components: the first tank
is a septic tank and the second separate tank has a recirculation chamber and final dosing
chamber. The three tank configuration consists of three separate tanks: a septic tank, a
recirculation tank, and a final dosing tank.
3. The E-Z Treat Pretreatment system consists of a septic tank, a recirculation tank/chamber, a
final dosing tank/chamber, and E-Z Treat media pod(s) as specified in Table 1 below.
Table 1-- Model
600 and Tank Volumes
Design Daily Flow
(gpd)
Minimum
Septic Tank
Volume
(gallons)
Minimum
Recirculation/Pum
p Tank Volume
(gallons)**
Number of Media
Pods
< 480
1,000
1,250
1 Model 600 pod
4 Bedrooms
1,000
1,500
1 Model 600 pod
5 Bedrooms
1,250
1,850
1 Model 600 pod
6 Bedrooms
1,500
2,200
2 Model 600 pods
601— 1,500
V = 1.17Q* +
500
V = 1.17Q + 500
1 Model 600 pod per
600 gallons
1,501— 3,000
V = 0.75Q +
1,125
V = 0.75Q + 1,125
1 Model 600 pod per
600 gallons
*Q— design daily flow
"Recirculation/pump tank minimum size based on total internal tank volume.
4. Septic tanks will have an inlet sanitary tee and a Department approved, appropriately sized
effluent filter on the outlet end approved by the E-Z Treat Company for use with the E-Z
Treat Pretreatment system.
5, The minimum required volume in the recirculation chamber/tank prior to discharge to the
dosing tank/chamber shall be the design daily flow.
6. The recirculation tank/chamber will contain the recirculating splitter valve or an external
splitter box may be used. The recirculation tank/chamber shall have an inlet sanitary tee.
The sanitary tee shall be visible and reachable from the riser opening to serve as the influent
sampling point.
7. When the recirculation tank and dosing tank are combined, the baffle wall between
chambers shall extend to the top of the tank and shall be constructed so that the liquid
levels in either compartment are independent. Liquids will not by-pass between
compartments except as designated by the system's treatment flow path.
8. The final dosing tank must meet the minimum size requirements of 15A NCAC 18E .0802.
For drip irrigation systems, the pump tank shall be sized in accordance with 15A NCAC 18E

I W WS-2015-03-R3
January 31, 2024
Page 4 of 10
.1602(b).
9. A drainback configuration without a pump check valve is required for the force main
supplying the media pod.
10. The recirculation pump shall be either Sta-Rite Model number STEP 20 or manufacturer
approved equal.
11. The E-Z Treat media pod is constructed of a polymer suitable for use in contact with
wastewater. The Model 600 pod is approximately 7 ft 4 inches x 4 ft with a surface area
approximately 30 square feet and is 42 inches in depth. The pod is fitted with a
weatherproof cover properly secured. The pod is designed and constructed to create
channels down the sidewalls to facilitate air flow. The sidewall channels provide airspace to
the bottom of the pod. The bottom of the vessel is designed to provide total drainage of the
treated effluent back to the recirculation tank/chamber.
12. As the effluent enters the recirculation tank/chamber, this tank/chamber acts to further
separate the septic tank effluent. The effluent entering the recirculation tank/chamber is
charged by the recirculation pump to the media pod(s). The effluent is sprayed over the
media mattress(es) using a spray manifold of evenly spaced wide-angle spray nozzles. The
nozzles are manufactured with a free passage of 0.0625 inches in diameter. The system is
set to recirculate effluent through the media pod on an average of 4 to 6 times prior to
discharge.
13. The effluent is sprayed on mattress(es) measuring a total area of 30 square feet. The
mattress(es) are fabricated from a non -biodegradable, chemically resistant, loose weave
polypropylene material. The openings in the weave allow for effluent and air flow while
containing the media. The media inside the mattress(es) are made of a styrene material.
The specific gravity of this material meets the following criteria: light enough to prevent
compaction which results in a loss of effective surface area and provides a reduction in
channeling across the media (short-circuiting).
14. Effluent passes through the media and enters a Schedule 40 pipe located at the bottom of
the pod. The effluent than gravity feeds back to the recirculation tank/chamber and the
process is repeated.
15. The effluent bypass valve or splitter box is piped to intercept filtered wastewater and deliver
it to the recirculation tank/chamber or the dosing tank/chamber, based on liquid volumes.
16. The Control Panel for the E-Z Treat System will consist of: recirculation pump on/off timer,
discharge pump alarm, and high/low water alarm. Control panels shall meet the
requirements of 15A NCAC 18E .1103 and shall be approved in writing by E-Z Treat Company
for use in their systems.
17. Separate control and alarm circuits will be provided. The E-Z Treat systems will utilize a
device for the automatic measurement and recording of daily flow to the dispersal field in
accordance with 15A NCAC 18E .1702(a)(2)(1). This information will be stored in the data
logger for drip irrigation systems (provided by the manufacturer of the drip irrigation control
panel). For pressure manifold and LPP systems, the manufacturer shall approve the control
panel in writing. The operator in responsible charge (ORC) of the system authorized in
writing by E-Z Treat Company must be able to access the panel directly on site and shall be
available to the LHD with 24-hour notice in the event a direct connection is necessary.
18. The UV disinfection system shall be rated for the appropriate discharge rate from the E-Z
Treat pod. The UV disinfection system will be one of the following:
a. E-Z Set UV-101 (single bulb);

IWWS-2015-03-R3
January 31, 2024
Page 5 of 10
b. E-Z Set UV-202 (dual alternating bulbs); or
c. Other UV systems specifically approved by the Department and E-Z Treat Company.
19. All access riser hatches shall be secured by approved tamper -resistant hardware approved
by the manufacturer or by other means approved by the manufacturer as equal. Riser
construction, attachment to tanks and security systems shall be pre -approved by the
Department and E-Z Treat Company in accordance with the E-Z Treat specific approvals for
the septic tanks and pump tanks, as applicable.
20. Buoyancy calculations shall be completed by a PE if any parts of the tanks, pods, or other
system components are installed in a seasonal high-water table. Additional ballast may be
required.
21. Influent samples shall be taken from the inlet sanitary tee into the recirculation tank.
Effluent samples shall be taken from the final pump doing tank or a spigot or sampling port
that is placed on the force main from the final dosing tank.
22. The property line setback in Group I soils may be reduced to five feet for the wastewater
system when the proposed design configuration meets all of the following requirements:
a. is designed by a PE;
b. has been certified by NSF International to meet NSF/AN51 Standard 350;
c. meets TS-11 in accordance with 15A NCAC 18E .1201(a), Table XXV; and
d. meets a standard of Nitrate (as N) of 10 mg/L and Nitrite (as N) of 1 mg/L.
The system shall be sampled for the above constituents in accordance with 15A NCAC 18E
.1302 and .1709.
B. E-Z Treat Pretreatment systems shall be designed by a designer authorized in writing by E-Z
Treat Company or a PE. Systems over 1,000 gpd shall be designed by a PE.
VIL Installation and Testing
A. A preconstruction conference shall be required to be attended by the designer authorized in
writing by E-Z Treat Company, engineer (if applicable), installer authorized in writing by E-Z
Treat Company, and LHD prior to beginning construction of the E-Z Treat Pretreatment system.
All E-Z Treat Pretreatment systems shall be installed according to directions provided by E-Z
Treat Company. Additionally, all E-Z Treat Pretreatment systems and components used with,
but not manufactured by E-Z Treat Company shall be installed in accordance with all applicable
regulations and manufacturer instructions.
C. All individuals/companies installing E-Z Treat Pretreatment systems shall be in possession of all
necessary permits and licenses before attempting any portion of a new or repair installation.
The company/individual must be a Level IV installer and authorized in writing by E-Z Treat
Company.
D. Watertightness of the tanks shall be tested by either of the following protocols: 24-hour
hydrostatic test or a vacuum test.

IWWS-2015-03-R3
January 31, 2024
Page 6 of 10
Hydrostatic Test
a. Temporarily seal the inlet and outlet pipes.
b. Fill tank with clean water to a point at least two inches above the outlet pipe
connection.
c. Measure the water level.
d. Allow the tank to sit for 24 hours.
e. Re -measure the water level.
f. If the water level change is %-inch or less or one percent of the liquid tank capacity, the
tank passes the leak test.
g. If the water level change is greater than %Z-inch, any visible leaks can be repaired and the
tank may be topped off with water and allowed to sit for a minimum of one hour.
h. The tank passes the leak test if there are no visible leaks (flowing water or dripping in a
steady stream) and no measureable drop in water level after one hour. Otherwise, the
tank fails the leak test.
2. Vacuum Test'
a. Temporarily seal the inlet and outlet pipes.
b. A vacuum of four inches of mercury should be pulled on the tank and held for five
minutes.
c. During the testing, the tank manufacturer or their representative can seal the tank if it is
found to be leaking.
d. If the tank is repaired, the vacuum must be brought back up to four inches and held for
five minutes.
E. The distribution of flow to the E-Z Treat Pretreatment system and to the septic tank shall be
measured during start-up and set to be in accordance with the system design with start-up
settings recorded.
F. Specified site preparation steps and construction specifications for the dispersal system shall be
strictly adhered to, including specified depth of trenches in relation to site limiting conditions,
cover material specifications (if needed), trench installation method, etc.
G. The installer authorized in writing by E-Z Treat Company, the engineer or designer authorized in
writing by E-Z Treat Company, and the ORC authorized in writing by E-Z Treat Company shall
conduct an inspection/start-up of the E-Z Treat Pretreatment system and all associated system
components. The LHD personnel will attend and observe the inspection/start-up, During the
inspection/start-up to include;
1. System watertightness testing.
2. Control panel operation and alarm settings.
3. Pump model numbers and time clock settings.
4. Pressure head on the E-Z Treat pod wastewater distribution system.
S. Return flow to the septic tank set per design and recorded, when applicable.
6. Riser hatches have tamperproof bolts, and/or riser lock ring.
VIII.Operation, Maintenance, Monitoring, and Reporting
' National Precast Concrete Association, Best Practices Manual Precast Concrete On -Site Wastewater Tanks, Second Edition, October 2005, 24.

I W WS-2015-03-R3
January 31, 2024
Page 7 of 10
A. E-Z Treat Pretreatment systems shall be classified, at a minimum, as a Type Va system in
accordance with 15A NCAC 18E .1301(b), Table XXXII. Management and inspection shall be in
accordance with 15A NCAC 18E, Section .1300.
All E-Z Treat Pretreatment systems require an operation and maintenance agreement between
the system owner and E-Z Treat Company, Inc., its authorized representative, or with an
operator authorized in writing by E-Z Treat Company in accordance with 15A NCAC 18E .1302(c).
The system shall be inspected at the frequency specified in 15A NCAC 18E .1301(b), Table XXXII
by a certified subsurface operator authorized in writing by E-Z Treat Company according. The
ORC shall be either an employee of E-Z Treat Company or authorized in writing by E-Z Treat
Company to operate and maintain the system. The operator authorized in writing by E-Z Treat
Company must have proper equipment and training to access and program the control panels
on site.
C. All E-Z Treat Pretreatment systems shall be operated and maintained according to the latest
version of E-Z Treat Company's 0&M manual.
D. At each E-Z Treat Pretreatment system inspection the ORC authorized in writing by E-Z Treat
Company shall, at a minimum, observe, monitor, and record the following:
1. Wastewater level in all the tanks.
2, Sludge, scum, and grease levels in all the tanks.
3. Clogging of effluent filter.
4. Watertightness of tanks, risers, and pipe penetrations at the tanks.
5. Operation of pumps, floats, valves, electrical controls, and alarms.
6. Dispersal field pump delivery rate (drawdown test), determination of the average pump run
time, and dispersal field dosing volume.
7. Any structural damage, accessibility issues, adequate ventilation, excess odors, ponding of
effluent, insect infestations, vegetative growth over the dispersal field, or surfacing of
effluent on the dispersal field.
& Sample of E-Z Treat Pretreatment system effluent collected from the sampling point to
check for effluent clarity and odor and a sample of influent, as required.
9. Readings from pump cycle counters and run time meters and any water meter readings, as
applicable.
10. Current operational set up for T5-II nitrogen removal enhancement (percent returned to
septic tank), and recommendation for modifications (if needed).
11. System operating conditions, from the review of stored data for flow variances or other
abnormal conditions.
The ORC authorized in writing by E-Z Treat Company shall also conduct other additional
observations, measurements, monitoring, and maintenances activities as specified in the
Operation Permit (OP) and as recommended by the manufacturer.
Sampling and Testing
1. All sampling shall be done in accordance with 15A NCAC 18E .1302 and .1709. E-Z Treat
systems shall be sampled annually. Systems with a design daily flow of 1,501 gpd to 3,000
gpd shall be sampled twice a year.

IWWS-2015-03-R3
January 31, 2024
Page 8 of 10
2. Effluent for all systems shall be tested for effluent CBOD5 and NH4-N, Systems specified to
meet the TS-II standard shall also have the effluent analyzed for TN (TKN and NO3-N).
Systems designed to meet the TS-II standard with design daily flows of 1,501 gpd to 3,000
gpd shall have the effluent analyzed for fecal coliforms.
3. Systems installed five feet from a property line shall be sampled for all the constituents in
Section V1.22.
4. Additional sampling of effluent or influent may be determined to be necessary by the ORC
authorized in writing by E-Z Treat Company during a system inspection to assist with
troubleshooting or to verify system performance.
5. Effluent samples shall be taken from the final dosing tank/chamber or a sampling port
located downstream from the final treatment process.
6. Influent samples, if needed, shall be taken from a sampling port located between the septic
tank and recirculation tank/chamber.
7. Adjustments in the monitoring schedule and number of parameters sampled may be
proposed by E-Z Treat Company and approved by the Department pursuant to 15A NCAC
18E .1709.
G. Notification and Performance of Maintenance and Repairs
1. The ORC authorized in writing by E-Z Treat Company shall alert E-Z Treat Company, the LHD,
and the system owner within 48 hours of needed maintenance or repair activities including
but not limited to landscaping, tank sealing, tank pumping, pipe or control system repairs,
media replacement, and/or adjustments to any other system component.
2. System troubleshooting and needed maintenance shall be provided to maintain the pump
delivery rate and average pump run time within 25% of initial measurements conducted
during system startup. The ORC authorized in writing by E-Z Treat Company shall notify the
system owner, E-Z Treat Company, and the LHD whenever the pump delivery rate efficiency
or average pump ran times are not within 25% of initial measurements conducted prior to
system start-up.
3. The septic tank will be pumped as needed upon recommendation of the ORC authorized in
writing by E-Z Treat Company and in accordance with the E-Z Treat Pretreatment system
operation and maintenance instructions. However, at a minimum, the septic tank will be
pumped whenever the solids level exceeds 25% of the tank's total liquid working capacity or
the scum layer is more than four inches thick.
4. The tanks shall be pumped by a properly permitted septage management firm, and the
septage handled in accordance with 15A NCAC 13B .0800.
5. The ORC authorized in writing by E-Z Treat Company shall notify the LHD, E-Z Treat
Company, and the system owner in writing whenever repairs are indicated. All maintenance
activities shall be recorded in the ORC reports provided to the system owner, LHD, and E-Z
Treat Company.
H. Reporting
1. The ORC authorized in writing by E-Z Treat Company shall provide a completed written
report to the system owner, E-Z Treat Company, and the LHD within 30 days of each
inspection. At a minimum this report shall specify:
a. The date and time of inspection,
b. System operating conditions according to Section VII.D, VILE, and VILF.

I W W 5-2015-03-R3
January 31, 2024
Page 9 of 10
c. Results from any laboratory analysis of any influent and effluent samples,
d. Maintenance activities performed since the last inspection report,
e. An assessment of overall system performance,
f. A list of any improvements or maintenance needed,
g. A determination of whether the system is malfunctioning, and the specific nature of the
malfunction,
h. Any changes made in system settings, based on recommendations of the manufacturer,
and
i. A summary report of data retrieved from the control panel including flow variances and
other operating conditions.
IX. Responsibilities and Permitting Procedures
A. Prior to the installation of an E-Z Treat Pretreatment system at a site, the owner or owner's
agent shall file an application at the LHD for the proposed use of this system. After the LHD
conducts a soil and site evaluation, the LHD may issue an Improvement Permit (IP) or
Construction Authorization (CA) or amend a previously issued CA allowing for the use of a E-Z
Treat Pretreatment system.
B. The IP and CA shall contain all conditions the site approval is based upon, including the
proposed used of the Innovative system. The OP will include all conditions specified in the IP
and the CA.
C. When a special site evaluation is required pursuant to 15A NCAC 18E .0510, an evaluation and
written, sealed report from a Licensed Soil Scientist regarding the site shall be provided to the
LHD. The report shall contain the information as specified in 15A NCAC 18E .0510(d). The LHD
may request the assistance of their Regional Soil Scientist in evaluating this report prior to
permit issuance.
D. The E-Z Treat Pretreatment system shall be designed by one of the following: a designer
authorized in writing by E-Z Treat Company or a PE. Systems over 1,000 gpd, or as otherwise
required for drip irrigation systems, shall be designed by a PE.
E. Prior to issuance of a CA for an E-Z Treat Pretreatment system, a design submittal prepared by a
designer authorized in writing by E-Z Treat Company or a PE shall be submitted for review and
approval by the LHD. The design submittal shall include the information required in 15A NCAC
18E .0305.
F. It is recommended that local authorized environmental health specialists attend a design
training session offered by the manufacturer/authorized representative prior to permitting the
system. Also, at the request of the LHD, a Regional Engineer will review the design.
G. The designer authorized in writing by E-Z Treat Company shall certify in writing that the E-Z
Treat Pretreatment system was installed in accordance with the approved design prior to OP
issuance.

IWWS-2015-03-R3
January 31, 2024
Page 10 of 10
H. A PE shall certify in writing that a system designed by an engineer was installed in accordance
with the approved plans and specifications prior to OP issuance.
I. For sites required to be evaluated by a Licensed Soil Scientist or Licensed Geologist (see Section
V and IX.C), the health department may specify as a condition on the IP and CA that a Licensed
Soil Scientist or Licensed Geologist oversee critical phases of the dispersal field installation and
certify in writing that the installation was in accordance with their specified site/installation
requirements prior to the OP issuance.
J. The ORC authorized in writing by E-Z Treat Company shall be present during the final inspection
of the system prior to the issuance of the OP. The ORC shall be certified as a NC Subsurface
Operator and authorized in writing by E-Z Treat Company.
K. The LHD issues the OP after the following:
1. Field verification of installation completion;
2. Receipt of written documentation from the designer authorized in writing by E-Z Treat
Company or the engineer, as applicable, that the system has been designed, installed, and is
operating in accordance with the approved plans; and
3. All necessary legal documents have been completed, including the contract between the
system owner and the ORC authorized in writing by E-Z Treat Company.
K.
X. Repair of Systems
The provisions of 15A NCAC 18E .1306 shall govern the use of the E-Z Treat Pretreatment system for
repairs to existing malfunctioning wastewater systems.
Approved By: . ' Date: _ 3 /-

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0 NSF International
OFFICIAL LISTING
NSF International Certifies that the products appearing on this Listing conform to the requirements of
NSF/ANSI Standard 245 - Wastewater Treatment Systems - Nitrogen Reduction
This is the Official Listing recorded on December 1B, 2015,
E-Z Treat
P.O. Box 176
Haymarket, VA 20618
703-753-4770
Facility: Rocky Mount, NC
Model Number
#600
#1200
Rated
Capacity
Gallon /Day
600
1200
Note; Additions shall not be made to thin document without prior evaluation and acceptance by NSF International.
1 of 1
789 N. Dixbaro Road. Ann Arbor. Michigan 4f;105-9733 USAC0173848
1-800-NSF-MARK 11 734-769-8010
www.tisf.org

F
NSF International
OFFICIAL LISTING
NSF International Certifies that the products appearing on this Listing conform to the requirements of
NSF/ANSI Standard 350 - Onsite Residential and Commercial Water Reuse Treatment Systems
This is the Official Listing recorded on December 18, 2015.
E-Z Treat
P.O. Box 176
Haymarket, VA 20618
703-753-4770
Facility: Rocky Mount, NC
Rated
Capacity
Model Number Gallons/Day Classification Type
#600 600 Class R Wastewater
#1200 1200 Class R Wastewater
NOTE: Class R - Single family residential dwellings
Note: Additions shall not be made to this document without prior evaluation and acceptance by NSF International.
1 of 1
789 N. Dixboro Road, Ann Arbor. Mie4igfln 48105-9723 USA C0173848
1-800-NSF-MARK / 734-769-8010
w«-.v.1)st:0rg

CAST -A -SF"
PIPE TO MANHOLE
What It 11
402/402 F
& TANK CONNECTOR
The Cast -A -Seal 402/402F is a simple cast -in
pipe -to -manhole connector that offers a
watertight flexible connector that is cast into the
structure when the concrete is poured.
The key lock is integrally cast -in during the
production process providing a secure seal for
storm water and sanitary collection systems.
How It Works
• The connector is folded into the casting
position.
• It is placed on the reusable mandrel and
then placed on the form.
• After curing, the mandrel is removed.
• The connector is then simply unfolded at the
jobsite.
• Take-up clamps made from series 304
stainless steel with quick adjusting screws
secure the connector to the pipe.
Why It'S715 Mer
• Durable and reusable mandrel forms.
• Integrally cast into the structure at time of
casting.
• Contractor can backfill immediately after
pipe insertion.
• The 4" connector is available in either open
or closed end face.
• Contractor can save time and money by
backfilling immediately.
Where To Use
• Manholes
• Wet wells
• Square pump and lift stations
• Stormwater structures
• On -site treatment structures
• Junction chambers
• Grease interceptors
1,kpat
CARE & STORAGE
PAGE 5
Press -Seal believes all information is accurate as of its publication date. Information, specifications, and prices
are all subject to change without notice. Press -Seal is not responsible for any inadvertent errors. Copyright 2022.
Phone: [phone] PRESS -SEAL CORPORATION Email: sales @press-seal.com
Fax: [phone] Protecting Our Planet's Clean Water Supply Web: www.press-seal.com
0 ISO 9001: Registered - Version 02.16.22.11.17
65

CAST A4-SEA1 402/402F
SUBMITTAL SPECIFICATIONS
A flexible pipe -to -structure connector shall
be employed in the connection of the sanitary
sewer pipe to precast structures. The connector
shall be Cast -A -Seal® 402/402F as manufactured
by Press -Seal Corporation, Fort Wayne, Indiana,
or approved equal. The connector shall be
the sole element relied on to assure a flexible,
watertight seal of the pipe to the precast structure.
The connector shall consist of a rubber gasket
and an external take-up clamp.
The rubber gasket element shall be
constructed solely of synthetic or natural rubber,
and shall meet or exceed the physical property
requirements of ASTM C 923.
The external take-up clamp shall be
constructed of Series 300 non-magnetic stainless
steel and shall utilize no welds in its construction.
The clamp shall be installed by torquing the
adjusting screw using a torque -setting wrench
available from the connector manufacturer.
Product Performance
Selection of the proper size connector for
the structure and pipe requirement, and installation
thereof, shall be in strict conformance with the
recommendations of the connector manufacturer.
Any dead end pipe stubs installed in connectors
shall be restrained from movement per ASTM C
923.
The finished connection shall provide
sealing to 13 psi (minimum) and shall accommodate
deflection of the pipe to 7 degrees (minimum)
without loss of seal.
Vacuum testing shall be conducted in
strict conformance with ASTM C 1244 prior to
backfill. Other testing shall be conducted in
strict conformance with the requirements of the
connector manufacturer.
Cast -A -Seal 402/402F meets and/or exceeds all requirements of ASTM C 923, including physical
properties of materials and performance testing, including:
• 13 PSI minimum in straight alignment
• 10 PSI at minimum 70 angle
• 10 PSI minimum under shear load of 150 Ibs/in. pipe diameter
Cast -A -Seal 402/402F meets and/or exceeds the requirements of the following Standards,
Specifications, Codes, and Test Methods:
• IAPMO/ANSI Z1000 Standard for Prefabricated Septic Tanks
• IAPMO/ANSI Z1001 Standard for Prefabricated Gravity Grease Interceptors
• NPCA Best Practices Manual for Precast Concrete On -Site Wastewater Tanks
• NOWRA Model Code Framework
• ASTM C 1227 Standard Specification for Precast Concrete Septic Tanks
■ • ASTM C 1644 Standard Specification for Resilient Connectors Between Reinforced Concrete On-
Slte Wastewater Tanks and Pipes (CAS 402)
• ASTM C 1613 Standard Specification for Precast Concrete Grease Interceptor Tanks
• ASTM C 923 - Standard Specification for Resilient Connectors Between Reinforced Concrete
Manhole Structures, Pipes, and Laterals
• ASTM C 1244 Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure
(Vacuum) Test
• ASTM C 1478 - Standard Specification for Storm Drain Resilient Connectors Between Reinforced
Concrete Storm Sewer Structures, Pipes, and Laterals
Press -Seal believes all information is accurate as of its publication date. Information, specifications, and prices
are all subject to change without notice. Press -Seal is not responsible for any inadvertent errors. Copyright 2022.
66 Phone: [phone] PRESS -SEAL CORPORATION Email: sales @press-seal.com
Fax: [phone] Protecting Our Planet's Clean Water Supply Web: www.press-seal.com
ISO 9001: Registered - Version 02.16.22.11.17 0

CAST -A -SEAL 402/402F
SELECTION GUIDE
PIPE SIZE
CAST -A -SEAL 402
PIPE O.D. RANGE
WALL THICKNESS*
APPLICATION
1.25" - 2"
1.5" - 2.75"
2.5" - 6"
452.0250
STANDARD
31 - 51 mm
38 - 70 mm
64 - 150 mm
4
4.2" - 4.7"
2.5" - 6"
452.0450
STANDARD
100 mm
107 - 119 mm
64 - 150 mm
4
4.2" - 4.7"
2.5" - 4.0"
452.0402F1
Closed Face
100 mm
107 - 119 mm
64 - 102 mm
6
6.2" - 6.7"
2.5" - 6"
452.0650
STANDARD
150 mm
157 - 170 mm
64 - 150 mm
3
3.2" - 3.6"
Use with 4" CAST-A-
CAS ADAPTER
___
75 mm
81 - 91 mm
SEAL
Press -Seal believes all information is accurate as of its publication date. Information, specifications, and prices
are all subject to change without notice. Press -Seal is not responsible for any inadvertent errors. Copyright 2022.
Phone: [phone] PRESS -SEAL CORPORATION Email: sales @press-seal.com
Fax: [phone] Protecting Our Planet's Clean Water Supply Web: www.press-seal.com
ISO 9001: Registered - Version 02.16.22.11.17
67

= E set
by INFILTRATOR
EZset by Infiltrator risers and lids are made from glass reinforced polypropylene,
providing superior strength and durability. They come in green or black and in
20", 24", and 30" diameters making them ideal for use with any concrete or
plastic tank. The slip resistant lids are fastened using stainless steel screws
and can be further secured by installing locking rings.
20" Riser System
■ 20" x 6" Risers (Green or Black)
■ 20" x 12" Risers (Green or Black)
■ 20" Lids (Green or Black)
20" x 6" Riser
20" x 12" Riser
24" Riser System
■ 24" x 6" Risers (Green or Black)
■ 24" x 12" Risers (Green or Black)
■ 24" x 18" Risers (Green or Black)
■ 24" Lids (Green or Black)
Ell 1
24" x 6" Riser
el
24" x 12" Riser
24" x 18" Riser
Adapter Flange 24" Lid
30" Riser System
30" x 12" Risers (Green or Black)
30" Lids (Green or Black)
30" x 12" Riser
30" Lid
- Adhesive Sealant
- 20"
Locking Rings
- 20"
Safety Pans
- 24"
Locking Rings
- 24"
Safety Pans
- 24"
Adapter Rings
- 30"
Locking Rings

CDEZset
.125 TYP.
WALL THICKNESS
125 TYP.
WALLTHICKNESS
125 TYP.
WALLTHICKNESS
by INFILTRATOR
20" x 6" Riser Cutaway
26"
24"
l 121
6.05"
SECTION A -A
SCALE 1 : 6
26.375"
24" x 6" Riser Cutaway
24" x 18" Riser Cutaway
INFILTRATOR WATER TECHNOLOGIES, LLC ("Infiltrator")
EZset by Infiltrator LIMITED WARRANTY
ONE (1) YEAR MATERIALS AND WORKMANSHIP LIMITED WARRANTY
(a) This limited warranty is extended to the end user of an EZset by Infiltrator riser and lid system and other accessories.
An EZset system manufactured by Infiltrator, when installed and operated in accordance with Infiltrator's installation
instructions and local regulation by a licensed installer, is warranted to you: (i) against defective materials and workmanship
for one (1) years after installation. Infiltrator will, at its option, (i) repair the defective product or (ii) replace the defective
materials. Infiltrator's liability specifically excludes the cost of removal and/or installation of the EZset system.
(b) In order to exercise its warranty rights, you must notify Infiltrator in writing at its corporate headquarters in Old Saybrook,
Connecticut within fifteen If 5) days of the alleged defect.
(c) YOUR EXCLUSIVE REMEDY WITH RESPECT TO ANY AND ALL LOSSES OR DAMAGES RESULTING FROM ANY
CAUSE WHATSOEVER SHALL BE SPECIFIED IN SUBPARAGRAPH (a) ABOVE. INFILTRATOR SHALL IN NO EVENT BE
LIABLE FOR ANY CONSEQUENTIAL OR INCIDENTAL DAMAGES OF ANY KIND, HOWEVER OCCASIONED, WHETHER BY
NEGLIGENCE OR OTHERWISE. SOME STATES DO NOT ALLOW THE EXCLUSION OR LIMITATION OF INCIDENTAL OR
CONSEQUENTIAL DAMAGES, SO THIS LIMITATION OR EXCLUSION MAY NOT APPLY TO YOU. THIS WARRANTY GIVES
YOU SPECIFIC LEGAL RIGHTS AND YOU MAY ALSO HAVE OTHER RIGHTS WHICH VARY FROM STATE TO STATE.
q��_
INFILTRATOR®
systems inc.
4 Business Park Road
P.O. Box 768
Old Saybrook, CT 06475
860-577-7000•Fax [phone]
1-800-221-4436
www.infiltratorwater.com
.125 TYP.
WALL THICKNESS
12.05'
L
.125 TYP.
WALL THICKNESS
125 TYP.
WALLTHICKNESS
Riser Specifications
22°
20" x 12" Riser Cutaway
24" x 12" Riser Cutaway
30" x 12" Riser Cutaway
(d) THIS LIMITED WARRANTY IS THE EXCLUSIVE WARRANTY GIVEN BY INFILTRATOR AND SUPERSEDES ANY PRIOR,
CONTRARY, ADDITIONAL, OR SUBSEQUENT REPRESENTATIONS, WHETHER ORAL OR WRITTEN. INFILTRATOR
DISCLAIMS AND EXCLUDES TO THE GREATEST EXTENT ALLOWED BYLAW ALL OTHER WARRANTIES, WHETHER
EXPRESS OR IMPLIED, OR STATUTORY, INCLUDING ANY WARRANTY OF MERCHANTABILITY, FINESSE FOR A
PARTICULAR PURPOSE AND ANY IMPLIED WARRANTIES OTHERWISE ARISING FROM COURSE OF DEALING,
COURSE OF PERFORMANCE, OR USAGE OFTRADE. NO PERSON (INCLUDING ANY EMPLOYEE, AGENT, DEALER, OR
REPRESENTATIVE) IS AUTHORIZED TO MAKE ANY REPRESENTATION OR WARRANTY CONCERNING THIS PRODUCT,
EXCEPT TO REFER YOU TO THIS LIMITED WARRANTY. EXCEPT AS EXPRESSLY SET FORTH HEREIN, THIS WARRANTY
IS NOT A WARRANTY OF FUTURE PERFORMANCE, BUT ONLYA WARRANTY TO REPAIR OR REPLACE.
(a) YOU MAYASSIGN THIS LIMITED WARRANTY TO A SUBSEQUENT PURCHASER OFYOUR HOME.
(F) NO REPRESENTATIVE OF INFILTRATOR HAS THE AUTHORITY TO CHANGE THIS LIMITED WARRANTY IN ANY
MANNER WHATSOEVER, OR TO EXTEND THIS LIMITED WARRANTY.
CONDITIONS AND EXCLUSIONS
There are certain conditions or applications over which Infiltrator has no control. Defects or problems as a result of such
conditions or applications are not the responsibility of Infiltrator and are NOT covered under this warranty. They include failure
to install the EZset system in accordance with instructions or applicable regulatory requirements or guidance, altering the
EZset system contrary to the installation instructions and disposing of chemicals or other materials contrary to normal EZset
system usage.
The above represents the Standard Limited Warranty offered by Infiltrator. A limited number of states and counties have
different warranty requirements. Any purchaser of an EZset system should contact Infiltrator's corporate headquarters in Old
Saybrook, Connecticut, prior to such purchase to obtain a copy of the applicable warranty, and should carefully read that
warranty prior to the purchase of an EZset system.
U.S. Patents: 4,759,661; 5,017,041; 5,156,488; 5,336,017; 5,401,116; 5,401,459; 5,511,903; 5,716,163; 5,588,778; 5,839,844 Canadian Patents: 1,329,959; 2,004,564 Other patents pending. Infiltrator,
Equalizer, Quick4, and SideWinder are registered trademarks of Infiltrator Water Technologies. Infiltrator is a registered trademark in France. Infiltrator Water Technologies, is a registered trademark in Mexico.
Contour, MicroLeaching, PolyTuff, ChamberSpacer, MultiPort, PosiLock, QuickCut, QuickPlay, SnapLock and StraightLock are trademarks of Infiltrator Water Technologies.
PolyLok is a trademark of PolyLok, Inc. TUF-TITE is a registered trademark of TUF-TITE, INC. Ultra -Rib is a trademark of IPEX Inc.
© 2013 Infiltrator Water Technologies, LLC. All rights reserved. Printed in U.S.A. SET01 0613ISI

W� I MW
Toll Free: 888-999-3290
Bristle Filter Instructions
For STF-110 4" (Installation &Maintenance)
Instructions for installation in standard 4" outlet "Tee" of seDtic tank.
• Orient the filter so that the wire handle faces opposite the discharge outlet.
• Push filter into top of "Tee" until the 90 degree wire handle touches the top of the
"Tee". The filter is now "installed", as shown in the picture to the right.
• The flexibility of the STF-110 bristle filter allows it to be used in just about any situa-
tion. If you need help with a custom installation please call Sim/Tech Filter toll free at
888-999-3290.
Installed Filter
Recommended maintenance schedule
For maximum protection, it is recommended that the filter be replaced annually. If not, it should be inspected
at least once per year. The filter is capable of lasting three years under normal conditions. Such factors as
garbage disposals, pets, laundry, etc. may cause the need for more frequent inspection or service.
Instructions for performing maintenance in standard 4" outlet "Tee" of septic tank.
STF-130
Maintenance
Sleeve
• Before removing filter, one of two options must be performed. These options
need to be performed to prevent any outflow of unfiltered effluent from the
tank while the filter is removed.
Option 1
Insert a STF-130 maintenance sleeve (sold separately) with the handle
coupling on the same side of the "Tee" as the outlet hole. Push the sleeve
into the "Tee" until the handle coupling hits the top of the "Tee". Do not
remove the sleeve until a filter has been put back in the "Tee".
Option 2
Have the tank pumped down by a professional septic service company.
• After performing one of the options above, remove filter by pulling up on the
filter handle.
• Place the used filter in the provided plastic bag for proper disposal.
• Install a new replacement filter as described in the installation instructions at
the top of the page.
• If a maintenance sleeve was used (option 1), remove the sleeve from the outlet
"Tee"
Maintenance
Sleeve partially
inserted into
"Tee"
U.S. Patent #
6,811,692

T
STF?"'0-7R4'
"dia.
M
r
The STF=1111 seriesrteq
Effluent Fil,
ro
It's Superior
5uperiar to slatted, uniform designs.
Flexible b
-sa tilo - r e-side" Lial
.; i . Y r m r■. a w� r 4w r I.
0
0
19F The Boqit
V I 4ew p —mIzFoSt -ommon dpbris.
M! P. - Up N-- cr
It's Simple
only rhaire in effluent filers.
=01 9 1 F L*F�z7f/�LJ ERT

STF-110-7R is 4%6"
sanitary Tee(cut-a-way)
i itratiun of the most common solids
t=ound in today's wastewater systems
• I/er4-*atFi-_ dk_-.A-wiyrr has appllieations for
residential, commercial and industrial
systems and fit many different types
of tees and housings
* Flexible brhvtla-dmory►s is simple to
iristal'l and service. even in rmystems vvith limited
• 5elt-h3rhfng hrisirfes hold tlhe filter firmly
in plate with no need for receivers or
canisters and eliminate filter float -up
qMm" • Hc-hris so-paratinrr area naturally sorts
sollds according to size and mass for longer filter life
• Allarvsi sbFufuyicaf maturhW trrscessary in vvaf% pwvatew
trE atr"2"t sly. $tens&
* Durable enough to be eserviced and economical enough to
he replaced
• Fr r<ra# -6afutloen for protecting and servicing all types of wastewater
systems at a fraction OF the cast of inferior designs
Designers after our proven TF-11 D effluent filter that currently protects residential septic systems all
over the world, the latest additions to this series of filters were designed with more demanding
residential, commercial and industrial systems with larger housings and pre -cast tanks with built in
square baffles in mind -
We achieve superior fiItralion of the most comrnan solids found in today's wastewater systems with
our non -uniform bristle design. This design is much more efficient than uniform I slotted designs which
can pass larger more harmful debris into the system.
The flexible self-locking bristles make it simple to install and service, even in systems with
limited access. They also hold the filter firmly in place with no need for receivers or can.Wer,5
and eliminate filter float -up.
The filters employs a debris separation space which naturally sorts solids according to size
and mass. This makes the filter function more efficiently and greatly increases its life -span..
It also allows for biological maturing which is necessary in all wastewater treatment systems.
The TF-110 series frlters use triangular polypropylene
bristles wound together with a 316 stainless -steel ware.
This makes them durable enough to be serviced and
economical enough to be replaced. This provides an
economical solution for protecting and servicing all types
of wastewater systems at a fraction of the cost of interior
desiga
ns.
STF-Tla-M in pre -oast sTf-i3o changing sJaeve fs requored A black elVierarrt flow white seFviciR9
-010 -r?k wrfh square without the need to pump down the tarrk.
befffe. — 40
STF-? 10 in 4' sanitary
Yea (cut -a -way view)
For- thie protiectij7n amid pierfar-niarm- a olf tvasretvatier mAjHr ems bet
vvVVV"..gat- :;,tech. 0gMr.
US Patent # 6, 8f 1, 692

septic tank brie
FEATURES
r
4 " Y0110
Easy, affordable solution for servicing
septic tanks
*: Designed with non -directional bristles
for unrestricted flow of effluent
:*Allows biological maturing and
sloughing to rraxirrize septic tank
efficiency
Provides well over' 2 mile of filtration
media with over 319 cu. in. of open
area to eliminate clogging
+ 2,215 sq. i n . of filtering surface allow
a flow rate of over 1200 GPD, filtering
to 1/1 " diam t er
+ Filtering surface is achieved with
unique triangular bristle that .more
than doubles the filtering surface, with
no uniform holes or slots to plug
*:' 0 degree handle for easy installation
and removal
*: Adapts to all types of 4 plipe
*:p elf -locking bristles hold the filter
firmly in place, eliminating `filter float up'
•: Flexible design makes it easy to install
in hard to reach places and makes
replacing the filter a breeze
Constructed of polypropylene bristles,
wound together with a 316 S.S_ core
: The filters designed shape creates a
debris separation space which naturally
sorts debris according to size and mass,
ensures even fi ter usage for a long
lifaspan and maximizes circular flog
Ord ar part No. TF-110
TF-11 30
CAD detail drawing available in D F format
RELATED PRODUCTS
TF-1 10-6VV page 4
TF-110-7R page 4
TF-11D-BB page 4
TF-130 page 14
TF-4TEE page 14
l,.N_ _ Patent 9 6, 811. 69
W,
MWMWI
who
1
r
Li
RAGE
3 Toll Free 888-999- 90 Office 1-:58 -10 0 Fax [phone] Frail simtech freeway_nat Web v, w w_gag-simtech_corn

8
GARY IB. JOHNSON
MICHIGAN # 32831
WISCONSIN # E-25985
MINNESOTA # 41217
SIM/TECH FILTER
NEW STF-I 10 DISPOSABLE SEPTIC TANK FILTER
TURD PARTY VERIFICATION
The Disposable Septic Tank Filter is constructed as a twisted -in -wire brush with 26" long
brush body, V4" tip and 2 1/4" long handle end with 90 degree bend- Brush body will have
a major diameter of 4.313" for a length of 9 1/2" starting V2" from the 90 degree handle
bend, then will transition down to 3 Y2" diameter over the next 2 %2" and held at 3 '/2"
diarnetter,for the next 14".
There will be a scallop cut into the O.D. in the major diameter beginning 2 1/2" from the
top, transitioning down to 3 !,T' over the. next 2", and then transitioning up to the major
diameter over the next 2".
The stem will be 11 -gauge stainless steel and the fill material will be .012 yellow
polypropylene -
The filter has a total of 2,962 lineal feet of bristle equaling 35,544 lineal inches of bristle.
By calculating the total length x the total perimeter of SiniffecWs uniquely shaped
bristle, it gives us a filtering surface of 2,215 square inches.
GARY B.
N EER
3 a]
0 F
l
Volume of a Arx26" Septic Tee
Volume of the STF- I 10 Filter
Volume as open for fluid
326.7 cubic inches
4.265 cubic inches
322.435 cubic inches

8
TtURD PARTY VERIFICATION OF FILTRATION ON TBE STF- 110
AND THREE OT MR GRAVITY SEPTIC TANK, FILTERS
• Test was checking for filtering qualities with particulate that could be found in septic tank effluent
• This test used five types of particulate added to a clean tank
• The five types of particulate were hair, seeds, tissue paper, lint, and chain saw chips (see table A below)
• Test tank was riled manually every five minutes while performing tests to represent a large influx of
water
Water was introduced into the test tank, at 210 gallons per hour
• Test was run to a 2" head height above outlet flow
• Recorded length of time to achieve a 2" head height (see table B below)
• Recorded what was caught in a 1500 micron sieve during the total run time (see table B below)
• Recorded what was caught in a 600 micron sieve below the 1500 micron sieve during total run time (see
table B below"
• Recorded particulate caught while changing filters 15 minutes after ending test using manufacturers
recommended instructions (see table B below)
• Recorded particulate removed with filters themselves (all filters were removed slowly) (see table B
below)
• All part ' iculate was recorded in grams using a OHAUS Scout 11 Scale (Serial #BJ380398) with capacity
400 times 0.1 g (purchased scale 11/1710111
)
Human hair
2
Horse hair
2
Dog hair
I
Cat hair
I
Tomato seeds
2
Pepper seeds
2
Cucumber seeds
2
Dill seeds
2
Charmin tissue paper
2
Scott tissue paper
2
Northern tissue paper
2
Lint
2
Chainsaw chips
4
TABLE B
Sim/Tech
Tuff-Tite
Zabel
ner
Zoeller
Zoeller
Time to achieve 2" head height
I hr. 40 min.
7 min-
6 min.
2
Particulate caughl in 1500 micron sieve
0
0
0
0
0
Particulate caught in 600 micron sieve
0
0.2
0.3
1.2
Particulate caught while changing filter
0
0.3
1 0
0
Particulate contained within
6.3
2.2
2.3
*Ended test at 2 hours, total head height was at 1 3/41,
Note: All filters except Sim/Tech caught seeds in 1500 micron sieve but was not recordable in 1/10a scale
?-1

• Test done with clean water and no particulate
Filters placed in a standard outlet tee of S & D type with a 17" tailpiece to outlet level
Test tank was a plastic 55 gallon drum
There was an accurate method to measure head height above outlet level
Test was done for a '/2" and P head height above outlet level
AN filters tested using the above conditions
head hei ht abbove outlet flow
I -I" iead hekght above outlet now
15, 1
MWISIM"
# * 0
4
'L of 814, &
GARY B.
JOHN N
EER
32 31

It is my opinion that the Simqech filter will prove to be a superior septic tank filter
because of ifs basic design; bristles to catch any "paper like" debris on the outside surface
( guided there because of the bristles bending at the ends under pressure of the flow ) .
A dead zone near the center to collect small particles as they M out of the flow. Plus the
incalculable water paths through, and around, the filter fibers.
Gary B. Johnson P.E.
363 Silver Creek- Rd
Petoskey, Mi 49770
of "Ic.V
GARY B-
JOH is
EER
3!8:31

P43LYAkOX Inc.
Innovations in Precast, Drainage Zabel®
& Wastewater Products tD
A Division of Polylok Inc.
PL-122 Filter
PL-122 Effluent Filter
The PL-122 was the original Polylok filter. It was the first filter on the market with an automatic shut-off ball installed
with every filter. When the filter is removed for regular servicing, the ball will float up and prevent any solids from
leaving the tank. Our patented design cannot be duplicated.
Features:
• Offers 122 linear feet of 1/16" filter slots, which
significantly extends time between cleaning.
• Has a flow control ball that shuts off the flow of effluent
when the filter is removed for cleaning.
• Has its own gas deflector ball which deflects solids away.
• Installs easily in new tanks, or retrofits in existing systems.
• Comes complete with its own housing. No gluing of
tees or pipe, no extra parts to buy.
• Has a modular design, allowing for increased filtration.
PL-122 Installation:
Ideal for residential waste flows up to 3,000 gallons per day
(GPD). Easily installs in any new or existing 4" outlet tee.
1. Locate the outlet of the septic tank.
2. Remove the tank cover and pump tank if necessary.
3. Glue the filter housing to the outlet pipe, or use a
Polylok Extend & Lok if not enough pipe exists.
4. Insert the PL-122 filter into tee.
5. Replace and secure the septic tank cover.
PL-122 Maintenance:
The PL-122 Effluent Filter will operate efficiently for
several years under normal conditions before requiring
cleaning. It is recommended that the filter be cleaned
every time the tank is pumped, or at least every three years.
1. Do not use plumbing when filter is removed.
2. Pull PL-122 cartridge out of the tee.
3. Hose off filter over the septic tank. Make sure all solids
fall back into septic tank.
4. Insert filter back into tee/housing.
Polylok offers the only filter on the market
where you can get more GPD by simply
snapping our filters together!
Patent Numbers
6,015,488 & 5,871,640
Filter Ready Adapter
Connects to Septic Tank Wall
Accepts 1/2" PVC
:tension Handle
Alarm Switch
(Optional)
122 Linear Ft. of
1/16" Filtration
Slots
ilter Housing with
" & 4" Pipe Adapter
" Filtration Slots
3,000 GPD
(D
Deflector
:)matic Shut -Off Ball
Outdoor SmartFilter® Alarm
Polylok, Zabel & Best filters accept
the SmartFilter® switch and alarm.
www.polylok.com 1-877-765-9565

CSC
The Public Health and Safety Organization
NSF Product and Service Listings
These NSF Official Listings are current as of Wednesday, April o6, 2016 at 12:15 a.m. Eastern Time. Please contact
NSF International to confirm the status of any Listing, report errors, or make suggestions.
Alert: NSF is concerned about fraudulent downloading and manipulation of website text. Always confirm this information
by clicking on the below link for the most accurate information: http://info.nsf.org/Certified/Wastewater/Listings.asp?
Standard=o 6&Com an = 8o&
NSF/ANSI 46
Evaluation of Components and Devices Used in
Wastewater Treatment Systems
Polylok Inc.
3 Fairfield Boulevard
Wallingford, CT o6492
United States
877-765-9565
203-265-6340
Facility: Cheshire, CT
Septic Tank Effluent Filters[l]
PL-122 PL-250
P L-525
PL-625
PL-68
[1] Performance tested using bead size 0.338 cm ± 0.005 cm (1/8" ± 0.002"). Meets the full
requirements of NSF/ANSI 46-2010.
Facility: Evansville, IN
Septic Tank Effluent Filter Components[il
Alol-12x20 A101-12x28
Awl-8x32 A18o1-4x18141
A3ol-12x36 A301-8x18
Ai0i-12x36 Aloi-8x18
A1801-4x22141151 A.301-12x20
A301-8x26 A3o1-8x32
Aiol-8x26
A3ol-12x28
[11 Septic Tank Effluent Filter Components are exempt from bearing the NSF Component Mark
and shall bear the NSF Unit Mark.

[4] Filter cartridges Certified in ABS and PVC materials.
[5) Failure sensing and signaling equipment of this product not evaluated by NSF.
Septic Tank Effluent Filters[2] 131
A1OO-12x20
A1oo-12x20-VC
Aioo-12x20/BALL
Aloo-8x18-VC
A1oo-8x26-VC
Aloo-8x32-VC
A1800-4xi8-VT-B40
A1800-4x18-VTF-B35A1800-4x1$-VTF-B4O
A18OO-4X22-VT-B40
Ai8OO-4X22-VTF-B35A1800-4x22-VTF-B40
A300-12x20/BALL
A300-12x28-VC
A3oo-i2x36-VC
A300-8x32-VC
A600-12x20
Moo-12x2o/BALL
A6OO-8x18-VC
A600-8x26-VC
A6OO-8x32-VC
A1OO-12x28-VC M00-12x36-VC
A1800-4x18-30142-68 Al800-4xi8-VT-B35
A1800-4x22-30142-68A1800-4x22-VT-B35
A300-12x20 A3oo-12x20-VC
A3oo-8X18-VC A3oo-8X26-VC
Moo-12x28-VC A600-12x36-VC
[2] Suffix VC denotes a filter cartridge with Versa -Case assembly.
[3] Performance tested using bead size 0.338 cm ± 0.005 cm (1/8" ± 0.002"). Meets the full
requirements of NSF/ANSI 46-2010.
NOTE: All filters come Smartfilter ready.
Number of matching Manufacturers is 1
Number of matching Products is 52
Processing time was o seconds

�� TM Poly -Air Activated Carbon Vent Covers
PAL
Innovations in Precast, Drainage tD
Zabel® Fits Vent Sizes:
& Wastewater Products A Division of Polylok Inc.
Poly -Air Activated Carbon Vent Cover
Polylok's Poly -Air Activated Carbon Vent Cover is a carbon filter that can remove offensive odors such as Hydrogen
Sulfide as they come out of the roof vent. Use our filter to eliminate these unpleasant odors.
The Problem: Sewer and septic tank odors are a big
problem for some homes. Vents on the roof allow the
pressure to equalize as waste water flows down through
the drain pipes. Without a vent system, your sinks, tubs,
toilets would gurgle and drain slowly. Often, wind
currents cause these odor problems. As wind blows over
the house, the air currents that are supposed to carry
the gases up and away can carry sewer gas down into
the living areas.
The Solution: Polylok's Poly -Air can prevent the odor
problem by removing offensive odors such as Hydrogen
Sulfide as they come out of the roof vent.
Features & Benefits:
The Poly -Air Activated Carbon Vent Cover is manufactured to fit your existing pipe. Our standard size vent cover
will fit 4" & 3" vents. The Poly -Air will also fit 2" and 1.5" vents with our optional vent reducer.
Polylok's Poly -Air is your answer to eliminate septic
odors. They are inexpensive and can be easily installed
on existing vents. Put an end to unpleasant odors from
your house or portable toilet vents.
. Easy to install
. Cost effective
-o Fits existing 3", 4", 2", & 1.5" piping
No more offensive odors
i No more spoiled patio parties
i No more foul air drifting into open windows
i Contains 1lb of activated carbon in each cover
6T)
vent in one.
KEEPING THE ENVIRONMENT FRESH, ONE VENT AT A TIME
Reducer to
accept any
2" & 1.5" vent.
www.polylok.com 2 1.877.765-9565

7.
[19:
[12.1 cm]
2 -#8 X 3/4 SS SCREWS
1/16" SCREEN
[11.4 cm]
4" SCHD 40
POLYLOK ACTIVATED CHARCOAL
ROOF VENT FILTER
PART NO. PCF-PLVF
MATERIAL - ABS
COLOR - BLACK
1 LBS. (.454 KG) ACTIVATED CHARCOAL PELLETS
06.30
[16.0 cm]
2" SCHD 40
OPTIONAL
2" REDUCER
PART NO. PCF-PLVF-20
1.
;m7 [4.2
OPTIONAL
1 1/2" REDUCER
PART NO. PCF-PLVF-15

9 Fairfield Boulevard
Wallingford,, CT 06492
Phone: [phone]
Toli Free: 800.544,3386
Fax: [phone]
Email: [e-mail]
National Filter Media Corporation
Certificate of Compliance
Date: I2/28/2oll
229 Cubic Feet Per Minute
Description of Item:
POLYLOKRoof Vent
Specifications:
Part Number PCF-PLVF-6
Sincerely,
Shan'homas
Quality Control Manager

OBAKER
Safety Data Sheet
SECTION I Identity
PRODUCT IDENTIFICATION: Activated Carbon, GAC, R, VCC, VCCAW, VCO, VCOAW, VP, PAC
PRODUCT USE: Use in accordance with manufacturer recommendations
MANUFACTURER:
BakerCorp 3020 Old Ranch Parkway
Suite 220
Seal Beach, CA 90740
TELEPHONE: [phone]
EMERGENCIES: [phone]
Date Prepared: 7/15/2015
I SECTION H Hazard(s) Identification
Hazard Classification: GHS-US
Eye Irritation 2B H320
Respiratory Irritation 3 H335
Signal Word: Irritant
Hazard Statement: Contact may cause eye irritation: Dust may cause respiratory irritation.
Hazard Pictogram:
Precautionary statements:
P261
Avoid Breathing: dust/fame/gas/mist/vapor/spray.
P264
Wash thoroughly after handling.
P271
Use only outdoors or in a well -ventilated area.
P280
Wear protective gloves/protective clothing/eye protections/face protection
P304/P340
If inhaled/Remove to fresh air
P305/P351/P338
If in eyes/rinse cautiously with water/ remove contact lenses if easy/continue rinsing
P337/P313
If eye irritation persist: get medical attention
P403/P233
Store in well ventilated place. Keep container tightly closed
P405
Store locked up
P501
Dispose container to appropriate receptacle
AC

QoBAKER
Other Hazards: No additional information
Acute Toxicity: No data available
SECTION III Composition/Information on Ingredients
Chemical Name
CAS# % Impurities
Carbon 7440-44-0 t00 None
SECTION IV First -Aid Measures
Route(s) of Exposure Symptoms
First Aid
Inhalation
Dust may cause mild respiratory
Remove to fresh air. Seek medical attention if
irritation
irritation persists
Skin
Dust may cause mild
Wash with soap & water; seek medical attention if
irritationtreddening
irritation persists.
Eye
Dust may cause eye imitation and
Flush with lukewarm water for at least 15 minutes. If
redness.
irritation persists seek medical attention.
Ingestion
May cause digestive track
Drink plenty of water and seek medical attention.
irritation.
SECTION V Fire Fighting Measures
Suitable Extinguishing Media: Flood with plenty of water, use media suitable for surrounding the fire.
Unsuitable Media: None known.
Unusual fire & explosion hazards: Contact with strong oxidizers may cause rapid combustion.
Special Firefighting procedures: Exercise caution when responding to any chemical fire. Firefighters
should wear full protective gear.
SECTION VI Accidental Release Measures
Personal Precautions: Wear protective equipment, keep unnecessary personnel away.
General precautions: Avoid contact with skin and eyes.
Environmental Precautions: None
Containment & Clean Up: Sweep up and discard in protected refuse container.
Other Information: Not applicable
SECTION VII Handling and Storage
Safe Handling: Avoid prolonged contact with eyes and skin. Use in well ventilated
areas.
AC

G4, B A K E R
Safe Storage: Store in a cool, dry and well ventilated area. Protect containers from
physical damage. Keep away from oxidizers, heat and flame.
SECTION VH1 Exposure Controls/Personal Protection
Component OSHA PEL ACGIH-TLV Other Limits
Activated Carbon Not Available Not Available
Engineering Guidelines Local exhaust and general ventilation to meet exposure standards. Wet
activated carbon depletes oxygen from the air creating a severe hazard to
workers in enclosed or confined spaces. Sampling and work procedures for
low oxygen levels should be taken whenever workers entering carbon
vessels, enclosed or confined spaces. If risk of overexposure exists, wear
and approved respirator.
Personal Protective Equipment Use NIOSH approved respirator if dust generated exceeds exposure limits.
Gloves, safety glasses, work clothes as determined appropriate
General Hygiene Keep away from food and beverages, remove contaminated clothing: wash
hands before eating.
SECTION IX Physical & Chemical Properties
Physical State
Solid
Boiling point
NA
Appearance
Granular/powder
Flash Point
NA
Color
Black
Evaporation Rate
NA
Odor
None
Flammability (solid/gas) C
No Data Available
Odor Threshold
None
UEL
NA
Vapor Pressure
0
LEL
NA
pH
NA
Vapor Density
Solid
Relative Density
28 — 33 lbs/cubic R
Partition Coefficient:
NA
Melting Point
NA
Auto ignition Temperature
No data available
Freezing Point
NA
Decomposition Temperature
NA
Solubility
None
Viscosity
NA
SECTION X Stability & Reactivity
Incompatibility:
Chemical Stability:
Conditions to Avoid:
Materials to Avoid:
Hazardous Decomposition Products:
Strong oxidizers such as ozone or Iiquid oxygen, and chlorine
Stable
None
Strong oxidizers such as ozone or liquid oxygen, and chlorine
Carbon Monoxide and carbon dioxide may be generated during
combustion.
AC

40BaKER
I SECTION XI Toxicological Information
Acute Effects
Oral LD50
Not Determined
Dermal LD 50
Not Determined
Inhalation
See Section IV
Ingestion
See Section IV
Eye Irritation
See Section IV
Skin Irritation
See Section IV
Sensitization
Not Determined
Signs and Symptoms of Exposure
Irritation and redness of eyes and skin. Dust may cause
respiratory irritation
Chronic Effects:
Carcinogenicity
Not Determined
Mutagenicity
Not Determined
Reproduction Effects
Not Determined
Developmental Factor;
Not Determined
SECTION XII Ecological Information
Ecotoxicity
Not Determined
Persistence/Degradability
Not Determined
Bioaccumulation Potential
Not Determined
Mobility in Soil
Not Determined
Other Adverse Effects
Not Determined
SECTION XIII Disposal Concerns
Vacuum or shovel material in a closed
container. Dispose of in accordance with all
applicable local, state and federal and
international regulations.
AC

G>BAKER-
I
SECTION XIV
UN Number: Not applicable
UN Name: Not applicable
Ship in accordance with
DOT/ADR/RID/ADNR/IMDP/ICAO/IATA
Transport Information
SECTION XV Regulatory Information j
SARA Title III 302
SARA Title III 313
TSCA
Canadian — WHMIS
DSL #
SECTION XVI
Product not listed
Product not listed
Product is listed
Product is listed
Product is Listed
Other Information
The information and recommendations listed are believed to be true and accurate to the best of our knowledge as of
the prepared date below. BakerCorp makes no warranty with respect to same and disclaims all liability for reliance
therein.
Date Prepared: May 25, 2015
AC

NORTH CAROLINA DEPARTMENT
OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENVIRONMENTAL HEALTH
ON -SITE WATER PROTECTION SECTION
INNOVATIVE WASTEWATER
SYSTEM APPROVAL
INNOVATIVE WASTEWATER SYSTEM NO: IWWS-2007-1-R2
Issued To: Michael Stidham
E-Z Treat Company
PO Box 176
Haymarket, VA 20168
866-753-4700
www.eztreat.net
For: E-Z Drip Subsurface Wastewater Drip System
Approval Date: November 12, 2007
August 31, 2010
In accordance with 15A NCAC 18A .1969, an application by Mike Stidham, E-Z Treat Company, for approval of
their subsurface wastewater drip system has been reviewed, and the system has been found to meet the standards of
an innovative system when the following conditions for use, monitoring and operation are met:
I. General
A. System Description
1. Collection system
Conventional gravity, pressure sewer fed by grinder pumps or individual septic
tank effluent pumping units.
2. Pretreatment
Approved Residential Wastewater Treatment System (RWTS) meeting at least
NSF-40 standards, approved TS-I or TS-II advanced wastewater pretreatment
system, or approved equal.
3. Filtration
Automatic, appropriately sized self-cleaning filters capable of screening
particles larger than or equal to 130 microns.
4. Manifold
Common line (Schedule 40 PVC) to connect all the dripline in a single field or
zone at the start of the field or zone (supply end) and the distal ends of the
dripline (flush end).
5. Air vent
Air vacuum breaker(s) installed at the high point(s) of each drip field to allow
air to be rapidly evacuated from the tubing during pressurization and to keep soil
from being aspirated into the drip emitters due to back siphoning or back
pressure after the pumps shut off.
6. Dripline
Geoflow Wasteflow PC dripline with pressure -compensating emitters spaced
uniformly in the tubing (12, 18, or 24 inch centers). The dripline consists of
three (3) layers; the inside layer is an anti -bacterial protector, the middle layer is
black, and the outside layer is purple -striped for easy identification. The
emitters are impregnated with Treflan® to inhiit root intrusion.
7. Drip lateral
Entire length of dripline, from the connection to the supply manifold to the
connection to the return manifold.
8. Drip run
Single section, on contour, of a drip lateral between manifolds, a manifold and a
loop, or between two loops. Multiple parallel drip runs may be used within a
single drip lateral.

IW W 5-2007-1-R2
August 31, 2010
Page 2 of 18
9. Field flushing valve An automatic valve used to enable accumulated debris and sediment to be
flushed from the dripline back to the pretreatment unit.
10. System Controls Control/software package controlling all functions, including filter flushing,
system dosing and flushing, and audible/visible alarms. Telemetry must be
included for systems with a design daily flow larger than 600 gallons per day
(gpd). Flow monitoring and self diagnostics capabilities must be included for
systems with a design daily flow larger than 3,000 gpd.
11. Documentation Current schematics, drawings and manuals must be filed with NCDENR for all
major components utilized under this approval, for posting on the On -Site Water
Protection Section Webpage.
B. Scope
1. This Innovative Approval is for subsurface drip systems receiving effluent from an approved advanced
wastewater pretreatment system designed to meet NSF-40, TS-I or TS-II standards, pursuant to Rule
15A NCAC 18A .1970, or more stringent standards.
2. For systems with a daily design flow of up to 1,500 gallons per day (gpd), pretreatment may be by an
RWTS designed to meet NSF-40 Standards, approved pursuant to Rule .1957(c), or by an E&I system
designed to meet NSF-40, TS-I, TS-II or more stringent standards, approved pursuant to Rule .1969.
3. For systems with a daily design flow greater than 1,500 gpd and up to 3,000 gpd, pretreatment may be
by an I&E system designed to meet NSF-40, TS-I, TS-II or more stringent standards, approved
pursuant to Rule .1969.
4. Advanced pretreatment systems which have not received prior approval by the State may be proposed
for use when designed by a Professional Engineer to meet applicable standards and submitted to the
State for review and approval on a case by case basis. This would include the use of multiple RWTS
for a system with a daily design flow greater than 1,000 gpd or as otherwise specified in the RWTS
approval.
5. State review of engineering plans for the system, including the advanced pretreatment components, are
required for all systems with a daily design flow greater than 3,000 gpd, and for all systems receiving
industrial process wastewater, in accordance with State Review/Approval Processes (Rule 15A NCAC
18A .1938).
C. System siting, sizing and horizontal setbacks shall be in accordance with this Approval. Where there are
conflicts between the requirements of this approval and the June 1, 2006 version of Rule .1970, the
requirements of this approval shall be applicable.
D. Consideration may be given to modifying the siting, sizing, horizontal setback or installation requirements
delineated herein for conjunctive use reclaimed water systems, where all of the following conditions are
met:
1. The pretreatment system shall meet a reclaimed water effluent standard pursuant to Rule 15A NCAC
02T .0900.
2. The conjunctive system drip dispersal area is separate from the required drainfield area and required
repair area for the system, and shall be designed and operated to utilize the reclaimed water in a
beneficial manner.
3. Siting, sizing, setbacks, installation, and management requirements shall be proposed by the system
designer and approved by the State on a case by case basis.
IL Siting Criteria
The E-Z Drip Subsurface Wastewater Drip System may be utilized when one or more of the conditions set forth in
Sections ILA through I of this approval are met, as applicable. Summary tables of siting criteria, including when a
special site evaluation (Section IV) is required, are included in Appendix A.
A. An aerobic subsurface drip system may be utilized on sites that meet one of the following criteria:
1. Sites classified suitable or provisionally suitable in accordance with Rules .1939-.1948;
2. Sites reclassified to be provisionally suitable in accordance with Rules .1956(1), (2), (4), (5) or (6a); or

IW W S-2007-1-R2
August 31, 2010
Page 3 of 18
3. Sites meeting the criteria for low pressure pipe (LPP) systems in accordance with Rule .1957(a)(2).
4. A special site evaluation pursuant to Section IV shall only be required if needed to justify the proposed
long term acceptance rate (LTAR), as set forth in Section III.
B. Required vertical separation shall be measured from the trench bottom or point of application, whichever is
deeper.
C. The minimum vertical separation distance to rock or tidal water for subsurface drip systems shall be 12
inches, regardless of treatment.
D. A minimum of 6 inches of soil cover shall be maintained over driplines receiving effluent treated to TS-II
or a less stringent standard.
E. Minimum required soil cover shall be uniform over the entire drip dispersal field or zone.
F. If reuse quality water is being dispersed to a conjunctive system area, less than 6 inches of soil cover may
be maintained over the drip tubing.
G. This requirement for at least 6 inches of cover may be met by the addition of up to 6 inches, after settling,
of suitable Group II or III soil material over the drip field. If cover material is required and the slope is
over 30 percent, a slope stabilization plan must be provided by an appropriately licensed individual.
H. Driplines shall be installed at least 1 inch into naturally occurring soil. The drip installation shall otherwise
be considered a fill system.
L A drip system receiving effluent treated to the NSF-40 standard, or a more stringent standard, may be
utilized on sites where there is at least 18 inches of useable naturally occurring soil above an
UNSUITABLE soil horizon, rock, or soil wetness condition. The minimum vertical separation distance
between the trench bottom or point of application, whichever is deeper, and any UNSUITABLE horizon,
rock, or soil wetness condition shall be 12 inches.
J. A special site evaluation, pursuant to Section IV of this Approval, shall be required whenever Group IV
soils are encountered within 18 inches of the naturally occurring soil surface or within 12 inches of the
trench bottom or point of application, whichever is deeper, and the LTAR pursuant to Section IILB is
proposed to exceed 0.10 gpd/ft2 for NSF-40 effluent, 0.12 gpd/ft2 for TS-I effluent, and 0.15 gpd/ft2 for
effluent treated to TS-II or a more stringent standard.
K. A drip system receiving aerobic effluent treated to TS-I, or a more stringent standard, may be utilized on
sites where there is at least 15 inches of useable naturally occurring soil above an UNSUITABLE soil
horizon, rock, or soil wetness condition.
1. The minimum vertical separation distance between the trench bottom or point of application,
whichever is deeper, and an UNSUITABLE soil horizon, or soil wetness condition shall be 9 inches
for TS-I effluent.
2. A special site evaluation, pursuant to Section IV of this Approval, shall be required whenever there is
less than 18 inches of useable naturally occurring soil above an UNSUITABLE soil horizon, rock, or
soil wetness condition.
L. A drip system receiving aerobic septic tank effluent treated to TS-II, or a more stringent standard, may be
utilized on sites when there is at least 13 inches of useable naturally occurring soil above an
UNSUITABLE soil horizon, rock, or soil wetness condition.
1. The minimum vertical separation distance between the trench bottom or point of application,
whichever is deeper, and an UNSUITABLE soil horizon, or soil wetness condition shall be 6 inches
for TS-II effluent.
2. A special site evaluation, pursuant to Section IV of this Approval, shall be required whenever there is
less than 18 inches of useable naturally occurring soil above an UNSUITABLE soil horizon, rock, or

IW W 5-2007-1-R2
August 31, 2010
Page 4 of 18
soil wetness condition,
M. A drip system receiving aerobic effluent treated to at least the NSF-40 standard, may be utilized when a
groundwater lowering system (existing or proposed) is used to meet the vertical separation requirements to
a soil wetness condition. In order to use a groundwater lowering system:
1. When only Group I or Group II soils with suitable structure and clay mineralogy are present within 36
inches of the naturally occurring soil surface the system may receive effluent treated to the NSF-40
standard. A special site evaluation is required when the local health department or regional soil
scientist require such an evaluation to determine the effectiveness of the groundwater lowering system.
2. When there are Group III soils present at any depth above the invert elevation of the highest point of
the drainage system or within 36 inches of the naturally occurring soil surface, whichever is deeper,
effluent shall be treated to TS-I or a more stringent standard. A special site evaluation, pursuant to
Section IV of this Approval shall be required.
3. No groundwater lowering drainage of Group IV soils is allowed, regardless of treatment level.
4. On new fill sites [Rule .1957(b)(1)], when all or part of the dripline is to be installed in approved fill,
effluent shall be treated to TS-I or a more stringent standard when used in conjunction with a
groundwater lowering system. A special site evaluation, pursuant to Section IV of this Approval shall
be required.
5. When a groundwater lowering system is used, the minimum vertical separation from the trench bottom
or point of application, whichever is deeper, to the projected (drained) soil wetness condition shall be
12 inches.
N. An aerobic subsurface drip system receiving effluent treated to at least the NSF-40 standard may be utilized
on new fill sites [Rule .1957(b)(1)], when all or part of the dripline is to be installed in approved fill
material, when there is at least 18 inches of useable naturally occurring soil above an UNSUITABLE soil
horizon or rock and at least 12 inches above a naturally occurring soil wetness condition,
1. The minimum vertical separation distance between the trench bottom or point of application,
whichever is deeper, and any UNSUITABLE soil horizon or rock shall be 18 inches and any soil
wetness condition shall be 12 inches.
2. Except as provided for herein, all requirements for new fill sites and systems of Rule 1957(b)(1) are
applicable to drip systems in fill.
O. An aerobic subsurface drip system receiving effluent treated to TS-I, or a more stringent standard, may be
utilized on new fill sites [Rule .1957(b)(1)], when all or part of the drip tubing is to be installed in approved
fill material, when there is at least 12 inches of useable naturally occurring soil above an UNSUITABLE
soil horizon or rock and at least 12 inches above a naturally occurring soil wetness condition.
1. The minimum vertical separation distance between the trench bottom or point of application,
whichever is deeper, and any UNSUITABLE soil horizon or rock shall be 12 inches and any soil
wetness condition shall be 9 inches.
2. A special site evaluation, pursuant to Section IV of this Approval, shall be required.
3. Except as provided for herein, all requirements for new fill sites and systems of Rule 1957(b)(1) are
applicable to drip systems in fill.
P. An aerobic subsurface drip system may be utilized on sites meeting the criteria for existing fill, in
accordance with Rule .1957(b)(2), when all or part of the dripline is to be installed in approved fill material.
1. For an aerobic drip system receiving effluent treated to the NSF-40 standard, the minimum vertical
separation distance between the trench bottom or point of application, whichever is deeper, and any
UNSUITABLE soil horizon, rock, or soil wetness condition shall be 18 inches
2. For an aerobic drip system meeting TS-I or TS-II standards, the minimum vertical separation distance
between the trench bottom or point of application, whichever is deeper, and any UNSUITABLE soil
horizon, rock, or soil wetness condition shall be 12 inches
3. Except as provided for herein, all requirements for existing fill sites and systems of Rule 1957(b)(2)
are applicable to all drip systems in existing fill.
Q. The minimum horizontal setback requirements of Rule .1970 shall be met for systems receiving effluent

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meeting the NSF-40, TS-I, or TS-II standard, as applicable.
R. For drip systems used on sites where there is at least 18 inches of naturally occurring soil to an
UNSUITABLE soil horizon, rock, or soil wetness condition, the horizontal setback reductions of Rule
.1970 for NSF-40, TS-I or TS-II, as applicable, may be concurrently taken with LTARs as allowed in
Section IILH of this Approval.
S. For drip systems used on sites where there is less than 18 inches of naturally occurring soil to an
UNSUITABLE soil horizon, rock, or soil wetness condition, effluent treated to TS-II or a more stringent
standard, shall be required in order for reductions in horizontal setbacks allowed for TS-II in Rule .1970 to
be taken. The LTAR shall be as allowed in Section IILL A special site evaluation, pursuant to Section IV
of the Approval, shall be required.
T. A special site evaluation, including a hydraulic assessment, shall be provided to the local health department
on behalf of the owner, when required pursuant to Section IV of this Approval.
III. System Sizing
A. The LTAR shall be based on the most hydraulically limiting, naturally occurring soil horizon within 18
inches of the naturally occurring soil surface or to a depth of 12 inches below the trench bottom or point of
application, whichever is deeper.
B. The following table shall be used in determining the LTAR for the E-Z Drip Subsurface Wastewater
System.
Soil Group
LTAR (area basis) (gpd/ft)
NSF-40
T S-I
T S-II
I.
1.0-0.6
1.2-0.8
1.5-0.8
IL
0.6-0.4
0.8-0.5
0.8-0.6
III.
0.4-0.15
0.6-0.2
0.6-0.2
IV.
0.15-0.05
0.2-0.05
0.2-0.05
C. Special site and soil limitations in Rule .1970(f)(2)(E) and (F) apply where the LTAR exceeds 1.2 gpd/ ft2
for TS-II systems on Group I Soils.
D. For aerobic drip systems in new fill [Rule .1957(b)(1)] receiving effluent treated to the NSF-40 standard,
the LTAR shall not exceed 0.6 gpd/ft2 for Group I, 0.4 gpd/ft2 for Group II, 0.15 gpd/ft2 for Group III, or
0.05 gpd/ft2 for Group IV soils, respectively. Soil group is based on the most hydraulically limiting,
naturally occurring soil horizon within 18 inches of the naturally occurring soil surface or 12 inches below
the trench bottom or point of application, whichever is deeper.
E. For aerobic drip systems in new fill [Rule .1957(b)(1)] receiving effluent treated to the TS-I standard, the
LTAR shall not exceed 1.0 gpd/ft2 for Group I, 0.5 gpd/ft2 for Group II, 0.2 gpd/ft2 for Group III, or 0.07
gpd/ft2 for Group IV, respectively. Soil group is based on the most hydraulically limiting, naturally
occurring soil horizon within 18 inches of the naturally occurring soil surface or 12 inches below the trench
bottom or point of application, whichever is deeper. An LTAR above 0.05 gpd/ft2 in Group IV soil must be
supported by a special site evaluation and hydraulic assessment, pursuant to Section IV of this Approval.
F. For aerobic drip systems in new fill [Rule .1957(b)(1)] receiving effluent treated to the TS-II standard, the
LTAR shall not exceed 1.0 gpd/ft2 for Group I, 0.6 gpd/ft2 for Group II, 0.2 gpd/ft2 for Group III, or 0.07
gpd/ft2 for Group IV, respectively. Soil Group is based on the most hydraulically limiting naturally
occurring soil horizon within 18 inches of the naturally occurring soil surface or 12 inches below the trench
bottom or point of application, whichever is deeper. An LTAR above 0.05 gpd/ft2 in Group IV soil must be
supported by a special site evaluation and hydraulic assessment, pursuant to Section IV of this Approval.

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G. For aerobic drip systems in existing fill [Rule .1957(b)(2)] receiving effluent treated to NSF-40, TS-I, or
TS-II, the LTAR shall not exceed 0.8 gpd/ft2 (NSF-40) and 1.0 gpd/ft2 (TS-I or II)
H. When any reductions are taken in horizontal setbacks pursuant to the use of an NSF-40, TS-I, or TS-II
system pursuant to Rule .1970 of this Approval, on sites where there is at least 18 inches of naturally
occurring soil to an UNSUITABLE soil horizon, rock, or soil wetness condition, any one of the following
LTAR allowances may apply:
1. The LTAR may be determined pursuant to Section IILB when the only horizontal reductions taken are
reduced setbacks to drainage devices.
2. When effluent is treated to NSF-40, or a more stringent standard, the LTAR in gallons per day per
square foot shall not exceed the lowest LTAR for the applicable soil group for Soil Groups I, II and III,
pursuant to Section IILB, and 0.10 gpd/ft2 for Soil Group IV.
3. When effluent is treated to TS-II or a more stringent standard, the LTAR in gallons per day per square
foot shall not exceed the mid -range LTAR for the applicable soil group for Soil Groups I, II and III,
pursuant to Section IILB, and 0.10 gpd/ft2 for Soil Group IV.
L For drip systems receiving effluent treated to TS-I, or a more stringent standard, on sites with less than 18
inches of naturally occurring soil to any UNSUITABLE soil horizon, rock, or soil wetness condition, the
LTAR shall not shall not exceed the lowest LTAR for the applicable soil group for Groups I, II and III,
pursuant to Section IILB, and 0.10 gpd/ft2 for Group IV, and a special evaluation must be provided
pursuant to Section IV of this Approval.
J. The following table shall be used in determining the LTAR for E-Z Drip Subsurface Wastewater Systems
installed in saprolite pursuant to Rule .1956(6). The LTAR shall be based on the most hydraulically
limiting, naturally occurring saprolite to a depth of 24 inches below the trench bottom or point of
application, whichever is deeper.
SMrolite Group
Texture
LTAR (area basis) (gpd/ft2)
NSF-40
TS-I & II
I.
Sand
0.5-0.4
0.6-0.4
Loamy sand
0.4-0.3
0.5-0.3
II
Sand loam
0.35-0.25
0.4-0.25
Loam
0.25-0.2
0.3-0.2
Silt loam
0.1-0.05
0.15-0.05
III.
Sandy clay loam
0.1-0.05
0.15-0.05
K. In calculating the minimum number of square feet for the drainfield, the daily design flow shall be divided
by the LTAR determined from the appropriate table above.
L. In calculating the minimum length of dripline to be used, the total square footage of drainfield as derived in
Section IILK shall be divided by two feet, unless additional linear footage is determined to be needed
pursuant in Subparagraph IILM of this approval or at the recommendation of the designer as soil and site
conditions allow.
M. The required total linear footage of dripline shall not be less than 0.5 x Q for Group I, 0.83 x Q for Group
II, 1.25 x Q for Group III, or 3.33 x Q for Group IV Soils (Q = daily design flow). This shall not affect the
total area required for the system based on Section IILK above.
N. Sections of tubing without emitters (blank tubing) required to meet site specific conditions shall not count
towards the minimum length of dripline needed when laying out the system or when calculating the linear
footage of dripline needed (see Section V.G).
IV. Special Site Evaluation

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A special site evaluation for an aerobic drip system shall be provided to the local health department on behalf of
the owner, containing information required by Rule .1970(p)(2), as applicable, including a hydraulic
assessment, to justify use at the proposed LTAR and system layout when any of the following conditions are
applicable:
A. Group IV soils are encountered within 18 inches of the naturally occurring soil surface or within 12 inches
of the trench bottom or point of application, whichever is deeper, and the LTAR, pursuant to Section IILB,
is proposed to exceed 0.10 gpd/ft2 for NSF-40, 0.12 gpd/ft2 for TS-I effluent, and 0.15 gpd/ft2 for effluent
treated to TS-II or a more stringent standard.
B. The dripline is to be installed within the naturally occurring soil, and there is less than 18 inches of
naturally occurring soil to an UNSUITABLE soil horizon, soil wetness condition, or rock.
C. An existing or proposed groundwater lowering system is used to meet soil depth and vertical separation
requirements to a soil wetness condition and
1. There are Group III or IV soils present within 36 inches of the naturally occurring soil surface,
2. There are Group III soils present at any depth above the invert elevation of the highest point of the
drainage system, or
3. When the local health department or regional soil scientist requires such an evaluation to determine the
projected effectiveness of the groundwater lowering system.
The evaluation shall include site -specific determination of saturated hydraulic conductivities and other
critical site factors, and the proper application of appropriate drainage models and assessment tools.
D. To verify a proposed LTAR that exceeds the LTAR assigned by the EHS/LHD, pursuant to Section IILB or
Section IILJ of this Approval.
E. Aerobic drip meeting NSF-40 standards is proposed, and the LTAR is proposed to exceed 0.8 gpd/ft2 for
Group I, 0.5 gpd/ft2 for Group II, 0.25 gpd/ft2 for Group III or 0.1 gpd/ft2 for Group IV soils.
F. Aerobic drip meeting TS-I standards is proposed, and the LTAR is proposed to exceed 1.0 gpd/ft2 for
Group I, 0.6 gpd/ft2 for Group II, 0.3 gpd/ft2 for Group III or 0.12 gpd/ft2 for Group IV soils.
G. Aerobic drip meeting TS-II or a more stringent standard is proposed, and the LTAR is proposed to exceed
1.2 gpd/ft2 for Group I, 0.7 gpd/ft2 for Group II, 0.4 gpd/ft2 for Group III or 0.15 gpd/ft2 for Group IV soils.
H. Aerobic drip meeting TS-I or a more stringent standard is proposed in new fill, and
1. A groundwater lowering drainage system (existing or proposed) is also used to meet soil depth and
vertical separation requirements to a soil wetness condition; or
2. Group IV soils are encountered within 18 inches of the naturally occurring soil surface and the LTAR
is proposed to exceed 0.05 gpd/ft2; or
3. There is less than 18 inches of naturally occurring soil to an UNSUITABLE soil horizon or rock.
I. When required in Rule .1970 unless otherwise specified in this Approval.
J. The daily design flow for the design unit exceeds 1,500 gpd.
K. When any of the conditions listed below are met, the hydraulic assessment of the special site evaluation
shall include one or more of the following: a lateral flow, linear loading, groundwater mounding, or water
balance analysis.
1. The local health department or regional soil scientist determines that the combination of soil
conditions, site topography and landscape position, daily design flow, system layout and proposed
stormwater appurtenances creates the potential for hydraulic overloading of a site.
2. The daily design flow is greater than 720 gpd and there is less than 18 inches of naturally occurring

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soil to an UNSUITABLE soil horizon, soil wetness condition, or rock.
3. The dripline is to be installed within the naturally occurring soil and there is 15 inches or less of
naturally occurring soil to an UNSUITABLE soil horizon, soil wetness condition, or rock.
4. There is less than 18 inches of naturally occurring soil to an UNSUITABLE soil horizon, soil wetness
condition, or rock, and reductions in horizontal setbacks allowed in Rule .1970 are taken with a drip
system receiving effluent meeting TS-II or a more stringent standard.
In conjunction with the information required to be included by Rule .1970(p)(2), the report is to communicate to the
designer site specific details of the delineated area and include a preliminary system layout and design that complies
with the requirements of this approval. The report shall identify, comment on, and offer recommendations to
address, as necessary, site specific conditions such as soil quality, slope, landscape position, stoniness, vegetation,
surface drainage, site preparation, depth of installation, etc. that may, in the judgment of the evaluator, effect the
design and /or field installation.
V. Design Criteria
A. Pretreatment
The drip system drainfield shall be preceded by a pretreatment process designed to meet at least NSF-40 or
a more stringent standard, pursuant to Rule .1970. This level of pretreatment may be achieved by an
approved RWTS, approved Advanced Wastewater Pretreatment Systems, or project -specific approved
equal.
B. Dosing tank
1. The dosing system shall meet the design and construction criteria of Rules .1952-.1954.
2. The dosing tank shall be a separate approved pump tank with a minimum liquid capacity not less than
the total liquid capacity of the septic tank that would be required for this system in accordance with
Rule .1952, unless approved pursuant to Section V.B.3.
3. If the dosing tank is not separate it must be designed by an engineer or be an integral part of an
approved advanced pretreatment system. The system designer must verify the following.
a. The pretreatment system approval specifically includes the proposed integral dosing tank, where
applicable.
b. The drip dosing pump can be easily installed, repaired and maintained in the pretreatment system
effluent dosing compartment.
c. The level control float and alarm requirements of this Subparagraph V.B and the pump
requirements of Subparagraph V.0 of this approval are met.
d. All applicable pump submergence, dosing volume, flow equalization and emergency storage
capacity requirements of the system are met, without interfering with the performance of the
advanced pretreatment system.
e. Normal operating levels will not result in effluent backing up into a part of any pretreatment
component designed for free gravity flow drainage, including any media filter.
f. Additional flow equalization capacity in the dosing tank is not required if flow equalization is
provided as part of the treatment system prior to the dosing tank.
g. Emergency storage capacity requirements may be reduced to 8 hours when a telemetry system is
provided, whereby the Operator in Responsible Charge (ORC) shall be automatically contacted of
alarm conditions (high water or power outage). The telemetry system and alarm shall include
automatically rechargeable battery backup power supply.
4. Level control floats in the dosing tank shall be adjustable and replaceable from the ground surface
without requiring entrance into the tank.
5. The Rule requirement for a separate high water alarm that is audible and visible by system users shall
be met, in conjunction with any required self monitoring features of the E-Z Drip Subsurface
Wastewater System.
C. Pumps:

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Unit shall include effluent rated high head submersible pump(s), or effluent rated suction lift self -priming
centrifugal pump(s), in accordance with Rule .1952(c)(2), as specified by E-Z Treat Company. For a
suction lift pump, the intake pipe shall contain a screen and foot valve as specified by E-Z Treat Company.
Pump, controls, intake pipe and screen, as applicable, shall be easily accessible by the system operator for
routine operation, maintenance, monitoring and servicing.
D. Filters
1. Self-cleaning filter(s) capable of screening particles larger than or equal to 130 microns shall be used.
Self-cleaning process shall be automatic. Geoflow Filters, or Geoflow approved equal, shall be used.
2. Filter flushing residuals shall be pumped into the upstream end of the pretreatment system, with
provisions made to minimize disturbance of any solids in the septic tank or settling chamber (where
applicable).
3. The number and size of filter(s) shall be at least adequate to operate at a flow rate, during both
irrigation and flushing conditions, within the filter manufacturer's specified acceptable operating
range.
E. Headworks
The headworks assembly typically includes the filters and associated filter backwash valves, field flush
valve, and flow meter, and may also include zone dosing, isolation valves. Headworks components shall be
in a separate single or multiple enclosures that are freeze protected, UV and corrosion resistant and easily
accessible for routine operation, maintenance, monitoring and servicing. Design shall facilitate reasonable
access to all internal components.
F. E-Z Drip processing and control unit
1. Controls shall:
a. Provide for delivery of designer specified preprogrammed volumes of effluent to each field zone
(adjustable and variable between zones) at designer specified time intervals (24 hour flow
equalization);
b. Provide for automatic flushing of integral unit filters (filter flushing), initiated by a timer
(adjustable duration);
c. Provide for automatic flushing (at least weekly) of the drip laterals (field flushing) with filtered
effluent for designer specified duration; and
d. Monitor pump cycles and run times (for each pump and field zone when multiple zones) and flow
(with totalizing flow meter, or equal).
2. A telemetry system shall be provided for systems with a daily design flow greater than 600 gpd. The
ORC shall be immediately notified of alarm conditions (high water and power outage). A telemetry
system will also be necessary when the dosing system serves as the discharge from an advanced
pretreatment system and telemetry is required in the pretreatment system approval.
3. For systems with a daily design flow greater than 3,000 gpd, controls shall also monitor flow volume
to each zone and provide a flow variance indication when flow is + or - 20% of design. Telemetry
system and alarm shall include an automatically rechargeable battery backup power supply.
4. Any special equipment to monitor system performance shall either be provided with the system, or
determined to be in the possession of the manufacturer authorized ORC prior to system approval.
5. Controls and float levels shall be synchronized to assure the minimum dose is available prior to
initiating a dosing cycle to a zone or subfield.
6. Minimum dose volume per zone shall be set as needed so that at least 80 percent of each dose is
delivered when the minimum pressure in the field network pressure is at least 10 pounds per square
inch (psi). This shall be approximated by using five times the liquid capacity of the drip laterals plus
the liquid capacity of the supply and return manifold lines (only the portion which drain between
doses), unless a smaller volume is field determined to meet this performance criteria. For example, the
minimum dose time can be field determined as follows:
a. When zone is "dry", measure the time from pump start until the top of return pressure is greater
than 10 psi. This time shall be designated "Ti". Also measure the total gallons it takes to reach 10
psi. This "fill" volume is designated "Gi".

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b. Determine minimum additional dose time as (4xGI)/(irrigation flow rate)_ "Tf '.
c. Total adjusted minimum dose time can be reduced to "Ti" plus " Tf', and adjusted dose volume is
5x "Gi".
7. Minimum automatic field flushing volume per zone shall be two times the liquid capacity of the drip
laterals plus the liquid capacity of supply and return and manifold lines that drain between doses.
8. Either the drip system control panel or the pretreatment system control panel shall enable the daily, 7-
day and 30-day monitoring requirements of Rule .1970 to be met. The system designer must specify
whether the pretreatment system manufacturer or the E-Z Drip Subsurface Wastewater System control
panel shall record the flow monitoring requirements of Rule .1970.
9. A duplex pump dosing system shall be provided whenever the daily design flow exceeds 3,000 gpd or
when the total length of driplines exceeds 5,000 feet.
10. Floats and controls shall be set up as follows:
a. The off (`redundant off") float is set to provide at least the minimum level of effluent required to
keep the pump submerged based on recommendations by the pump manufacturer and E-Z Treat
Company. The purpose of the off float is to help ensure that the pump shuts off prior to the
system being pumped dry.
b. The timer enable ("on") float is set to initiate the pump cycle which will last until the preset "on"
cycle times out (set to deliver desired dose volume). The float shall be set sufficiently above the
redundant "off' level so that one dose volume to the largest drip dispersal zone is available, and
the effluent level in the tank remains above the deactivation (`off') float level at the end of each
pump cycle. The cycle "off' time begins to time out at the start of each dose event. The purpose
of the timer enable float is to deliver up to 60 percent of the daily design flow to the drainfield.
c. The peak enable float is set to initiate an accelerated (more frequent) pump cycle by reducing the
"off' time period. This float shall be set one-half the distance between the high water alarm float
and the timer enable float. The purpose of the peak enable float is to deliver up to 100 percent of
the daily design flow to the drainfield.
d. The high water alarm float is set to provide the minimum required emergency storage capacity for
the system, which shall be at least 24 hours or as otherwise approved pursuant to Rule
.1952(c)(1)(D) or per Section V.B.3.g above. The purpose of the high water alarm float is to
maximize storage capacity to help ensure that effluent does not exceed the pump tank/collection
system capacity and discharge to the surface or back up into the facility.
Alternative setups for floats and controls may be proposed by the system designer on a project specific
basis. Such alternative proposals must receive the concurrence of the E-Z Treat Company and the
local health department or the State.
11. Floats, pump and control circuits, and the control panel shall meet the requirements of Rule .1952(c).
Panel and control equipment shall include lightning protection, be protected from unauthorized access,
and remain accessible at all times to the ORC. The bottom of the panel shall be at least 36 inches
above the ground surface.
12. The drip system control panel shall be provided by the E-Z Treat Company, unless the conditions of
Subparagraph V.F.13 of this Approval are met. The same panel may include the capability to operate a
portion of an advanced pretreatment system, if this is proposed by the pretreatment system
manufacturer and meets all of their requirements. Documentation shall be provided to the State for
inclusion on the On -Site Water Protection Section's Homepage.
13. The drip system control panel may alternately be a combination panel supplied or manufactured by an
approved advanced pretreatment system manufacturer, and concurrently approved to serve some or all
of the control system requirements of the advanced pretreatment system. This option must first be
jointly proposed by the E-Z-Treat Company and the applicable pretreatment system manufacturer and
shall meet all of the control requirements of this Approval for this drip system and applicable control
requirements for the pretreatment system. Documentation of this shall be provided to the State for
inclusion on the On -Site Water Protection Section's Homepage.
G. E-Z Drip Subsurface Drip System Field Design (See Section VIII for designer responsibilities):
1. The field network shall utilize 16mm, 18mm, or 20mm nominal size WASTEFLOW PC polyethylene
dripline containing bactericide incorporated into the inner lining and Treflan® root intrusion inhibitor

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bound into the pressure -compensating emitters. Manufacturer guarantees roots shall be effectively
inhibited by this product for a minimum period of ten years.
2. Pressure compensating emitters shall be spaced uniformly along the dripline on a maximum of two
foot centers and designed to deliver 0.53 or 1.02 gallons per hour per emitter (+ or - 5%) at internal
tubing pressures of 7 to 60 pounds per square inch.
3. The field shall consist of multiple separately and automatically dosed and valved zones whenever
needed to meet irrigation and/or flushing requirements, and in adherence with manufacturer's
recommendations. Valve locations and dosing requirements shall be in adherence with manufacturer's
recommendations, consistent with the requirements of this approval.
4. The minimum zone size and linear feet of dripline in each zone shall adhere to the manufacturer's
recommendations. The linear feet of dripline may be increased utilizing reduced dripline spacing as
the site and this Innovative Approval allow, without requiring an increase in the total area requirement
as calculated in Section IILK. Also refer to subparagraphs pertaining to `Blanking," below for further
guidance on options and constraints associated with system size and layout in the field.
5. Driplines and drip runs shall be designed and installed level, following the naturally occurring ground
contour. A maximum variance of + or - 2 inches off dead level may be allowed within any drip run or
any contiguous section of dripline containing drip emitters between fittings.
6. Individual driplines and drip runs are designed and installed on contour and on at least 2 foot centers,
unless approved to be spaced uniformly on less than 2 foot centers as described in section V.G.4 above
to address site -specific situations or for short sections as needed to avoid field obstructions, without
reducing total area requirements.
a. In no case shall dripline spacing be less than 12 inches on center.
b. In order to keep on contour, driplines or portions of driplines may be installed on greater than 2
foot centers, requiring additional total application area.
c. Short sections installed on less than 2 foot centers as needed to avoid field obstructions shall
account for less than 5 percent of the total linear feet of dripline within any zone.
7. Solvent welded heavy duty non -perforated flexible PVC pipe shall be used to connect the supply and
return manifolds with the driplines, or to connect common driplines installed at varying depths or
locations (e.g.: in stepdowns or to connect looped drip runs). The connection lines shall be made to the
driplines by solvent welded Geoflow compression adapters or Geoflow lock -slip fittings, or approved
equal.
8. Connection lines shall be conveyed over compacted earthen dams constructed at least 2 inches higher
than the maximum elevation of each dripline served. These dams are to retain effluent in the driplines
at the end of each dose cycle. The loops between runs must be elevated so that they drain freely into
the run lines. Connection lines and loops shall be Schedule 40 PVC or solvent -welded, non -perforated
flexible PVC.
9 `Blanking" describes interior watertight sections of tubing without any drip emitters, which may be
installed where unfavorable site conditions are encountered along a drip lateral, such as rock, shell
fragments (> 35%), trees, large roots, large tree stumps as identified by the system designer, soil
scientist, installer or local health department.
10. Short sections of blanking tubing may also be used where minimum horizontal separation requirements
between adjacent driplines as specified in Section V. G.6 of this Approval cannot be met.
11. Sections of blank tubing shall not be included in meeting the minimum linear footage of dripline
requirement calculated for the zone containing the blanking section.
12. No more than 20 percent of the total drip lateral length in a zone shall be compromised of blanking
sections.
13. Blanking tubing shall be either
a. Blank Geoflow HDPE tubing of the same material, specifications and inside diameter as the
connecting dripline; or
b. Non -perforated flexible PVC.
14. Non -perforated flexible PVC shall be used whenever the blanking section passes through an area
having excessive abrasion hazards due to number or condition of rocks or an area where uniform
bedding cannot be effectively insured.
15. Blanking sections shall also meet the following conditions:

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a. Connection lines shall be made to the driplines (with emitters) by solvent welded Geoflow
compression adapters or Geoflow Lock -slip fittings, or E-Z Treat Company approved equal.
b. Blanking sections and connections shall be provided by the drip system manufacturer.
c. Blanking sections shall be installed in hand shaped trenches with a minimum of 2 inches of clean
acceptable soil, free of organic material, on all sides. The entire length of the blanking section
shall be protected from abrasion or damage from contact with rocks, roots, voids or other
obstructions.
d. All direction changes shall be gentle, sweeping bends which eliminate any danger of kinking,
pinching or collapse of the tubing.
e. Where possible, blanking sections shall be installed level and at the same elevation as the dripline.
Where the blanking tubing trench floor elevation must vary from the dripline elevation due to
specific obstructions, the blanking section shall go above in elevation around the obstruction,
rather than below, with a single, sweeping high point in a manner which will not retain water in
the blanking section.
f. The dripline at both ends of any given section of blanking shall be maintained at the same
elevation or the blanked section be constructed as a raised contour dam, preventing flow at pump
cut off from the upper portion to the lower portion.
g. A minimum of 6 inches of soil cover shall be maintained over blanking sections with care taken to
provide proper surface drainage without creating areas of concentrated runoff or ponding. Less
cover (a minimum of three inches is required) may be considered when utilizing flexible PVC if
necessary to allow the dripline to be installed at the specified depth.
h. When driplines must be installed closer than 12 inches apart, both shall be blanking sections and
those sections shall be backfilled with hand compacted clayey material.
i. At least a single blanking section is to be used whenever a drip lateral must be installed where the
horizontal separation between adjacent sections of dripline is less than the minimum spacing as set
forth in Section V. G.6, above. This portion of the blank section shall be backfilled with well
compacted, low permeability, clay.
j. Locations and lengths of blanking sections shall be noted on the as -built drawings for the project.
16. The hydraulic design shall be based on achieving the following conditions:
a. No more than a 10 percent variation in flow between any individual emitters anywhere within a
separately dosed zone, including any drain back.
b. When the slope exceeds 10 percent, check valves may be used in the supply and return manifolds,
or other acceptable means identified to minimize disproportionate amount of drainage into the
lowest area of the zone.
c. Maintenance of scour velocity of at least 1.2 feet per second in the supply line from the dosing
tank to the beginning of the drip field during normal dosing cycles.
d. Maintenance of flushing velocities of at least 1.2 feet per second in each supply manifold segment
during field flushing, and maximum flushing velocities less than 10 feet per second in each supply
and return manifold segment.
e. Minimum pressure in the dripline of 10 pounds per square inch during flushing flows and a
maximum of 60 pounds per square inch during normal dosing flows.
f. Maintenance of flushing velocities of at least one foot per second at the distal end of each dripline
during field flushing, with valving provided to enable flushing velocities of at least two feet per
second at the distal end of each dripline to be achieved with manual flushing.
17. The hydraulic design shall include documentation that minimum scour velocities and maximum
pressure restrictions will be maintained, including project -specific calculations, computer simulations
as necessary, or verification of adherence to pre -approved design criteria. Hydraulic calculations are to
take into account sections of top feed lateral feed/return lines and blanking, where applicable.
18. Field appurtenances include an air/vacuum release valve at the high point(s)/outlet of each zone; an
isolation valve and check valve at the high point/outlet of each zone (when there are more than one
zone); pressure sustaining valves where needed; solenoid valve with separate isolation valves on each
side at the inlet to each zone or in the headworks assembly (or by an appropriate alternate method
which enables all valves to be isolated and serviced without effluent discharge from supply/return
lines); cleanout at each end of the supply and return manifolds; a separate cleanout at the distal end of
the supply line to each zone; and pressure monitoring fittings at the field inlet and outlet points, and at

IW W 5-2007-1-R2
August 31, 2010
Page 13 of 18
the headworks for measuring deadhead and operating pressures.
19. The ORC must be able to access all solenoid valves, air vents, pressures monitoring points and
isolation valves at all times for inspection, testing and maintenance. Valves, pressure monitoring
fittings, vents and cleanouts shall be provided with protective vaults or boxes that are decay resistant,
ultraviolet rated, and that extend at least to finished grade. Routine maintenance and monitoring shall
be possible without effluent discharging from the network in preparation for or during these
procedures.
G. Return Line
This shall be directed into the upstream end of the pretreatment system, with provisions made to minimize
disturbance of any solids in the tank. For fields remotely located in relation to the pretreatment system, an
intermediate pump tank may be used to receive the field flush effluent prior to its direct conveyance back to
the pretreatment system, or a separate settling tank provided to receive the field flush effluent prior to its
conveyance back to the drip dosing tank. Access to the pump tank must be provided.
VI. Installation and Testing Procedures
A. A preconstruction conference shall be required prior to beginning any site modifications or construction of
the E-Z Drip Subsurface Wastewater system. The conference shall be attended by the E-Z Treat authorized
system designer, E-Z Treat authorized installer, and the local health department. The licensed soil scientist
and registered professional engineer shall also be present, as applicable.
B. It shall be the responsibility of the system designer to specify equipment to be used, and site -specific
procedures to be followed, including blanking provisions.
C. The septic tank(s), dosing tank(s), and any other pretreatment system tank(s) shall be demonstrated to be
watertight by vacuum test or 24 hour leakage test conducted at the installation site. Test shall be run after
tank installation with risers/and inlet/outlet pipes in place, but before the tanks are covered (backfilled). A
water level change of '/2 inch or more, within a 24-inch riser, over 24 hours, or visual observation of
leakage shall be cause for failure of a leakage test. Initial water level shall be to 1 inches above the
riser/adapter seam in the tanks.
D. The preservation of the original structure of the soil in the drainfield and repair areas is essential to
maintaining the absorptive capacity of the soil. No activity other than the construction of the system is
permitted within these areas before, during and after installation of the system.
E. Drainfield area shall be prepared in a manner that minimizes site disturbance.
1. No equipment shall cross the field areas during rainfall events, or when the soil moisture content of the
fields is above field capacity (`too wet to plow").
2. Only equipment light enough to not compact the soil shall be used to remove trees, roots, and rocks,
with hand incorporation of select fill material used to eliminate weak spots where roots or boulders
must be removed.
3. Fill material and final cover shall be in accordance with Rule .1957(b)(1)(F). In some instances, final
cover material may be approved to be added after dripline installation.
4. Field shall be prepared as needed to enable the final cover to be established and maintained prior to
dripline installation.
5. The selection, transportation, and incorporation procedures of fill or cover must be carefully reviewed
and concurred with by the system designer, soil evaluator, and local health department prior to and
during installation.
F. Drip laterals shall be staked out by use of an engineer's or laser level and taped prior to permitting. At least
every fourth drip run or parallel adjacent dripline shall be field staked. However, staking shall be more
frequent if needed, as determined by the system designer or local health department, to assure conformation
with natural contours and design requirements for sizing, location and separations. Maximum dripline

IW W 5-2007-1-R2
August 31, 2010
Page 14 of 18
depth shall be in accordance with permit conditions.
G. Dripline shall be installed in accordance with the designer's and manufacturer's recommendations for each
site. A vibratory plow, static plow, trencher, or rock saw is most typically used, or the system is installed
by hand. Soil moisture must be dry enough so that soil compaction or smearing will not occur. The system
shall not be constructed during periods of wet weather when the soil is sufficiently wet at the depth of
installation to exceed its plastic limit. The plastic limit is exceeded when the soil can be rolled between the
palms of the hands to produce a roll (wire) 1/8 inch in diameter (>1.5 inches in length) without breaking
and crumbling. Questions about site workability shall be reviewed with the system designer, soil evaluator,
and local health department prior to proceeding.
H. Leaf litter and debris shall be removed prior to the installation of dripline, where applicable. When a
trencher is used or trenches are hand dug, the trench bottoms shall be hand cleaned of roots, debris and
litter, and the dripline shall be secured to the center of the trench bottom prior to backfilling.
L Minimum soil cover over dripline shall be 6 inches to finished grade. Cover material shall be free of rocks,
debris, construction and demolition (C+D) waste, hazardous or contaminated waste, or material with
concentrations or layers containing more than 35 percent by volume of shell fragments or more than 10
percent by volume of fibrous organics.
J. Minimum depth of valves in protective vaults or boxes shall be at least 12-18 inches below finished grade
(as needed to be below normal frost depth).
K. Air vents shall be installed in a valve box so that the entire vent is below finished grade. The outlet of the
vent must be above the installation depth of the dripline.
L. Extreme care must be taken during and after system installation to assure no extraneous debris enters the
tankage, supply lines, and dripline network. Supply lines and manifolds shall be flushed out prior to
system startup.
M. Designer's and manufacturer's recommendations shall be followed for system startup. All leaks in pipe
network or from emitters exhibiting excessive emission rates, as evidenced by wet spots during dosing
cycles comparable to normal operating conditions, shall be repaired.
N. Dosing and flushing flow rates must be measured. Dosing pressure must be measured at the lowest point in
the supply manifold to verify need for a pressure sustaining valve and its effectiveness, if valve is present.
Flushing pressures at the ends of each zone supply and return manifold shall be measured and determined
to be in accordance with design criteria.
O. Fields shall be finished graded to shed surface water and in a manner which facilitates system inspection,
operation, maintenance, and repair as well as turf management with standard mowing equipment (if
applicable). Provisions shall be made to establish and maintain a vegetative cover (e.g., grass) to prevent
erosion and allow mowing with standard equipment and to allow for effective system inspection.
P. Other methods of site stabilization may be proposed, such as in woodland sites. Equivalent provisions for
finished grading to shed surface water and as needed to facilitate inspection, operation, maintenance, and
repair apply. Establishment of a permanent vegetative cover on a wooded site is not necessary if the site is
otherwise effectively stabilized from erosion after construction until a protective litter cover is naturally
reestablished. Site -specific procedures should be reviewed by the system designer, soil evaluator and local
health department. To facilitate inspection and maintenance, new woody vegetation must be prevented
from becoming established over driplines and appurtenances.
Q. All mechanical components, pumps, pump cycling, filters, valves, vents, flushing, high water alarm and
telemetry systems, as applicable, must be demonstrated to be fully operable in accordance with their
design.

IW W 5-2007-1-R2
August 31, 2010
Page 15 of 18
VII. Operation, Maintenance and Monitoring Requirements
A. System management entity, inspection/maintenance and reporting frequency requirements shall be
comparable to at least Type V(a) systems in Rule .1961(b), Table V(b), except that the maximum
inspection interval for systems up to 1,500 gpd shall be quarterly for the first year of operation.
Inspections shall be more frequently as required for advanced pretreatment units, where applicable.
B. During the first operational inspection after system start-up, an E-Z Treat Company representative will
meet with the ORC and the property owner to explain the system and answer any questions.
C. In the event any system is found to be out of compliance, E-Z Treat Company will assist in the
development of an action plan to bring the system back into compliance.
D. The maximum inspection/maintenance/inspection frequency shall revert to quarterly for a period of one
year after a system found to be out of compliance is repaired.
E. The ORC shall provide monitoring reports to the health department which include a log of all malfunction
incidences/notifications, maintenance activities and wastewater volume delivered to each zone between
each required monitoring period.
F. Minimum activities during each required inspection shall include visual observation of the dripfield(s),
checking/cleaning filter(s), measured dosing flow rate to each zone, and recording of flow meter reading,
pump run times and cycle counts.
G. Flushing flow rates and pressure head measurements during flushing at the inlet and outlet of each field
zone shall be taken at least once per year.
H. The ORC shall report inspection findings and measurements on the report form and spread sheet provided
by E-Z Treat Company and appended to this Innovative Approval.
L For systems with a daily design flow of greater than 600 gpd, the ORC shall be telemetrically notified of
high water and power outage. For systems with a daily design flow of greater than 3,000 gpd, the ORC
shall also be telemetrically notified of flow variance (+ or — 20%) and catastrophic failure (+ or — 50%)
conditions.
J. The ORC shall also conduct other additional observations, measurements, monitoring, and maintenance
activities as specified in the Operation Permit and as recommended by E-Z Treat Company and as required
for any applicable advanced pretreatment system that may also be present.
VIII. Responsibilities and Permitting Procedures
A. Prior to the installation of an E-Z Drip Subsurface Wastewater System at a site, or modification to a site
for an E-Z Drip Subsurface Wastewater system, the owner or owner's legal representative shall notify the
local health department of their proposed use of such a system. The local health department shall issue an
Improvement Permit or Authorization to Construct or amend a previously issued Improvement Permit or
Authorization to Construct allowing for the use of the proposed Innovative System upon a finding that all
provisions of this approval and all other applicable rules shall be met.
B. Use of the proposed Innovative System and any conditions shall be described in the Improvement Permit
and Authorization to Construct or amended Improvement Permit and Authorization to Construct, as well as
described on the Operation Permit to be issued upon the acceptable completion of the system installation.

IW W 5-2007-1-R2
August 31, 2010
Page 16 of 18
C. All systems shall be designed by a professional engineer or by individuals authorized in writing by the
manufacturer. The system shall be designed by a professional engineer when:
1. Pretreatment components have not received prior State approval, or the pretreatment system approval
requires the system to be designed by a professional engineer,
2. The system daily design flow exceeds 600 gpd,
3. Drip lateral lengths in a single field zone vary by more than 25 percent,
4. Duplex pumps are required in accordance with Section V.F.9, above, or
5. The complexity of the site or system dictates non-standard design as determined by the local health
department or the manufacturer.
D. When required, plans and specifications shall be prepared, reviewed and approved in accordance with
Rules .1938(e) and (f). Systems designed by an authorized designer shall include a review letter from the
manufacturer along with a submittal checklist signed by the manufacturer for each system.
E. The system shall be installed by a NCOWCICB certified Level IV Installer that is authorized in writing by
the manufacturer to install the system. The installer shall coordinate the installation with the system
designer and manufacturer's field representative.
F. Prior to issuance of an operation permit a contract for operation and maintenance shall be executed between
the system owner and an ORC as required in accordance with Rule .1961(b). The ORC shall have been
trained and certified in writing by E-Z Treat Company to operate and maintain E-Z Drip Subsurface
Wastewater dispersal systems. E-Z Treat Company shall provide as needed classroom and field training
for licensed operators.
G. A condition of the operation permit shall be that a contract for operation and maintenance with an E-Z
Treat Company certified ORC shall remain in effect for as long as the system is to remain in use.
H. A professional engineer or E-Z Treat Company authorized designer, as applicable, must certify in writing
that the system was installed in accordance with the approved plans and specifications prior to Operation
Permit issuance. The manufacturer or the manufacturer's authorized field representative and authorized
designer shall provide written confirmation of their acceptance of the system installation prior to operation
permit issuance.
I. For sites required to be evaluated by a Licensed Soil Scientist or Professional Geologist, the local health
department shall specify as a condition on the Improvement Permit and Authorization to Construct that a
Licensed Soil Scientist or Professional Geologist oversee critical phases of the ground absorption system
installation and certify in writing that the installation was in accordance with their specified site/installation
requirements prior to the Operation Permit issuance.
J. E-Z Treat Company, Inc. shall provide lists of manufacturer's authorized designers, installers and operators
to the State and applicable local health departments. The Manufacturer shall also provide notice of all
scheduled manufacturer authorized training programs for individuals seeking authorization, or on -going
training.
IX. Repair of System
The provisions of 15A NCAC 18A .1961(c) shall govern the use of the E-Z Drip Subsurface Wastewater
System for repairs to existing malfunctioning wastewater systems.
Approved by: Date:

I W W 5-2007-1-R2
August 31, 2010
Page 17 of 18
Appendix A
In the Tables "SWC" means "Soil Wetness Condition" and "USC" means an "UNSUITABLE Soil Condition,"
other than a SWC and "NOSS" means "naturally occurring soil surface"
Table A-1 — Siting criteria for aerobic drip systems where dripline is installed below the elevation of the naturally
occurring soil surface (NOSS).
Criteria or requirement
Treated to NSF-40 or
Treated to TS-I or more
Treated to TS-II or
more stringent
stringent
more stringent
Minimum useable soil
depth below NOSS to USC
18 inches
15 inches
13 inches
or SWC
Minimum vertical
separation between the
12 inches
9 inches
6 inches
trench bottom or point of
(12 inches to rock or
(12 inches to rock or
application, whichever is
tidal water)
tidal water)
deeper, and USC or SWC
Allowance to meet 6 inches
Addition of up to 6 inches suitable Group II or III soil material, after settling
cover requirement
Special site evaluation not
18 inches or more of useable soil
required, unless
specifically required below
Special site evaluation
Group IV within 18
Group IV within 18
Group IV within 18
required (Section IV)
inches of NOSS and
inches of NOSS and
inches of NOSS and
LTAR >.10
LTAR >0.12
LTAR > 0.15
Proposed LTAR exceeds LTAR assigned by EHS/LHD per Section IILB
Groundwater lowering system used and any
Group III soil above invert elevation of drain or
any Group III or IV soil within 36 inches of
NOSS
Groundwater lowering system used and LHD or RSS determines evaluation
needed
Dail design flow exceeds 1,500 gpd
Less than 18 inches from NOSS to
USC or SWC
LTAR:
LTAR:
LTAR:
>0.8 (Group I)
> 1.0 (Group I)
> 1.2 (Group I)
>0.5 (Group II)
>0.6 (Group II)
>0.7 (Group II)
>0.25 (Group III);
>0.3 (Group III)
>0.4 (Group III)
>0.10 (Group IV)
>0.12 (Group IV)
>0.15 (Group IV)

IW W 5-2007-1-R2
August 31, 2010
Page 18 of 18
Table A-2 — Siting criteria for aerobic drip systems on new fill sites, when all or part of the dripline is to be installed
in approved fill material.
Criteria or requirement
Treated to NSF-40 or
Treated to TS-I or
Treated to TS-II or
more stringent
more stringent
more stringent
Minimum useable soil
18 inches to USC
12 inches to USC
depth below NOSS to USC
12 inches to SWC
12 inches to SWC
or SWC
Minimum vertical
18 inches to USC
12 inches to USC
separation between the
12 inches to SWC
9 inches to SWC
trench bottom or point of
application, whichever is
deeper, and USC or SWC
Special site evaluation not
18 inches or more of useable soil
required, unless
specifically required below
Special site evaluation
<18 inches to USC
Group IV soil within 18 inches of NOSS and
required (Section IV)
L TAR >0.05
Groundwater lowering system is used with fill
Daily design flow exceeds 1,500 gpd
Table A-3 — Siting criteria for aerobic drip systems on existing fill sites, when all or part of the dripline is to be
installed in approved fill material
Criteria or requirement
Treated to NSF-40 or
higher
Treated to TS-I or
higher
Treated to TS-II or
higher
Minimum depth Group I
fill/soil below existing fill
24 inches
surface to
USC or SWC
Minimum vertical
separation between the
18 inches
12 inches
trench bottom or point of
application, whichever is
deeper, and USC or SWC

E 1111111111'111EAT
Re -Circulating Synthetic Filter
E-Z Treat is a
modular system with proven
performance in residential and commercial
applications. E-Z Treat is prepackaged in a
"pod" featuring synthetic media encapsulated in
a flexible mesh container. E-Z Treat protects
sensitive watersheds through removal of
nitrogen and other constituents.

Applications
Residential
Commercial or community
Intermittent or seasonal use
Space constrained sites
Harsh climates
Nitrogen sensitive areas
Water Reuse
Models bearing the NSF mark
are certified Class I
to one or more of the following standards:
NSF/ANSI 40
NSF/ANSI 245
NSF/ANSI 350
E� .TREAT
Re -Circulating Synthetic Filter
Why Choose E-Z Treat?
o Produces water reuse quality effluent
o Certifed to NSF/ANSI Standards 40, 245, and 350
o Proven results for over 15 years through third party feld testing
o Spray nozzles maximize oxygen contact through small water droplet size
o Simple to use and suitable for wide range of applications
o Prepackaged, lightweight pod for easy installation
o Synthetic media:
- Resists biological clogging
- Provides large, open surface area
- Allows free air flow
- Requires no media cleaning
Call: 703.753.4770 or visit: eztreat.net
©2017 E-Z Treat

Pre -assembled Pod
Flexible configurations
Multiple sizes available
Lightweight pods
Non -clog media
High level denitrification
Optimized for water reuse
E-Z�� T
Re -Circulating Synthetic Filter
1. Collection
Sewage flows from the home
or facility into a watertight
primary tank or chamber.
The solids settle and the
liquid effluent flows by gravity
through an effluent filter to
the system.
2. Treatment
The E-Z Treat Re -circulating
Synthetic Filter provides
passive biochemical treatment
through an active biof lm matrix. The styrene media is very uniform and provides
ample surface area for biological growth. The styrene media contains many
voids to accommodate optimum air and liquid flow. The spray nozzles create
very small water droplet size (mist), thereby maximizing oxygen contact.
3. Dispersal
The re -circulation chamber contains a float ball by-pass valve and re -circulation
pump. The by-pass valve connects to the 4" return line from the E-Z Treat pod.
The by-pass valve allows the effluent to be constantly re -circulated through
the styrene media. Treated effluent exits the by-pass valve and flows into a
gravity drainfeld or into a pump
chamber for dosing LPP, drip
irrigation, or other pressurized NSF Testing Performance Summary
drainfelds. Effluent is suitable Parameters Effluent, Avg.
for reuse. UV disinfection may
be required. BOD5 2 mg/I
TSS 2 mg/I
DO 3.3 mg/I
Turbidity 2 NTU
E. coli * 2 MPN/100ml
PH 6.8 —7.5
Total Nitrogen Reduction 64%
*with optional UV disinfection
Call: 703.753.4770 or visit: eztreat.net
©2017 E-Z Treat

Standard Model Package:
Item Description
1 STEP-2&Re-circulation Pump, 112 HP
2 Float By -Pass Valve
3 Control Panel
4 Styrene Media
*Septic tank effluent filter is supplied by others
� Please Note: pump is changed to
Franklin Electric E-Series or
approved equal, consult E-Z
Treat for operating conditions.
❑3 4❑O's.
r ®�
del 1200
73.00
3/ LL VALVE
PRESSURE
GAUGE
Y BALL VALVE 31,00 g
n
P
g 31.
M
15.50 15.50
91.50 SPRAY Hd2AE
Models bearing the NSF mark
are certified Class I
E to one or more of the following standards:
NSF/ANSI 40
;;_ NSF/ANSI 245
NSF/ANSI 350

E�Z,--,--.TREAT
Re -Circulating Synthetic Filter
Installation
or
Inspection Checklist
NSF
Models bearing the NSF mark are certified Class I
to one or more of the following standards:
NSF/ANSI40
NSF/ANSI 245
NSF/ANSI 350
©2017 E-Z Treat 2-2017

Pre -construction Meeting
❑
Pre -construction meeting held?
Personnel present at pre -construction meeting (check all that apply):
❑ Owner
❑ Builder
❑ Engineer or Designer
❑ Regulator
❑ Installer
❑ Service Provider
Septic Tank
❑
Septic tank sized per code or certification criteria?
❑
Is septic tank installed per manufacturer's requirements?
N
❑
Does septic tank, riser(s), and access cover(s) meet applicable structural standards?
r+
0)
❑
1/16" commercial effluent filter/screen installed on outlet?
❑
Is effluent filter/screen able to be removed for cleaning?
fu
r+
❑
Is septic tank accessible?
0�
❑
Are septic tank, risers, and access covers watertight?
n
0
Re -circulation Tank
I
❑
Re -circulation tank sized per code or certification criteria?
N
❑
Is re -circulation tank installed per manufacturer's requirements?
(p
❑
Does re -circulation tank, riser(s), and access cover(s) meet applicable structural standards?
(i
r+
❑
Is re -circulation tank accessible?
0•
❑
Are re -circulation tank, risers, and access covers watertight?
❑
All piping from septic tank to re -circulation tank installed per code?
n
❑
Is the by-pass valve installed in the re -circulation tank properly?
S
(D
❑
Is the by-pass valve inlet connection from E-Z Treat pod installed properly?
f�
❑
Is the by-pass valve outlet connection to gravity drainfield or to drainfield pump tank/basin
_X,
installed properly?
(A
e'+
Pump
❑ Is pump installed per manufacturer's requirements and code?
❑ Is pump accessible and removable?
❑ Is quick disconnect method (union, camlock, or pitless adapter) installed? (Don't install a check valve!)
❑ �s 1f8 �e � s m� �� rye-i 108 Peir+rP sePP�9"p;p-7­
❑ Is pump installed, connected, and tested?
(type, gauge and length of wire, connected using water -proof connectors and the conduit sealed -off)
Call: 703.753.4770 or visit: eztreat.net ©2017 E-Z Treat

Force Main
❑ Is force main been installed with pressure rated fittings/pipe and per code?
❑ Are PVC fittings and pipe cleaned, primed, and glued properly?
❑ Is the force main sized according to manufacturer's recommendations?
❑ Is force main watertight?
❑ Is the force main installed to allow for drain -back to prevent freezing of piping, if applicable?
E-7 Treat Pod
h �n/ ni n urn
❑ Stone pad size large enough for pod to set on
❑ Stone pad depth sufficient and leveled for pod to drain towards 4" outlet?
❑ Is pod leveled and sloped 1" toward the bottom outlet drain?
❑ Is 4" return line to by-pass valve installed and per code?
❑ Are PVC fittings and pipe cleaned, primed, and glued properly?
N ❑ Is the return line sized according to manufacturer's recommendations?
r ❑ Is return line watertight?
❑ Pod lid secured and cleaned off?
1W
r+
p� Soil Grading Around Pad
n ❑ Is area covered with suitable topsoil (free from large stones or sharp objects) around the pod?
❑ Is suitable topsoil packed around pod?
❑ Is suitable topsoil been lightly compacted around lid of pod to prevent settling?
(A ❑ Is the area been seeded and straw placed on top of topsoil for stabilization?
fD
n COlrlucn ranC, and EIM;LFIGaI
r+
O� Check all that apply:
n
0 Type of timer: ❑ Analog ❑ Digital
S Elapsed Time Meter: ❑ Yes ❑ No
nCycle Counter: ❑ Yes ❑ No
Panel heater: ❑ Yes ❑ No
(A
e'+
❑ Is control panel installed per manufacturer's requirements and code?
❑ Is a NEMA 4X junction box used for all float and pump connections?
❑ Are floats installed, connected, and tested?
(type, gauge and length of wire, connected using water -proof connectors, and the conduit sealed -off)
❑ Is power connected per code?
(type, gauge and length of wire, and the conduit sealed -off)
❑ Is conduit used between control panel and re -circulation tank?
❑ Is the re -circulation pump timer set based on the manufacturer's criteria?
Call: 703.753.4770 or visit: eztreat.net ©2017 E-Z Treat

E� TREAT
Re -Circulating Synthetic Filter
Design Guide
and
Installation Manual
NSF
Models bearing the NSF mark are certified Class I
to one or more of the following standards:
NSF/ANSI40
NSF/ANSI 245
NSF/ANSI 350
©2017 E-Z Treat 2-2017

TABLE OF CONTENTS
1.0 Treatment Process Overview 1
2.0 Design
1
2.1
Re -circulation Tank Sizing 1
2.2
Filter Performance 2
2.3
Operating Costs 2
2.4
E-Z Treat Loading Rates 2
2.5
System Overview 3
2.6
Spray Manifold System 7
2.7
Filter Media Mattress Material 7
2.8
Decentralized Design Options for Commercial,
Community, or Large On -site Systems 8
3.0 Installation Instructions
12
3.1
Pre -construction Meeting
12
3.2
Off Loading Treatment System
12
3.3
Excavating and Installing the Pod
13
3.4
Piping the E-Z Treat Pod Supply and Return
13
3.5
Installing the By -Pass Valve
13
3.6
Installing the Re -circulation Pump
14
3.7
Setting Pump Control Floats
14
4.0 Start-up 15
Appendix 1: Model 600 Configurations 18
Appendix 2: Model 1200 Configurations 20
Appendix 3: Typical Commercial Configurations 22
Appendix 4: High Strength Waste Case Study 24

1.0 Treatment Process Overview
The E-Z Treat Re -circulating Synthetic Filter system operates as a fixed media, packed bed filter
system. In these treatment systems, larger solids contained in the applied effluent are
retained within the media by filtration, typically in the upper level of the filter media. A bacterial
film forms on the surface of media grains and provides for removal of soluble organic material
and small colloidal matter by absorption by the bacteria in the film. Decomposition of the
absorbed material occurs during rest periods in the filter, when there is no application of
effluent. The organic material becomes an energy source for the bacteria to maintain them-
selves and produce new cells. Over time, as the filter matures, the film layer forms through-
out the depth of the filter media and by-products of the biological process pass out of the fil-
ter. Re -circulation of the water leaving the filter back through the filter surface provides for
additional treatment by the bacteria in the media bed, as well as a mechanism for moving par-
tially decomposed organic materials, bacterial waste products and other debris from the fil-
ter. This keeps the pore spaces within the media from clogging. Treatment using recirculating
media filtration systems is generally an aerobic process and re -aeration of the media, which
occurs during the resting (non -dosing) periods, is essential for proper treatment.
Table 1 Recommended System & Re -circulation Chamber
Sizes for Residential Applications
2.0 Design I I , W. � , 0 9 ., Mr. P.M -4
..,
Many types of media are
")11�Model 600 Model
used in packed bed filters.
300
750
300
1 1
Washed, graded sand
400
750
400
1 1
was the most common.
500
900
500
1 1
Other granular media
600
900
600
1 1
used include crushed
700
1000
700
1 1
glass, garnet, anthracite,
800
1000
800
2 1
plastic, expanded clay,
900
1500
900
2 1
expanded shale, open -cell
1000
1500
1000
2 1
foam, extruded poly-
1100
1500
1100
2 1
styrene, and bottom ash
1200
2000
1200
2 1
from coal-fired power
1300
2000
1300
2 1
plants.
1400
2000
1400
2 1
Notes:
1. Tank sizing
are not exact and
may vary (+ or-10%)
based on availability of locally
Media characteristics
produced tanks.
can limit the number of
2. Forseasonal
or intermittent
use applications,
please contact us for design guidance.
doses possible. Media
re -aeration must occur
between doses. As the
effective size of the media decreases, the
time for drainage and re -aeration of the
media increases. The BOD5 loading should
decrease with decreasing effective size
of the sand.
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2.1
For single-family home systems, the re-
circulation tank is typically sized to be equal
to 0.75 to 1 times the design peak daily flow.
©2017 E-Z Treat

2.2 filter Performance
When treating domestic strength sewage
(300 mg/I BOD5 or less) up to the design flows
and loads, a properly maintained E-Z Treat
Re -circulating Synthetic Filter will typically
perform better than the 30-day average
requirements of NSF Standard 40 Class 1
(25 mg/I CBOD5 and 30 mg/I TSS).
Reductions in the CBOD5 and suspended
solids (TSS) influent concentrations will be
attained within a few weeks of commissioning
and should be consistently achieved over the
lifetime of the styrene media.
CBOD5 and suspended solids (TSS) treatment
performance in the styrene media is not
subject to significant variation with ambient
air temperature fluctuations.
2.3 operating Costs
Power costs for pumping at 3 to 4 kWh/day
are in the range of $9 to $12/month.
The E-Z Treat Re -circulating Synthetic Filter
system incorporates technology resulting
from years of independent research in
re -circulation sand bio-filtration. Our system
applies each area of this technology in a pre-
packaged system. This ensures consistent
field performance in reducing BOD, TSS and
Total Nitrogen. The system addresses media
size and composition, drainage and ventilation,
optimum dosing cycles per hour, depth of
filter media, pre-treatment of effluent,
pre -filtering of effluent to ensure particle size,
even distribution of effluent over the media,
and piping design that optimize treatment
within the system.
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Table 2
NSF Testing Performance Summary
BOD5
2 mg/I
TSS
2 mg/I
DO
3.3 mg/I
Turbidity
2 NTU
E. coli
2 MPN/100ml
pH
6.8 — 7.5
Total Nitrogen Reduction
64%
*with optional UV disinfection
2.4 E-Z Treat Loading Rates
In accordance with the EPA Design Guidelines
and field testing of the E-Z Treat Re -circulating
Synthetic Filter Model 600 can be continuously
loaded at 750 GPD and 2 lb BOD. Model 1200
can be continuously loaded at 1400 GPD and
4Ib BOD. EPA research and testing has
proven that system designs, such as the E-Z
Treat Re -circulating Synthetic Filter system,
will produce a high quality effluent at loading
rates in excess of 25 gal/ft2/day.
©2017 E-Z Treat

2.5 System Overview
Prior to entering the re -circulating pump tank
the effluent will be treated in an anaerobic
chamber fitted with an effluent filter; this
filter should remove any solids greater
than 1/16". The second chamber will be a
re -circulation chamber fitted with a float ball
by-pass valve and re -circulation pump. The
float ball by-pass valve connects, inside the
re -circulation tank, to the 4" return line from
■
41
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the pod. Thefloat by-passvalve maintains a
constant liquid volume in the re -circulation
tank. The float by-pass valve allows the
effluent to be constantly re -circulated through
the synthetic filter discharging only the daily
forward flow volume after it has passed
through the pod. In designs using an external
splitter box the float by-pass valve would be
eliminated from the re -circulation chamber.
Standard Model 600 Package:
1 I Model 600 Pod
2 I STEP-20 Re -circulation Pump, 1/2 HP
3
4
5
Float By -Pass Valve
Control Panel
Septic Tank Effluent Filter (supplied by others)
Please Note: pump is
changed to Franklin Electric E-
Series or approved equal,
consult E-Z Treat for operating
conditions.
©2017 E-Z Treat

STEP-20 Re -circulation Pump Please Note: pump is changed
to Franklin or approved equal,
consult E-Z Treat for operating
conditions.
Table 3 Pump Specifications
Shell
Stainless steel
Discharge
10, 20 and 30 GPM models: fiberglass -reinforced thermoplastic; 50 GPM models: stainless steel
Discharge Bearing
Nylatron®
Impellers
Delrin®
Diffusers
Polycarbonate
Suction Caps
Polycarbonate with stainless steel wear ring
Thrust Pads
Proprietary specification
Shaft and Coupling
Stainless steel 300 grade
Intake
Fiberglass -reinforced thermoplastic
Intake Screen
Polypropylene
Jacketed Cord
300 volt "SOOW" jacketed 10" leads (2-wire with ground); optional 20", 30", 50" and 100" lengths available
Delrin° is a registered trademark of E.I. Dupont de Nemours & Company
Nylatron° is a registered trademark of Polymer Corporation
S.T.E.P. Plus° is a registered trademark of Pentair Water
In order to provide the best products possible, specifications ar subject to change
Table 4 Pump Performance — 20 GPM
CO
0
300 r
250
200
100
50
Capacity Liters per Minute
25 50 75 100
0 10 20
Capacity Gallons per Minute
Call: 703.753.4770 or visit: eztreat.net
30
80
60
E
40 a
20
©2017 E-Z Treat

2.6 Spray Manifold Systei,6
To maximize the effectiveness of every
cubic inch of the media material, the
Model 600 employs a spray manifold
with 8 evenly spaced wide-angle spray
nozzles and Model 1200 employs
12 nozzles. The nozzles are plastic
construction with a free passage of
0.0625" in diameter; this large free
passage helps prevent nozzle clogging
while maintaining a consistent misting
spray. The manifold is assembled
with a pressure gauge and valves
allowing for flow rate adjustments.
2.7 Filter Media Mattress Material
MOD
ZMGE
I- Wt VALVE
III
Model1200 91.50 `SPRAYHOZU
The E-Z Treat Re -circulating Synthetic Filter
system employs a manufactured synthetic
media which is encapsulated in a mattress
like container. The mattress is fabricated from
a non -biodegradable; chemically resistant,
loose weave polypropylene material with a
weave pattern at 90 degree intersections
creating 0.078 square openings allowing
effluent and air to flow freely while containing
the media material.
This media is very uniform and provides ample
surface area for biological growth. The media
also has enough voids to accommodate good
air and liquid flow. These void spaces also
allow the passage of very small solids that
would clog many filters. The media is very
lightweight making it resistant to compaction
which can lead to poor air and liquid flows, a
problem that plagues many media filters.
The media consists of lightweight, non -
biodegradable plastic spheres.
Call: 703.753.4770 or visit: eztreat.net
6ALLVALVE
Polypropylene Mattress Material
Styrene Media
©2017 E-Z Treat

3.0 Installation Instructions
E-Z Treat Company or its representative will conduct on -site training with each installer before
they are certified to install E-Z Treat systems. The training will include instruction on proper
site prep, locating pod, equipment handling, excavation, pod placement, piping, wiring and
start up of the E-Z Treat system. Annual classroom training will be a requirement for installers
to maintain their certification. As a condition of E-Z Treat certification, contractors must have
proper state and local licenses and appropriate insurance policies. E-Z Treat distributors will
only sell or authorize installations by E-Z Treat certified installers.
The E-Z Treatment pod will ship pre -assembled, requiring only field piping of the pod supply line
and discharge line, installing the re -circulation pump, 4" float by-pass valve and the re -circulation
control. When installing the E-Z Treat system the order of components installation is not
critical and each segment can be installed independently.
3.1 Pre -construction Meeting
A pre -construction meeting is recommended
before any construction commences. This
meeting is an opportunity for the owner,
builder, engineer/designer, local regulatory
agencies, service provider and installer to
clarify property lines, building location, system
location, power sources, drainage areas, final
site grading and answer general questions.
Call: 703.753.4770 or visit: eztreat.net
3.2 Off Loading Treatment System
The E-Z Treat Re -circulation Synthetic Filter
pod is injection molded polyethylene weighing
about 300 pounds. Because of the relative light
weight and toughness of the material, special
handling is not required. Two people can easily
unload the pod. If machinery is used to off load
the pod or transport it to the excavated hole;
nylon straps, chains or cables used to lift the
pod should be in good condition and rated for
at least 1000 pounds. The re -circulation pump
and control will be shipped in factory sealed
cardboard box, these items are not fragile but
should be handled with reasonable care not
dropped or thrown.
©2017 E-Z Treat

3.3 Excavating and Installing the Pod
The first consideration when installing the
E-Z Treat pod is to assure the pod is not
located in a drainage area and the pod is
located above the seasonal high water table,
this will protect the pod from floating and
prevent surface water infiltration.
Excavate a hole approximately
6'W x 9'L x 4'H.
Place 3/4" to 1" stone or equal to a height of
4" in the bottom of the excavation forming
a level base for the pod to set, this will
prevent settling of the pod and allow for
leveling of the pod.
Backfill the pod with clean fill soil, free of
rocks and foreign material. Do not compact
the fill, allow the soil to settle naturally.
Once the pod is placed in the excavation
adjust the pod to slope 1" toward the 4"
PVC outlet this assure proper drainage.
3.4 Piping the E-Z Treat Pod Supply
and Return
Once the pod is placed and leveled,
connect 4" PVC pipe between the outlet
of the pod and the by-pass valve located
in the re -circulation tank.
Attach 1" PVC supply line between the 1"
inlet on the pod and the re -circulation pump.
3.5 Installing the By -Pass Valve
The by-pass valve is located in the re -circu-
lation tank and one side is connected to the
4" PVC drain line coming from the pod and
the other side is connected to the 4" PVC
effluent discharge line or into the effluent
pump tank.
Call: 703.753.4770 or visit: eztreat.net
Model 600 Pod
Floz
4" Outlet
Weir
©2017 E-Z Treat 13

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3.6 Installing the Re -circulation Pump
Connect the 1" PVC pipe between the inlet of
the pod and the re -circulation pump.
Always provide a quick disconnect device for
removing the pump, this can be accomplished
with a union, camlock coupler or pitless
adapter.
DO NOT install a check valve in the pump
supply line this will prevent the supply line to
the pod spray manifold from draining and
may cause freezing.
., ., .,
�iv r r
the disehapgo emel of
the ump.
3.7 Setting Pump Control Floats (see page 6)
The control panel will come with three liquid
level floats:
1. Low Level Alarm Float protects the
pump from run dry damage by turning
off the pump and sound an audible
and visual alarm. Set float to activate
if the effluent level drops to 4" above
the pump intake.
2. Timer Enable Float activates the
pump run time and assures the pump
only runs when there is sufficient
effluent in the re -circulation tank. Set
float to activate when effluent level in
the recirculation tank is filled to 50%.
3. High Level Alarm Float will sound an
audible and visual alarm when the
effluent in the re -circulation tank is
too high. Set float to activate when
the effluent level in the in the re-
circulation tank is level with the top
of the by-pass valve.
Call: 703.753.4770 or visit: eztreat.net
Please Note: pump is changed to Franklin Electric E-
Series Electric E-Series or approved equal, consult E-
Z Treat for operating conditions. Additionally the
siphon hole is no longer implemented. Reference
construction drawings.
Float Settings
High _
Level
Float
60%
Liquid Level y_
Wide Angle
Float
Low Level
Alarm Float -
4" above pump inlet
©2017 E-Z Treat 14

4.0 Start-up
Septic Tank and Re -circulation Tank
The septic and re -circulation tank shall be
inspected prior to start up to:
Verify the lid and riser assemblies are
watertight. Check for any damaged, water
weeping marks, holes or cracks. The sys-
tem must remain watertight to perform
properly.
Inspect the outlet effluent filter installation
to insure it is installed in accordance with
the effluent filter manufacturer's specifi-
cations.
Inspect the liquid level in the recirculation
tank, the liquid should be sufficient to
activate the Timer Enable Float.
4. Inspect the location of the float controls.
They should be securely attached to the
float bracket, free to float without
obstructions and the location of the floats
should correspond with the float diagram
on page 10.
Power Supply
1. Verify the main power supply to the re-
circulation panel has properly sized
breakers, the proper voltage and is
installed in protection water tight conduit.
Check the voltage and motor amp draw. If
the readings are beyond the limits speci-
fied on the pump have an electrician check
the main service line feeding the system
control panel.
By -Pass Valve
1. Verify the main power supply to the re-
circulation panel has properly sized
breakers, the proper voltage and is
installed in protection water tight conduit.
Check the voltage and motor amp draw. If
the readings are beyond the limits specified
on the pump have an electrician check
the main service line feeding the system
control panel.
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Flush the Spray Manifold
1. At initial system start-up, remove the end
caps from the spray manifold. Operate the
re -circulation pump by turning the pump
control to the "HAND -ON" position. Let
the pump run for one minute then turn the
pump control to the "OFF" position repeat
this procedure three times to flush any
construction debris such as dirt or pipe
shavings from the spray manifold. Replace
the end caps hand tight —do not use
wrenches or pliers. Re -set the pump con-
trol selector switch to the "AUTO" position.
2. Using the ball valve located in the manifold
supply line adjust the manifold pressure to
20 to 25 PSI.
3.Observe the system as it re -circulates.
Visually verify all liquids flows freely
through the system.
Setting the Re -circulation Pump Control
1. Check the functions of the E-Z Treat
Re -circulating Synthetic Filter control panel.
Control: Main Control "ON/OFF" switch
Function: Turns power ON or OFF
Control: System Setting Switch
"MANUAL ON" and "AUTO ON"
Function: "MANUAL ON" overrides all float
switches and time clock switches. "AUTO ON"
allows for normal operations dictated by the
time clock and float switches.
Control: Timer
"MINUTES ON" and "MINUTES OFF"
Function: Controls run time of re -circulation
pump i.e. GPD re -circulated through media
Control: High and Low WaterAlarm "ALARM ON",
"ALARM AUTO" and "ALARM SILENCE"
Function: "ALARM ON" will manually turn on
the audio/visual alarms. "ALARM AUTO" is the
normal operational setting and "ALARM SILENCE"
turns off the alarms.
2. Check re -circulation pump. Place the system
in the manual mode by turning the re -circu-
lation pump switch to "ON': The re -circula-
tion pump should begin to supply effluent
to the spray nozzles in the treatment pod.
©2017 E-Z Treat

Control Panel/Pumps/Alarms
I. Place the system in the normal operating
mode by turning the re -circulation pump
switch to "AUTO". Verify the timer
ON/OFF set the ON/OFF time to match
Table 5 below.
2. Verify the accuracy of the system ON/OFF
Timer. To accomplish this use a stop
watch and verify the length of time the
re -circulation pump is OFF then verify the
time the re -circulation pump is ON. Those
times should match the ON/OFF Timer
settings in the control panel.
3. Confirm the operation of the visual and
audible "HIGH" and "LOW" water alarms.
The control has an alarm switch clearly
marked Alarm "ON", Alarm "AUTO" and
Alarm "SILENCE". Place the Alarm Switch
in the "ON" position, you will hear a loud
buzzer and see a red flashing light. Move
the switch to the Alarm" SILENCE"
position the red light and buzzer will go
dormant. Once the alarms have been
triggered return all settings to their
original position of Alarm "AUTO"
Table 5 Timer Settings
4. Verify the floats are operational by manually
raising and lowering the floats to simulate
the systems normal operation. Verify proper
operation of "High Level Float" by lifting
the float while the system timer is in the
"OFF" time mode, the re -circulation pump
should turn on over riding the "OFF" timer,
the Visual and Audible alarms should
activate. Return the float to its normal
position the re -circulation pump will turn
off. Reset the alarms and manually lower
the "Low Water Float" with timer in the
"ON" mode, the re -circulation pump will
turn off and the visual/audible alarms will
activate. Return the float to the normal
position and the re -circulation pump will
run. Reset the Alarms.
5. Verify all control breakers are in the "ON"
position and all control switches are in
the "AUTO" position before closing and
securing the system.
300
750
300
2.5
24
2.5
39
400
750
400
2.5
20
2.5
28
500
900
500
2.5
16
2.5
22
600
900
600
2.5
14
2.5
18
700
1000
700
2.5
21
2.5
15
800
1000
800
2.5
18
2.5
13
900
1500
900
2.5
15
2.5
11
1000
1500
1000
2.5
13
2.5
9
1100
1500
1100
2.5
12
2.5
8
1200
2000
1200
2.5
10
2.5
7.5
Note: Tank sizing are not exact and may vary (+or-10%) based on availability of locally produced tanks.
Call: 703.753.4770 or visit: eztreat.net
©2017 E-Z Treat 16

M
Appendix 4 High Strength Waste Case Study
Below are the test results of E-Z Treat Re -Circulating Synthetic Filter system in a high strength
waste application. This was a repair of a failed High Strength Aerobic Treatment Unit at a
restaurant. The effluent from the ATU plugged the drip field and the tubing had to be replaced.
The health department required the effluent to achieve residential strength quality before
dispersal to the subsurface drip tubing. The solution was to install two Model 1200 pods. The
state required monthly testing the first six months and annual testing thereafter. The average
daily flow is 1,500 GPD. The system has been operation since 2009 and the media has not
been replaced or cleaned.
Table 6 BOD Loading
Parameter Effluent, Avg
Daily Flow
1,500
Influent BOD loading
1900 mg/I
Influent BOD mass load
24 Ibs/day
BOD mass load per pod
12 Ibs/day
Table 7 Commercial Test Results (sample restaurant)
Influent sample location: First septic tank outlet
Effluent sample location: E-Z Treat outfall
Note: System repairs completed by 7/9/2009
Call: 703.753.4770 or visit: eztreat.net
©2017 E-Z Treat 24

NON-CORRO
REFLECTIVE & PRC
SLEEVE --
RP A4lNIIFACN9lG.�AM' ��
pr
R P A4INIIFACr WN0 6 ICN Of
RRDI®9l
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USER PIPE
I GRADE
INLET
d" WELL CAP
17.Oa
LAMP
urasso�xn�SPEGF@ N�n1! Crwi!
Du,�era�orRs.cEwwcHes oxnwr� PATENT If US 7,550,742 B?
ro�anr .
rucrbr��x open TIT' E:
nHGLUR: M1xCHS 1�10 L
MOM UV-1 U2 ❑AUL LAMP
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FLOW RATE SIZE DWG. P=.
10 GALLONS A
A MINUTE
—C—n. o6n Ti r LE WkWNG SCALE- 120 WEIGHT- SHEEP 1 OF 1
i 4 3 2

MINI - C L I IC Sensor: Rain
This sensor halts scheduled irrigation when it detects a preset level of rain
has fallen to stop water waste.
KEY BENEFITS
• Shuts off sprinkler system automatically when it rains
• Adjustable from''/s" to 3/4" of rainfall
Debris tolerant for reliable operation ■` "`
• Mountable to gutters using (P/N SGM)
• Stainless steel guard with Mini-Clik sensor for commercial applications
(P/N SG -MC)
• Compatible with most irrigation controllers
MINI-CLIK SG -MC
OPERATING SPECIFICATIONS Height:2" stainless steel sensor guard
Length: 6" enclosure for Mini-Clik
• Switch rating (24 VAC): 5 A (includes Mini-Clik)
• Includes 25 of 20 AWG sheathed, two -conductor, UL-approved wire Height: Sv2"
• Approvals: UL, cUL, FCC, CIE, RCM Length:3"
Width: 4"
• Warranty period: 5 years
Amok
4&
MINI-CLIK SGM
Model Description Optional gutter mount
P Height: h"
MINI-CLIK Wired rain sensor Length:3"
MINI-CLIK-NO Wired rain sensor with normally open
switch
SG -MC Stainless steel sensor guard with Mini-Clik
sensor
SGM Optional gutter mount
MINI-CLIK INSTALLATION
Visit hunterindustries.com RESIDENTIAL& COMMERCIAL IRRIGATION Built on Innovation' 135

E� TREAT
Re -Circulating Synthetic Filter
uv
Installation and
Maintenance
Guide
Note: Installation Only
Maintenance is in O&M Section
NSF
Models bearing the NSF mark are certified Class I
to one or more of the following standards:
NSF/ANSI40
NSF/ANSI 245
NSF/ANSI 350
©2017 E-Z Treat 2-2017

TABLE OF CONTENTS
1.0 UV Light System Installation
2.0 UV Light System Maintenance
Appendix 1: E-Z Treat UV System Configurations 3
Appendix 2: NSF Test Data
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1.0 UV Light System Installation
The E-Z Set UV system is shipped as three components, the UV housing, the UV lamps and the
UV lamp control panel
1. The PVC inlet and outlet on the dual bulb
UV housing are reversible, allowing flow in
either direction. The inlet of the single bulb
configuration is the 4" hub and the outlet is
the 2" hub. The inlet and outlet will accept
any Schedule 40 or Schedule 80 PVC pipe
or locally approved water tight pipe con-
nection. The housing must be installed so
the UV lamps are in the vertical position.
2. UV lamp control panel can be installed
indoors or outdoors. The panel msut be
secured in a manner that is consistent with
local regulations. The UV lamp control
requires a dedicated 120 volt power source
that complies with local electrical codes.
E-Z Treat UV System
Call: 703.753.4770 or visit: eztreat.net
3. The UV lamps should be wiped clean in
accordance with the cleaning instructions
and inspected for cracks or chips prior to
installing the lamps into the UV housing.
4. Once the inlet and outlet connections to
the UV housing are complete, insert the
UV lamp assemblies into the UV housing.
Caution: UV lamp housing connections
should be hand -tightened. DO NOT use
wrenches, pliers, or other tools to tighten.
5. Fill UV housing with water/effluent before
applying power to the UV lamps.
6. Turn power "ON" to the UV system.
Table 1
NSF Testing Performance Summary
Parameter
Effluent, Avg
BOD5
2 mg/I
TSS
2 mg/I
DO
3.3 mg/I
Turbidity
2 NTU
E. coli
2 MPN/100ml
pH
6.8 — 7.5
Total Nitrogen Reduction
64%
*with optional UV disinfection
©2017 E-Z Treat 1

Appendix 1 E-Z Treat UV System Configurations
"WELL C
4" RISER P
TO GRADE
4"OR 2"
OUTLET
C INLET
_
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UV LAMP
34.00
ICE"����IIC�����I
I
UV LAM
Call: 703.753.4770 or visit: eztreat.net
4"RISER P
TO DE
CD
0
Model 101
Single Lamp
Model 102
Dual Lamp
Model 404
Two Dual Lamps in Series
©2017 E-Z Treat

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Appendix 2 NSF Test Data
Table 2
NSF Testing Pathogen Performance Testing
Date
Influent E. coli
Effluent E. coli
10/21/13
980,000
< 1.1
10/23/13
687,000
< 1.0
10/25/13
1,610,000
< 1.1
10/28/13
5,840,000
< 1.1
10/30/13
1,720,000
< 1.0
11/1/13
816,000
< 1.0
11/4/13
435,000
< 1.0
11/6/13
816,000
< 1.0
11/8/13
921,000
< 1.0
11/11/13
816,000
< 1.1
11/13/13
770,000
< 1.0
11/15/13
579,000
< 1.0
11/18/13
1,990,000
3.1
11/20/13
1,050,000
1.0
11/22/13
1,550,000
1.0
11/25/13
770,000
< 1.1
11/26/13
411,000
< 1.0
11/27/13
613,000
< 1.0
12/2/13
461,000
< 1.0
12/4/13
1,300,000
< 1.0
12/11/13
411,000
< 1.0
12/13/13
517,000
< 1.0
12/16/13
687,000
< 1.1
12/18/13
387,000
< 1.0
12/20/13
548,000
1.0
12/23/13
579,000
< 1.0
12/27/13
517,000
< 1.0
12/30/13
387,000
< 1.0
1 /1 /14
260,000
< 1.0
1/3/14
1,200,000
< 1.0
1/6/14
127,000
< 1.0
1/8/14
387,000
< 1.0
1/10/14
156,000
< 1.0
1/13/14
345,000
1.0
1/15/14
210,000
2.0
1/17/14
102,000
< 1.0
1/20/14
62,700
< 1.0
1/22/14
158,000
< 1.0
1 /24/14
81,600
< 1.0
1 /27/14
161,000
< 1.0
1/29/14
326,000
< 1.0
1 /31 /14
866,000
< 1.0
2/3/14
4,880,000
< 1.0
2/5/14
461,000
4.1
2/10/14
397,000
< 1.0
2/12/14
461,000
< 1.0
2/14/14
411,000
< 1.0
Call: 703.753.4770 or visit: eztreat.net
Table 3
NSF Testing Pathogen Performance Summary
Median
517,000
1.0
Min
62,700
1.0
Max
5,840,000
4.1
Avg
834,474
1.0
Std Dev
1,066,222
1.0
©2017 E-Z Treat

APPENDICES
Product Specifications
'Product specifications and other technical information throughout provided by Geoflow, Inc. (except
for controllers).

�• ' t N
EMSERIES
EFFLUENT PUMPS
Ideal for filtered effluent service, aeration, and ornamental fountains and
waterfalls, equipped with the power, performance, and reliability you
expect from Franklin Electric E-Series Electric.
r
;i
_- MP 440p-
franklinwater.com

E-SERIES EFFLUENT PUMPS
FEATURES
■ Ideal for effluent pumping applications
■ Stainless steel or thermoplastic discharge and motor bracket are tough and
non -corrosive. Both materials are highly resistant to damage by minerals,
metals, and other substances typically found in water
■ Heavy-duty, 300 V,10' SJ00W motor leads
■ Designed to provide years of reliable service:
■ 10 and 20 gpm units are equipped with a highly -engineered shaft bearing with built in
dry -run protection
■ High -flow 35 to 90 gpm units are built with a proven and durable ceramic sleeve bearing
■ Water flow path through the discharge of the pump is designed to pass particulate to allow for efficient
and continuous operation
■ Proven hydraulic staging allows close tolerances and increased performance
■ Carbon phenolic upthrust washer prevents excessive wear in severe applications
■ Removable built-in check valve on 10-20 gpm pumps. No built-in check valves
on high capacity pumps
■ Powered by a Franklin Electric submersible motor
THERMOPLASTIC ORDERING OR
Single -Phase
GPM HP Volt Wire Model d• ,
10
1/2
115
2
lOFE05P4-2W115 94741005
1/2
230
2
10FE05P4-2W23o 94741010
3/4
230
2
10FE07P4-2W230 94741015
1
230
2
10FE1P4-2W23o 94741020
1.5
230
2
10FE15P4-2W230 94741025
20
1/2
115
2
20FE05P4-2W115 94742005
1/2
230
2
20FE05P4-2W230 94742010
3/4
230
2
20FE07P4-2W230 94742015
1
230
2
20FE1P4-2W230 94742020
1.5
230
2
20FE15P4-2W230 94742025
STAINLESS STEEL ORDERING INFORMATION
1/2-1.5 HP Sing le- Phase Units (2-Wire)
1/2
1/2
735 3/4
1
1.5
2
115
35HE05S4-2W115
93933505
2
230
35HE05S4-2W230
93933510
3
230
35HEO7S4-2W230
93933515
5
230
35HE1S4-2W230
93933520
7
230
35HE15S4-2W230
93933525
45
1/2
2
115
45HE05S4-2W115
93934505
1/2
2
230
45HE05S4-2W230
93934510
3/4
3
230
45HE07S4-2W230
93934515
1
4
230
45HE1S4-2W230
93934520
1.5
5
230
45HE15S4-2W230
93934525
60
1/2
2
115
60HE05S4-2W115
93936005
1/2
2
230
60HE05S4-2W230
93936010
3/4
3
230
60HE07S4-2W230
93936015
1
4
230
60HE1S4-2W230
93936020
1.5
5
230
60HE15S4-2W230
dh 93936025
90
1.5
4
230
90HE15S4-2W230
93939025
NOTES Discharge is1"NPT with no built in check valve; maximum diameteracross cable guard is 3.90"on
all models
THERMOPLASTIC
..
1/2 6
10FE05P4-PE
94751005
1 3/4
1
1.5
8
10FE07P4-PE
94751010
11
IOFE1P4-PE
94751015
15
10FE15P4-PE
94751020
1/2
4
20FEO5P4-PE
94752005
3/4
5
20FE07P4-PE
94752010
1
7
20FE1P4-PE
94752015
1.5
10
20FE15P4-PE
94752020
2
12
20FE2P4-PE
94752025
NOTES: Discharge is 1-1/4"NPT; maximum diameter across cable guard is 3.90"on all models
Capacity
StagesGPM HP odOrder
35
1/2 2
35HE05S4-PE
93923502
3/4
3
35HE07S4-PE
93923503
1
5
35HE1S4-PE
93923505
1.5
7
35HE15S4-PE
93923507
2
9
35HE2S4-PE
93923509
3
12
35HE3S4-PE
93923512
45
1/2
2
45HE05S4-PE
93924502
3/4
3
45HE07S4-PE
93924503
1
4
45HE1S4-PE
93924504
1.5
5
45HE15S4-PE
93924505
2
7
45HE2S4-PE
93924507
3
10
45HE3S4-PE
93924510
60
1/2
2
60HEO5S4-PE
93926002
3/4
3
60HE07S4-PE
93926003
1
4
60HE1S4-PE
93926004
1.5
5
60HE15S4-PE
93926005
2
7
60HE2S4-PE
93926007
3
10
60HE3S4-PE
93666010
90
1.5
4
90HE15S4-PE
93929004
2
6
9oHE2S4-PE
93929006
3
8
1 90HE3S4-PE
93929008

E-SERIES EFFLUENT PUMPS
10 GPM - -l- ,
METERS FEET
200 650
1M0 600
550
160
500
140 450
120 400
350
100
300
Mo 250
60 200
40
150
100
20 50
0 0
0 05 1.0 15 20 25 A A M/H
35 GPM
MFIFRS FFFI
120 400
350
100
300
H
250
60 200
150
40
100
20
50
0 0
0 2 4 6 S 10 12 M'/H
60 GPM
METERS FFFI
90 300
275
SO
250
O 225
60 200
175
50
150
40 125
30 100
6
20
50
10 Ls
0 0
0 10 20 30 40 50 60 70 H 90 GPM
0 2 4 6 S 10 12 14 16 18 20 M/H
20 GPM
MFTFRS FFF3
120
100
W
60
40
20
0
FPS
II
400
I.S H
350
300
I HP
250
200
3/dH
150
IjtH
_
100
`
SO
0 0 5 10 15 20 b 30 GPM
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 M'/H
45 GPM
METERS FEN
120
o 350
100
90 300
H 250
70
60 200
50
150
40
30 100
20
50
0
0 0
0 2 4 6 S 10 12 14 16 M%H
90 GPM
PUMP OPERATING RANGE
METERS FFFI REST EFFICIENCY RANG[
220
60 200
1M0
50 160
140
40
120
30 100
Mo
20 60
40
10
20
0
10 GPM
0 20 40 60 H 100 120 GPM
0 2 4 6 S 10 12 14 16 18 20 22 24 26 N 30 M/H
3P
IP
I.
HP

E-SERIES EFFLUENT PUMPS
7m7Dimensions
DIMENSION
9.1 9.5 18.6 6 24
2
2
9.1
9.5
18.6
6
24
3
10.3
10.7
21.0
7
28
35
5
12.9
11.7
8
32
7
15.4
15.1
30.5
9
38
9
17.1
15.1
32.2
11
44
3
12
20.9
19.0
40.0
40.0
12
53
1/2
2
9.9
9.5
19.4
9
27
1/2
2
9.9
9.5
19.4
9
27
3/4
3
14.3
10.6
24.9
10
32
45
1
4
16.5
11.7
28.2
11
35
1.5
5
18.8
15.1
33.9
14
43
2
7
17.6
15.1
32.7
10
43
3
10
22.9
19.0
41.8
11
52
1/2
2
9.9
9.5
19.4
10
28
1/2
2
9.9
9.5
19.4
10
28
3/4
3
12.1
10.6
22.7
11
32
60
1
4
14.3
11.7
26.0
12
35
1.5
5
16.5
15.1
31.6
13
44
2
7
23.5
15.1
38.6
11
44
3
10
33.3
19.0
52.3
13
54
1.5
4
17.3
15.1
32.4
14
43
90
2
6
23.4
15.1
38.5
11
44
3
8
31.4
19.0
50.4
13
54
NOTES: PE= Pump end only, PMA = Pump and motor assembly;Maximum diameter with cable guard isS..90'
Franklin Electric
Thermoplastic
A
IY®aN
B
Stainless Steel
A
C
B
Lil
franklinwater.com MF2140 08-21

wal
Drip Tubing
5 Fj
Why Choose Waterhuwr•Rv:
■ 16mm diameter tubing with PC or Classic emitter
■ Patented nano-Rootguard° band PROtects against root intrusion
■ Patented Geoshield° antimicrobial lining prevents biof Im build-up inside tubing
■ Constant performance in all climates
■ Optimal for use on severe slopes and long runs
■ Provides maximum water distribution uniformity in tough topographical areas
■ High quality resins assure durable performance and long life
■ Warranty against defects in materials or workmanship
■ Emitter spacing available in 12" or 24"
Ordering Information
Prevents root intrusion
Yes
Antimicrobial lining
Yes
Tubing diameter, nominal
16 mm
Wall thickness, nominal
1.10 mm
Emitter style
Cylindrical
Pressure, min
7 psi
Pressure, max
60 psi
Pressure range, optimal
20 to 50 psi
Tubing warranty
20 years
Rootguard warranty
10 years
L;'
Geoshield Lining
;r;a�i�►��� Nano-Rootguard Band
Classic Emitter
021
PC Emitter
800.828.3388 geoflow.com
Geofl%Apw
WaterflowPRO

IF
o.o
I]•'�' � ©Anua 6-2023
Maximum length of a lateral flushing at 2 fps
1.48 gpm per lateral required to achieve 2 fps
Pressure
PSI
SpacingInlet
PC Emitter Flow Rate, 12"
0.6 GPH 0.9 GPH
Spacing
0.6 GPH 0.9 GPH
10
32'
30'
54'
52'
20
98'
84'
170'
170'
30
141'
118'
248'
248'
40
176'
144'
310'
312'
50
205'
166'
364'
364'
60
230'
183'
410'
410'
Maximum length of a lateral flushing at 1.5 fps
1.11 gpm per lateral required to achieve 1.5 fps
Pressure
PSI
I PC Emitter Flow
0.6 GPH
SpacingInlet
Rate, 12"
0.9 GPH
Spacing
0.6 GPH 0.9 GPH
10
47'
42'
80'
72'
20
125'
103'
220'
182'
30
172'
139'
306'
250'
40
208'
166'
374'
300'
50
238'
188'
430'
342'
60
264'
208'
478'
378'
Maximum length of a lateral flushing at 1 fps
0.74 gpm per lateral required to achieve 1 fps
Pressure
PSI
PC Emitter Flow
0.6 GPH
SpacingInlet
Rate, 12"
0.9 GPH
Spacing
0.6 GPH 0.9 GPH
10
70'
59'
122'
102'
20
157'
125'
280'
226'
30
207'
162'
374'
294'
40
244'
190'
444'
346'
50
275'
212'
502'
388'
60
302'
232'
552'
426'
Maximum length of a lateral flushing at 0.5 fps
0.37 gpm per lateral required to achieve 0.5 fps
Pressure
PSI
SpacingInlet
PC Emitter Flow Rate, 12"
0.6 GPH 0.9 GPH
Spacing
0.6 GPH 0.9 GPH
10
102'
81'
182'
144'
20
193'
149'
352'
272'
30
244'
186'
448'
344'
40
283'
214'
520'
396'
50
315'
237'
580'
438'
60
342'
257'
630'
476'
800.828.3388 geoflow.com
Geofl%Apw
WaterflowPRO

Badger Meter
Model I-P-5/8'; 5/8" x 3/4"
DESCRIPTION
Recordall' Disc Meters
Lead -Free Bronze Alloy, Sizes 5/8", 5/8" x 3/4", 3/4" & 1"
NSF/ANSI Standards 61 and 372 Certified
Model 55-1"
Model 25-5/8" 5/8" x 3/4"
The Recordall Disc Series meters meet or exceed the most recent revision
of AWWA Standard C700 and are available in a lead-free bronze alloy. The
meters comply with the lead-free provisions of the Safe Drinking Water Act,
are certified to NSF/ANSI Standards 61 and 372 (Trade Designations: MLP-LL,
M25-LL, M35-LL, M55-LL, M70-LL) and carry the NSF-61 mark on the housing.
All components of the lead-free bronze alloy meter (housing, measuring
element, seals, and so on) comprise the certified system.
Applications: For use in measurement of potable cold water in residential,
commercial and industrial services where flow is in one direction only.
Operation: Water flows through the meter's strainer and into the measuring
chamber where it causes the disc to nutate.The disc, which moves freely,
nutates on its own ball, guided by a thrust roller. A drive magnet transmits
the motion of the disc to a follower magnet located within the permanently
sealed register.The follower magnet is connected to the register gear train.
The gear train reduces the disc nutations into volume totalization units
displayed on the register or encoder face.
Operating Performance: The Recordall Disc Series meters meet or exceed
registration accuracy for the low flow rates (95%), normal operating flow
rates (100 ± 1.5%), and maximum continuous operation flow rates as
specifically stated in AWWA Standard C700.
Construction: Recordall Disc meter construction, which complies with
ANSI/AWWA standard C700, consists of three basic components: meter
housing, measuring chamber and permanently sealed register or encoder.
The meter is available in a lead-free bronze alloy with externally -threaded
spuds. A corrosion -resistant engineered polymer material is used for the
measuring chamber.
Magnetic Drive: Direct magnetic drive, through the use of high -strength
magnets, provides positive, reliable and dependable register coupling for
straight -reading or AMR/AMI meter reading options.
Tamper -Proof Features: Unauthorized removal of the register or encoder
is inhibited bythe option of a tamper detection seal wire screw,TORX®
tamper -resistant seal screw or the proprietary tamper -resistant keyed seal
screw. Each can be installed at the meter site or at the factory.
Model 35-3/4"
\ 4.
Model 70-1"
Maintenance: Badger Meter Recordall Disc Series meters are designed and
manufactured to provide long-term service with minimal maintenance.
When maintenance is required, it can be performed easily either at the meter
installation or at any other convenient location.
To simplify maintenance, the register, measuring chamber, and strainer can
be replaced without removing the meter housing from the installation. No
change gears are required for accuracy calibration. Interchangeability of
parts among like -sized meters and meter models also minimizes spare parts
inventory investment. The built-in strainer has an effective straining area of
twice the inlet size.
Connections: Tailpieces/Unions for installations of meters on various pipe
types and sizes, including misaligned pipes, are available as an option.
Meter Spud and Connection Sizes
IV
ing
Ind
Tailpiece
Model
Size x Laying
„B„
Nut
Pipe
Designation Length
Bore Dia.
Spud Thread
Thread
(NPT)
5/8" x 7-1/2"
5/8"
3/4" (5/8")
1/2"
LP
5/8" x 3/4" x 7-1 /2"
5/8", 3/4"
1 " (3/4")
3/4"
5/8" x 7-1/2"
5/8"
3/4" (5/8")
1/2"
25
5/8" x 3/4" x 7-1 /2"
5/8", 3/4"
1 " (3/4")
3/4"
3/4" x 7-1/2"
3/4"
1"(3/4")
3/4"
35
3/4" x 9"
3/4"
1 " (3/4")
3/4"
3/4" x 1 " x 9"
3/4"
1-1 /4" (1 ")
ill
55
1" x 10-3/4"
1"
1-1/4"(1")
1"
70
1" x 10-3/4"
1"
1-1/4"(1")
1"
RDM-DS-00464-EN-03 AWWA (October 2015)
Product Data Sheet

Recordoll ° Disc Meters, Lead -Free Bronze Alloy, Sizes 5/8'; 5/81'x 3/4'; 3/4"& I"
SPECIFICATIONS
Model LP
Model 25
Model 35
Model 55
Model 70
(5/8" & 5/8" x 3/4")
(5/8" & 5/8" x 3/4")
(3/4")
(111)
(111)
Typical Operating
Range
0.5...20 gpm
0.5...25 gpm
0.75...35 gpm
1...55 gpm
1.25...70 gpm
(0.11...4.5 m3/hr)
(0.11...5.7 m3/hr)
(0.17...7.9 m3/hr)
(0.23 ... 12.5 m3/hr)
(0.28...16 m3/hr)
0.25 gpm
0.25 gpm
0.375 gpm
0.5 gpm
0.75 gpm
Low Flow
(0.057 m3/hr)
(0.057 m3/hr)
(0.085 m3/hr)
(0.11 m3/hr)
(0.17 m3/hr)
Min. 95%
Min. 98.5%
Min. 97%
Min. 95%
Min. 95%
Maximum
Continuous
10 gpm
15 gpm
25 gpm
40 gpm
50 gpm
Operation
(2,3 m3/hr)
(3A m3/hr)
(5.7 m3/hr)
(9.1 m3/hr)
(11.3 m3/hr)
5/8" size:
5/8" size:
Pressure Loss
2 psi @ 10 gpm
3.5 psi @ 15 gpm
at Maximum
(0.14 bar @ 2.3 m3/hr)
(0.24 bar @ 3.4 m3/hr)
5 psi @ 25 gpm
3.4 psi @ 40 gpm
6.5 psi @ 50 gpm
Continuous
5/8" x 3/4" size:
5/8" x 3/4" size:
(0.37 bar @ 5.7 m3/hr)
(0.23 bar @ 9.1 m3/hr)
WAS bar @ 11.3 m3/hr)
Operation
1.5 psi @ 10 gpm
2.8 psi @ 15 gpm
(0.10 bar @ 2.3 m3/hr)
(0.19 bar @ 3.4 m3/hr)
Maximum
Operating
80' F (26' C)
Temperature
Maximum
Operating
150 psi (10 bar)
Pressure
Measuring
Nutating disc, positive displacement
Element
Available in NL bronze and engineered polymer to fit spud threadbare diameter sizes:
Meter
5/8" size:
Connections
5/8" or
5/8" ON 15 mm)
3/4" ON 20 mm)
1" (DN 25 mm)
1" ON 25 mm)
3/4" ON 15 mm)
5/8" x 3/4" size:
3/4" ON 15 mm)
iviHi'ERIALS
Model LP
(5/8" & 5/8" x 3/4")
Model 25
(5/8" & 5/8" x 3/4")
Model 35
(3/4")
Model 55
(1")
Model 70
(1")
Meter Housing
Lead-free bronze alloy
Housing Bottom Plates
Lead-free bronze alloy, cast iron,
engineered polymer
Cast iron, lead-free bronze alloy
Measuring Chamber
Engineered polymer
Disc
Engineered polymer
Trim
Stainless steel
Strainer
Engineered polymer
Disc Spindle
Engineered polymer
Stainless steel
Stainless steel
Engineered polymer
Stainless steel
Magnet
Ceramic
Ceramic
Ceramic
Polymer bonded
Ceramic
Magnet Spindle
Engineeredpolymer
Stainless steel
Stainless steel
Engineered polymer
Stainless steel
Register Lid and Shroud
Engineered polymer, bronze
Page 2 RDM-DS-00464-EN-03 AWWA October 2015

Product Data Sheet
DIMENSIONS
Meter Size
Model
A
Laying Length
B
Height Reg.
C
Centerline Base
Width
Approx. Shipping
Weight
5/8"and 5/8"x 3/4"(15 mm)
LP
7-1/2" (190 mm)
3.70" (94 mm)
1.26" (32 mm)
3.75" (95 mm)
3 lb (1.4 kg)
5/8" (15 mm)
25
7-1/2" (190 mm)
4-15/16" (125 mm)
1-11/16" (42 mm)
4-1/4" (108 mm)
4-1/21b (2 kg)
5/8" x 3/4" (15 mm)
7-1/2" (190 mm)
4-15/16" (125 mm)
1-11/16" (42 mm)
4-1/4" (108 mm)
4-1/21b (2 kg)
3/4" (20 mm)
35
7-1/2" (190 mm)
5-1/4" (133 mm)
1-5/8" (41 mm)
5" (127 mm)
5-1/2 lb (2.5 kg)
3/4" (20 mm)
9" (229 mm)
5-1/4" (133 mm)
1-5/8" (41 mm)
5" (127 mm)
5-3/4 lb (2.6 kg)
3/4" x 1" (20 mm)
9" (229 mm)
5-1/4" (133 mm)
1-5/8" (41 mm)
5" (127 mm)
6 1 b (2.7 kg)
1" (25 mm)
55
10-3/4" (273 mm)
6" (152 mm)
2-1/32" (52 mm)
6-1/4" (159 mm)
8-3/4 lb (3.9 kg)
1" (25 mm)
70
10-3/4" (273 mm)
6-1/2" (165 mm)
2-5/16" (59 mm)
7-3/4" (197 mm)
11-1 /2 lb (5.2 kg)
REGISTERS / ENCODERS
Standard —Sweep -Hand Registration
The standard register is a straight -reading, permanently sealed magnetic drive register. Dirt, moisture, tampering and lens fogging problems are eliminated.
The register has a six -odometer wheel totalization display, 360'test circle with center sweep hand, and flow finder to detect leaks. Register gearing is made of
self-lubricating engineered polymer, which minimizes friction and provides long life. Them ulti-position register simplifies meter installation and reading. The
register capacity is 10,000,000 gallons (1,000,000 ft3,100,000 ml).
A Model 25 register is used in the following example:
"W 1 ",,,,
9 25
Recordalr
_ O
,7 Gallons 3;
%6 5 4:
i
\.9 M �.1 1
25
Recordalr
O
-,-"" o O -
'-.7 Cubic Feet .3�
6 .6 4
',i..
0,09 25 0,01
Recordalr
-0,0a o:�=
-� o O
,0,07_ m_3 _ 0,03;
00000�
0,06 0,04
0,05
,,I..
Optional —Encoders for AMR/AMI Reading Solutions
Model
Gallon
Cubic
Feet
Cubic
Meter
LP
10
1
0.1
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10
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25 (5/8" x 3/4")
10
1
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35
10
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55
10
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70
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AMR/AMI solutions are available for all Recordall Disc Series meters. All reading options can be removed from the meter without disrupting water service.
Badger Meter encoders provide years of reliable, accurate readings for a variety of applications and are also available pre -wired to Badger Meter approved
AMR/AMI solutions. See details at www.badgermeter.com.
October 2015 RDM-DS-00464-EN-03 AWWA Page 3

Recordall ° Disc Meters, Lead -Free Bronze Alloy, Sizes 5/8','5/8"x 3/4','3/4"& I"
PRESSURE LOSS CHARTS
Rate of Flow in Gallons per Minute
Model LP 5/8"
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Page 4 RDM-DS-00464-EN-03 AWWA October 2015

Product Data Sheet
PRESSURE LOSS CHARTS (CONTINUED)
Rate of Flow in Gallons per Minute
Model 25 5/8" x 3/4"
1 a r a 10 an rn 52n100
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20
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October 2015 RDM-DS-00464-EN-03 AWWA Page 5

Recordoll ° Disc Meters, Lead -Free Bronze Alloy, Sizes 5/8'; 5/8"x 3/4'; 3/4"& I"
PRESSURE LOSS CHARTS (CONTINUED)
Rate of Flow in Gallons per Minute
25
20
15
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Page 6 RDM-DS-00464-EN-03 AWWA October 2015

Product Data Sheet
ACCURACY CHARTS (CONTINUED)
Model 25 5/8"
1 1.0 1 .10 100
10
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October 2015 RDM-DS-00464-EN-03 AWWA Page 7

Recordoll ° Disc Meters, Lead -Free Bronze Alloy, Sizes 5/8'; 5/811x 3/4'; 3/4"& I"
ACCURACY CHARTS (CONTINUED)
Model 55 1"
1 1.0 10 100
0
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Making Water Visible°
MAKING WATER VISIBLE and RECORDALL are registered trademarks of Badger Meter, Inc. Other trademarks appearing in this document arethe property oftheir respective entities
Due to continuous research, product improvements and enhancements, Badger Meter reserves the right to change product or system specifications without notice, except to the
extent an outstanding contractual obligation exists. 0 2015 Badger Meter, Inc. All rights reserved.
www.badgermeter.com
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Czech Republic I Badger Meter Czech Republic s.r.o. I MaHkova 2082/26 1 621 00 Brno, Czech Republic I [phone]
Slovakia I Badger Meter Slovakia s.r.o. I Racianska 109/13 1 831 02 Bratislava, Slovakia 1 [phone]
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China I Badger Meter 1 7-1202 199 Hangzhong Road I Minhang District I Shanghai I China 2011011 [phone] Legacy Document Numbers: RDM-DS-00062, 63, 64, 65, 66, and 73

WORKSHEET
The following worksheet is available on an Excel spreadsheet. If you would like a copy, please phone
703-408-2916, or email mstidham (o)ersettank.com.
To calculate the area required for your drip dispersal system you must know:
1. The quantity of effluent to be disposed of (in gallons per day), and
2. The soil acceptance rate (i.e. gallons per day per square foot).
WORKSHEET - DISPERSAL FIELD DESIGN FOR SINGLE ZONE SYSTEM
Worksheet
Formula
A)
Quantity of effluent to be dispersed per day
Based on State regulations, gallons per day,
gpd
(typically GPD/bedroom x number of bedrooms).
B)
Hydraulic loading rate
Based on soil analysis and State regulations,
loading rate (gal/day/sq. ft.)
(gallons per day per square foot).
C)
Determine the total area required
Divide gpd by loading rate. (A)/(B)
square ft
D)
Choose the spacing between each dripline and
Standard spacing is 2 ft.
each emitter
i) ft. between driplines
ii) ft. between emitters
E)
How many linear feet of dripline in the total
(Area / 2 ) for 2ft. line spacing. (C)/2.0 or
area?
(Area / 1) for 1 ft. line spacing. (C)/1.0 or
ft.
(Area / 0.5) for 6" line spacing. (C)/0.5
F)
Calculate the number of emitters
(Linear ft. of dripline / 2) for 2 ft emitter spacing.
emitters
(E)/2 or
(Linear ft. of dripline / 1) for 1 ft emitter spacing.
(E)/1 or
(Linear ft. of dripline /0.5) for 6" emitter spacing
(E)/0.5
December 2008 Page 9

G)
Choose PC or Classic dripline
See appendices for dripline specifications.
Classic dripline or
PC dripline
H)
Determine dripfield pressure
Standard pressure is 20 psi.
psi
See appendices for dripline specifications.
1)
Determine feet of head required at dripfield
Multiply pressure above by 2.31 to get head
ft. of head
required.
(H) x 2.31
J)
What is the flow rate per emitter?
PC — either 0.53 or 1.029ph
gph / emitter
Classic — see flow rates in appendices.
K)
Determine total flow for the area
Number of emitters multiplied by the emitter flow
gph
rate at the design pressure.
Gph = (F)x(J)
gpm
Gpm = gph/60
L)
Select pipe diameters for manifolds and sub
Based on total flow from (K) above, in gpm. See
mains
schedule 40 friction loss charts in appendices.
inches
M) Select size of Headworks
Based on total flow from (K) above, in gpm. See
flow and head loss for each filter in appendices.
Headworks
N)
Sketch a layout of the driplines in the
See Maximum Length of Run table in appendices.
dispersal plot to make sure that the maximum
lateral length of each line is not exceeded.
December 2008 Page 10

WVKK,Fitt I-,tLtC: I PUMP (I -OR PURPOSE OF ESTIMATE VNLY!
Worksheet
O) Minimum pump capacity
P) Header pipe size
Q) Pressure loss in 100 ft. of pipe
R) Friction head in 100 ft. of pipe
S) Static head
i) Height from pump to tank outlet.
ii) Elevation increase or decrease
T) Total static head
U) Friction head
i) Equivalent length of fittings
ii) Distance from pump to field and
back to tank.
iii) Total equivalent length of pipe.
iv) Total effective feet.
v) Head required at dripfield
vi) Head loss through filter or
Headworks
vii) Head loss through zone valves
V) Minimum Total friction head
W) Minimum Total Dynamic Head
X) Minimum pump capacity
NOTE: Some States and Counties
require additional flow for flushing.
Please check your local regulations.
If you need help on flushing design,
see E-Z Set Drip Excel worksheet or
call E-Z Set at 703-408-2916.
gpm
inches
psi
ft. of head
Formula
From (K) above
From (L) above
Refer to PVC charts in appendices.
Multiply psi from (Q) above by 2.31
ft. Number of ft.
ft. Height changes from pump to dripfield.
ft. Add (Si) + (Sii)
ft. Estimate loss through fittings — usually
inconsequential for small systems.
ft. Measure length of manifolds
ft. Add (Ui) + (Uii)
ft. (Uiii) / 100 x (R)
ft See line (1) in Worksheet above.
ft See pressure loss for filters in
appendices or see pressure loss for
Headworks box in appendices. Multiply
pressure by 2.31 to get head loss.
ft See pressure loss charts in appendices.
Multiply pressure loss in psi by 2.31 to
get head loss.
ft Add (Uiv) + (Uv) + (Uvi) + (Uvii)
ft Add (T) + (V)
qpm From line item (0) above
December 2008 Page 11

SYSTEM INSTALLATION
INSTALLATION GUIDELINES
Handle your dripline and components with care. Nano-ROOTGUARD® is temperature sensitive. To
assure a long life, store the drip line out of direct sunlight in a cool place. Check and collect all tags from
dripline rolls. Verify the flow rate and model numbers match what is specified on the plan. Keep all tags in
job file for future reference.
a) All dripfield construction shall be done in accordance with Local rules and regulations.
b) Fence/tape off entire dripfield prior to any construction.
c) System is not to be installed when ground is wet or frozen.
d) Divert all downspouts and surface waters away from dripfield and tanks.
e) Excavation, filling and grading should have been finished before installation of the subsurface drip
system.
f) Be sure you have everything required for the installation before opening trenches. Pre -assemble as
many sets of components as practical above ground and in a comfortable place.
g) The soil should be moist but still should allow the proper operation of the installation equipment and
not cause smearing in the trenches. The soil surface should be dry so that the installation equipment
maintains traction.
h) Install a watertight dosing tank according to E-Z Set Drip specifications.
i) Determine the proper size for the supply and return manifolds. (See Worksheet line L.)
j) Install the PVC supply line from the dosing tank. (Please refer to your State guidelines for depth of
burial.)
k) Paint a line or flag between the two remaining corners at the opposite end of field where loops
and/or return trench will be located.
1) Install the dripline from the supply line trench to the painted/flagged line, as specified per
design/local code. Upon reaching the painted line/flags, pull the plow out of the ground and cut the
dripline 1' above the ground. Tape the end of the dripline to prevent debris from entering. Continue
this process until the required footage of pipe is installed. Take care not to get dirt into the lines.
m) Install the supply header with tees lined up at each dripline. Hook up the driplines to the supply
header. (Do not glue the dripline.)
n) Install the pre -assembled Headworks between the field and the pump tank on the supply line.
*Insulate the box in freezing conditions.
o) If using a pressure regulator, install it downstream of the Headworks at the dispersal field, on the
supply line. Although the pressure regulator can be buried directly into the soil, it is preferable to
install it inside a small valve box for easy access with unions on either side. *Insulate the box in
freezing conditions.
p) Install the floats in the dosing tank and wire to the control panel. The control panel should be
programmed to pump no more than the design flow, do not set to match the treatment capacity.
q) Install the pump. Fill the dosing tank with fresh water and turn on the pump. Check for flow out the
ends of all of the driplines. Let the pump run for 5-10 minutes to flush out any dirt. Shut off the pump
and tape the ends of the lines.
r) Dig along the painted/flagged line for loops and/or return manifold. The return line must have slope
back to the treatment tank or septic tank in freezing climates if it is not buried below frost and
protected from freezing. If loops are formed using solid line, they must be elevated slightly above the
dripline to allow for drainage in freezing climates.
December 2008 Page 12

s) Install the return header and connect all of the driplines.
t) Install air vacuum breakers at the highest points in the dispersal field. Use pipe dope or Teflon tape
and hand tighten.
u) Connect the return line back through the Headworks box. Open the field flush valve and turn on the
pump to flush lines, then close the valve and check the field and all piping and connections for leaks.
v) With pump still running, check the pressure at the air vacuum breaker(s). It should be between 10 to
45 PSI. (See the Worksheet line H for design pressure required on supply line.) Check the pressure
in the Headworks. It should be five psi or higher. If using a manual valve for field flushing, crack it
open until design pressure is reached and leave in that position. Turn off the pump.
w) Check the filter for construction debris and clean.
x) Set timers and counters as specified in design, and keep a record of these settings. In addition to
these settings, keep a record of all of the logs in the panel at the time of start up. Record final
pressure readings at startup as well. Date these records for future reference.
Installing Lockslip fittings
a) Hold the fitting in one hand and position the tubing with the other hand.
b) Move the sleeve back, and push the tubing onto the exposed stem as far as possible.
c) Push the sleeve out over the tubing and screw onto tubing, as though tightening a nut to a bolt.
*Hand tighten; do not use tools.
d) Test the connection to make sure the sleeve threads have gripped the tubing tightly.
Valve Installation and Operation
a) Wrap male adapters with Teflon tape and thread the adapters into the valve inlet and outlet just
past hand tight. CAUTION: over tightening may cause damage to the valve. (Note: arrows
indicate flow direction on valve.)
b) Using watertight electrical fittings, connect the valve common and an individual output wire to the
solenoid leads.
c) Flush the laterals by opening the internal manual bleed lever on the downstream side of the
solenoid. Be certain that flow control handle on top of valve is free spinning (on flow control
models).
d) Close the internal manual bleed after flushing the system
December 2008 Page 13

SUBSURFACE DRIP INSTALLATION METHODS
NOTE: Disturbing the soil may affect the pore structure of the soil and create hydraulic conductivity
problems. Please consult with your soil scientist or professional engineer before making the installation
technique decision.
INSERTION METHOD
ADVANTAGES
DISADVANTAGES
a) Hand Trenching*
• Handles severe slopes and
• Slow.
confined areas.
• Labor intensive.
• Uniform depth.
• Back fill required.
b) Oscillating or
• Fast in small to medium
• Depth has to be monitored
vibrating plow. (Use
installation.
closely.
the type that inserts
• Minimal ground disturbance.
• Cannot be used on steep
the dripline directly
• No need to back fill the
slopes.
in place, not one that
trench.
• Requires practice to set and
drags the dripline
operate adequately.
through the soil.)
c) Trenching
• Faster than hand trenching.
• Slow.
machine: Ground
• May use the 1" blade for
• Back fill required.
Hog, Kwik-Trench,
most installations.
E-Z Trench*
• Uniform depth.
d) Tractor with dripline
• Fast.
• The installation tool is
insertion tool
• Minimal ground disturbance.
designed specifically for this
• Does not stretch drip line.
purpose. (Ideally used on
• Adaptable to any tractor.
machine with down
pressure.)
December 2008 Page 14

WINTFRI7ATInN
Buried drip systems are not prone to frost damage because vacuum release and drain valves are
provided in their design. The dripline itself is made of polyethylene, and is not susceptible to freezing.
It drains through the emitters, so it will not be full of water after pumps are turned off. Please follow
these precautions:
a) Manifolds (supply lines and return lines) should slope back to their respective tanks. These lines
need to drain rapidly. If using electronic flush valves, be sure drain valves remain open long
enough for entire field to drain. If using manual filter flush valves or manual field flush valves, they
should be left cracked open slightly for drainage. Alternatively, the manifolds can be located
below frost depth. Under extreme conditions, return and supply manifolds must be insulated.
b) If using drain back method for frost protection, either remove check valve from pump line or
provide alternate method for draining this line.
c) Insulate all field boxes in freezing climates. This includes Headworks, zone valve(s), pressure
regulator(s) and air vacuum relief valve boxes.
d) In severe freezing conditions, use heat tape or a small heater in the Headworks box.
d) The top of air vacuum relief valves must be no higher than soil surface and insulated in freezing
climates.
e) If using a hydraulic indexing valve for zoning a system, be sure it is frost protected in freezing
climates. For proper operation, always locate indexing valve at highest point in system to allow for
drainage between cycles.
f) The driplines will self -drain through the emitters into the soil. If the cover crop over the dripfield is
not yet adequately established, add hay or straw over the field for insulation in freezing climates.
g) If necessary, mark all valve boxes with a metal pin so you can find it in the winter when covered
in snow.
December 2008 Page 15

AS BUILT SYSTEM DESCRIPTION.
1. Site name:
2. Site address, including State:
3. Dripfield designed by:
4. Dripfield installed by:
5. Date of installation:
6. Daily design flow: gpd.
7. Soil loading rate: gpd/sq. ft.
8. What treatment system was used? Manufacturer and model number:
9. Number of zones in dripfield: If more than one zone, please describe
valve (size, manufacturer, part number, type):
10. Amount of dripline installed in each zone:
Zone 1 ft. Zone 2 ft. Zone 3 ft. Zone 4 ft.
11. Dripline model number Wor description:
12. Flow rate per zone:
Zone 1 gpm. Zone 2 gpm. Zone 3 gpm. Zone 4 gpm.
13. Depth dripline installed below grade: inches
14. Pump manufacturer, model number and number of pumps:
15. Filter model number Wor description:
If more than one zone, do the zones (a) share one filter or (b) each have their own filter?
16. Pressure in each zone:
Zone 1 psi Location pressure measured:
Zone 2 psi Location pressure measured:
Zone 3 psi Location pressure measured:
Zone 4 psi Location pressure measured:
17. Size (diameter) of feed manifold: inches. Depth of feed manifold: inches.
18. Size (diameter) of flush manifold: inches. Depth of flush manifold: inches.
19. Size of filter flush valve: inches.
Is filter flush valve manual or automatic?
20. Size of field flush valve: inches.
Is the field flush valve manual or automatic?
If more than 1 zone, do the zones (a) share 1 flush valve or (b) does each zone have its own flush
valve?
21. Was any fill material supplied on the dripfield?
December 2008 Page 16

If "yes" to 21 above describe fill quality and quantity added.
22. Please provide as -built drawings, including but not limited to direction of drip lines, location of air
vents, pressure regulators if applicable, Headworks (filter and valves) and pump tank.
December 2008 Page 17

E Z --- T
EZT-1 CD4Z-230-16
System Operation:
1-4 ZONE COMBO DRIP CONTROL PANEL
L,
This panel is designed to control the out flow of two tanks using a PLC and Touchscreen. Based off timer set points and
the float switch conditions in each tank the PLC will start/stop pumps and open/close valves, or it can manually control
them via the touchscreen. This controller is capable of remote access via PC or smart phone if, connected to a network
with internet access. This allows the user to receive emails or text notifications of alarm conditions. The controller also
logs data such as:
a. Pump Run Time (ETM) "Daily & Totalized))
b. Pump Starts "Daily & Totalized))
c. Filter Flush Count & Time On "Daily))
d. Zone Count and Time On «Daily»
e. Field Flush Count & Time On "Daily))
f. Secondary Timer Cycles «Daily»
g. High & Low levels
h. Pump Fail
i. UV Lamp Fail
j. Power Cycle
Recirculation Tank Pump Operation:
This tank has (3) float switches that will control the pump on time (dose) and off time (rest) using settings that can be
easily adjusted from the touchscreen based off site topography.
a. Float Switch-1 (Redundant Off & Low -Level Alarm): When lowered, this float turns off the
pump. It is a secondary off float which will operate if the Timer On & Off float fails.
Pumping will be disabled if in the automatic mode. This float also activates the alarm
light. The alarm light will remain on until the float is lifted.
b. Float Switch-2 (Normal Timer On & Off): This float activates the Normal Timer, which
cycles the pump on and off based on the values in the Normal Timer Setting. The timer
will control the pump cycle, beginning with the off cycle.
c. Float Switch-3 (High Level Alarm): When raised, this float activates the alarm light and
audible alarm. The audible alarm may be silenced by pressing the toggle switch towards
SILENCE on the side of the control panel. The alarm light will remain on until the float
is lowered.

EZT-1 CD4Z-230-16
Drip Tank Pump and Valve Operation:
1-4 ZONE COMBO DRIP CONTROL PANEL
This tank has (4) float switches that will control the pump on time (dose) and off time (rest) and the opening and closing
of valves, using settings that can be easily adjusted from the touchscreen based off site topography. The pump dosing
cycles will be controlled by the Normal Timer Float-5. If a high in -flow condition occurs the pump dosing cycle will be
controlled Secondary Timer Float-6. At the beginning of each dose cycle the filter flush valve will open for 15 seconds
(field adjustable). Once completed the system will then open the corresponding zone valve and begin its supply line pre -
charge time of 60 seconds (field adjustable). Then complete the Normal or Secondary preset zone dose time depending
on the condition of the float-6. When finished the dosing cycle the pump will run until the pump off delay is reached 10
seconds (field adjustable) the zone valve and field flush valve will remain open for 5 minutes (field adjustable) to allow
for drainage. After completing 10 field flush cycle counts (field adjustable) the field flush valve will open and flush each
zone 5 minutes (field adjustable).
a. Float Switch-4 (Redundant Off & Low -Level Alarm): When lowered, this float turns off the
pump. It is a secondary off float which will operate if the Normal Timer On & Off float
fails. Pumping will be disabled if in the automatic mode. This float also activates the
alarm light. The alarm light will remain on until the float is lifted.
b. Float Switch-5 (Normal Timer On & Off): This float activates the Normal Timer, which
cycles the pump on and off based on the values in the Normal Timer Setting. The timer
will control the pump cycle, beginning with the off cycle.
c. Float Switch-6 (Secondary Timer): This float activates the Secondary Timer function when
lifted. The timer will cycle the pump based on the values programmed in the Secondary
Timer Settings. Starting with the dose cycle first then the resting cycle. Both the
"Dose" and "Rest" time may be different from those for the Normal Timer. The Secondary
Timer function will remain active until the secondary timer float lowers. When the
Secondary Timer function has been completed, normal timer operation will automatically
resume.
d. Float Switch-7 (High Level Alarm): When raised, this float activates the alarm light and
audible alarm. The audible alarm may be silenced by pressing the toggle switch towards
SILENCE on the side of the control panel. The alarm light will remain on until the float
is lowered.
HOME SCREEN: System Overview

EZT-1CD4Z-230-16 1-4 ZONE COMBO DRIP CONTROL PANEL
a
a
a
Navigation Buttons
1. Status of UV Lamp If Connected
2. Displays Remaining Rest and Dose Times
3. Indicates Current Step of The Controller If A Dose Cycle Was Activated.
4. Tank Level Animation & Float Status: Empty Circle = Float Down, Filled Circle = Float Up
5. Status of The Pump: Red = Stopped, Green = Running, Blinking Red = Fail
6. Displays Current Date & Time
7. Displays Number of Cycle Remaining Until A Field Flush Occurs
8. Yellow Color Indicates That The Next Dose Will Go To That Zone
9. Status of The Valve: Grey = Closed, Green = Open
10. Displays That Corresponding Zone Hand -Off -Auto Switch In The Touchscreen Is In The Off Position
11. Displays That Only 3 Zones Are Selected In Zone Settings

EZT-1 CD4Z-230-16
Quick Start Instructions:
1-4 ZONE COMBO DRIP CONTROL PANEL
➢ Press: The Setup Menus button > Enter the level 2 password
➢ Press: Recirc. Pump Dose / Rest Times Button > Enter the Normal Rest and Dose times for cycling the pump in
the recirculation tank.
➢ Press: Drip Pump Dose / Rest Times Button > Enter the Normal and Secondary Rest and Dose times for cycling
the pump in the drip tank based off the topography of the site. Enter the delay pump off delay time (Default 10
Seconds). This how long the pump runs after the dose time is finished allowing valves to open for drainage.
➢ Press: Zone Settings Button: Enter how many zones are being used (Default4). If zone flow GPM is known enter
the values per corresponding zone.
➢ Press: Filter Flush Timer Button > Enter how long to flush the filter before each dose cycle. (Default 15 Seconds)
➢ Press: Supply Line Pre -charge Button > Enter how long to pre -charge the line before the dose timer activates.
(Default 60 Seconds)
➢ Press: Drain Cycle Settings Button > Enter how long to drain the line after a zone dose the line before the dose
timer activates. (Default 5 Mnutes)
➢ Press: Field Flush Settings Button > Enter how many cycles before a field flush is enabled (Default 10 Cycles). Also
enter how long you want the zone to be flushed (Default 5 Mnutes).
➢ Press: Alarm Timers Button > Enter the High & Low alarm on/off delays for each tank (All Defaultedto 5 Seconds).
➢ Press: More Button > Enter level 3 password in the Setup Menu if you need to disable UV Lamp Fault
➢ Press: Back Button To Go Home
➢ Press: H-O-A Button > Place Recirc. Pump, Drip Pump, Filter Flush, and Field Flush in auto mode.
➢ Press: More Button in the Hand Off Auto Control Screen > Place all zones used in auto mode.
➢ Navigate back to the Home Screen
SCREENS:

BACK CONTROLMORE
RECIRC_
PUMP
DRIP
PUMP
FILTER
FLUSH
FIELD
FLUSH
HOME
Recirc. Pump Cycles Im
Recirc. Pump Cycle ETM =
Recirc. Tank High Warms MM
BACK SETUP MENU
I
RECIRC. PUMP
DRAIN CYCLE
DOSE 1 REST TIMES
SETTINGS
DRIP PUMP
FIELD FLUSH
DOSE I REST TIMES
SETTINGS
ALARM
ZONE SETTINGS
TIMERS
FILTER FLUSH - I TIMER EMAIL 1 TEXT ADDRESSES
SUPPLY LINE NETWORK SETTINGS
PRE -CHARGE TIM
PUMP DOSE 1 REST
BDRIP
BACK TIMER SETTINGS
II HOMES
NORMAL
DOSE TIME
HH 1 MM 1 SS
HH 1 MM 1 SS
DRIP PUMP
OFF -DELAY
SECONDARY
SECONDARY
REST TIME
DOSE TIME
EMM
MM
HHIMMISS
HHIMMISS
BACKHAND -OFF -AUTO HOME
CONTROL
ZONE-1 ZONE-2 ZONE-3 ZONE-4
VALVE VALVE VALVE VALVE
DRIP ONLY STATUS I HOME
Drip Pump Cycles
Drip Pump Cycle ETM '=
Drip Tank High Alarms
Drip Secondary Timer Cycles
Zone 1 Cycles [0 10 ETM Min.
Zone 2 Cycles IM NM ETM Min.
Zone 3 Cycles NM NM ETM Min.
Zone 4 Cycles MM MM ETM Min
RECIRC. PUMP DOSE 1 REST
TIMER SETTINGS
NORMA
NORMAL
o-cT Tr
DOSE TIVE
MEE
ERE
II
I(
BACK I II HOME
Enter Estimated GPM per Zone
Enter
Zane 1
Zane 3
Number of
Zones 1 - 4
Zone 2
Zone 4
123.4 GPM]123.4 GPMI

FILTER FLUSH TIMER
BACK
FILTER FLUSH
Time
Setting
imm
DRAIN CYCLE SETTINGS
DRAIN CYCLE
ALARM TIMERS
BAC
RECIRCULATION TANK
High Alarm
High Alarm
On -Delay
Off -Delay
Low Alarm
Low Alarm
On -Delay
Off -Delay
�123 Sec! i123 Sec!
HOME
HOME
DRIP TANK
High Alarm
High Alarm
On -Delay
Off -Delay
Low Alarm
Low Alarm
OrvDalay
Off -Delay
i123 Sec! i113 Sec!
SUPPLY LINE PRE -CHARGE TIMER
PRE -CHARGE
Time
Setting
HOME
FIELD FLUSH
FIELD FLUSH
Total Cycles
Time
Before Flush
Setting
Remaining
�
Cycles Until.
Flush. A2
SYSTEM HISTORY
6ACK_ -
HOURS
HOURS
Totalized
Totalized
Recirc.
Drip
Pump
Pump
History �.
yc History
RECIRCULATION TANK
DRIP TANK 77
PUMP & ALARM LOGS
PUMP & ALARM LOGS
ALARMS I
FILTER & FIELD FLUSH
POWER CYCLE LOGS
LOGS
RE K
DRIPLOGS
RIP ZONJ
UGALLONS
FLOAT CYCLES
GALLONS
RECIRCULATION DRIP �
BACK PUMP & ALARM LOGS HOME BACK) PUMP & ALARM LOGS " "
Date Recirc. Pump CyclesETM Hours _ ! Date Drip Pump CyclesETM Hoursi
12/31/20 1234 -12.34 Il2/31/20 1234 1 -12.34

7
FILTER & FIELD FLUSH
6ACK LOGS
HOME
DRIP ZONE
BAC LOGS HOM E
Date Filter Flush Cycles Filter Flush Minutes
Date 7n-1 Cycles Zn-1 Mins. Zn-2 Cycles Zn-2 Mins.
12/31/20 1234 1234
12/31/20 1234 1234 1234 1234
ALARM HISTORY LIST
BACK
HOME
FLOAT CYCLES
BACK HOME
ccurrence
RECIRCULATION TANK DRIP TANK
High High
Level Level
Secondary
Timor
Timer Timer
Enable Enable
. .
ff
Float ❑ n oat
ESTIMATED GALLONS
E-MAIL 1 TEXT ADDRESSES
BACK
HOME
BACK HOME
Maximum 45 Characters
TOTALIZED
ZONE 1
E-MAIL gBCDEFGHIJKLMNOPQRSTJVWXYZABCDEF
ZONE 2
E-MAIL ABCDEFGHIJKLMNOPORSTJVWXYZABCDEF
ZONE 3
® E-MAIL ABCDEFGHIJKLMNOPQRSTJVWXYZABCDEF
ZONE 4
ABCDEFGHIJKLMNOPQRSTUVWXYZABCDEF
E-MAIL
EL
IDENTIFIER
BACK PLC NETWORK SETTINGS
® ADVANCED SETTINGS HOME
PLC CPU Pat 1 Network
723, j :723 ::723, : l 123 :
-P- Address:
.123. j .723, ::123, : l 123 :
Subset Mask:
RESET RESET
Recirc_ Pump Drip Pump
Totalizer History Totalizer History
---- - :--- - ---- - -
Ill Gateway: IffilifflM
SETTINGS
ESET RESET
• , Zone 1 ESET Zone 2 ESET Zone 3 Zone 4
Maintenance Port: 2101
H.W3s-
Gallons Gallons Gallons Gallons

EZT-1CD4Z-230-16 1-4 ZONE COMBO DRIP CONTROL PANEL
3
4
PASSWORD SCREEN:
Level 2
**********
1
2
3
4
5
6
7
S
9
0
BS
Q
W
E
R
T
Y
U
I
0
P
CLR
al
H
S
D
F
G
H
J
K
L
CRN
1970
Z
x
G
U
B
N
M
ENT
1. Displays The User Name
2. Press Arrows To Scroll Between Users, Once You Have Selected The User Name You Want Use The Keypad To
Enter In The Correct Password.
3. Lower- & Upper- Case Characters Pop-up Screen
4. Special Characters Screen Pop-up Screen
5. Level 1 Password = DRIP
6. For Level 2 Password Access Contact E-Z Treat

0 1 1 2 3 4 5 6 7 8 9
1 11
1 d 1;7 inrh
S
E
C
rn
6
<--14
Enclosure Perspective
16�
ALDERON'
Industries
This drawing contains proprietary information
which must not be du licated, used, or disclosed
P
Mode' Number
EZT-1 CD4Z-230-16
Quote Number
Drawn B y
J. Sonnier
Page Number
e
in whole or in without written consent.
DWG
Checked By
B. Klabunde
15 16
Leading Edge Control Products
part prior
of
11015TH ST SOUTH
Notes: 1. WARNING! Electrical Shock Hazard! Disconnect
power before servicing this product. A qualified service person must install and service this product according to applicable electrical and plumbing codes.
Date
1/19/2021
PRODUCTION REPORT
HAWLEV MN, 56549
2. Install in accordance with National Electric
Code, NFPA 70, Seal all boxes, fittings, and conduit with appropriate seal devices to prevent moisture and gasses from entering enclosure.
3. Connect all grounds to a good ground. 4. Dashed lines represent field wiring - Use minimum 60 deg C Copper Wire 5. Branch Circuit Protection Device/Disconnect Means Field Provided.
Revision

Mounting Panel Layout
Device tag
Part Description
ERP #
2
Block, End Clamp, PXC, 35-5
1005000
3
Block, End Clamp, PXC, 35-5
1005000
4
Block, End Clamp, PXC, 35-5
1005000
5
Block, End Clamp, PXC, 35-5
1005000
6
Block, End Clamp, PXC, 35-5
1005000
7
Block, End Clamp, PXC, 35-5
1005000
8
Block, End Barrier, PXC, D-ST 4
1004862
9
Saddle Jumper, PXC, FBS 2-5
1004974
10
Saddle Jumper, PXC, FBS 2-5
1004974
11
Block, End Barrier, PXC, D-ST 2,5-QUATTRO
1004937
12
Block, End Barrier, PXC, D-ST 2,5-TWIN
1004468
13
Block, End Clamp, PXC, 35-5
1005000
14
Block, End Clamp, PXC, 35-5
1005000
15
Block, End Barrier, PXC, D-ST 4
1004862
16
Saddle Jumper, PXC, FBS 3-5
1004975
17
Saddle Jumper, PXC, FBS 4-5
1005310
18
Block, Partition Plate, PXC, ATP-STTB 4
1004947
19
Block, Partition Plate, PXC, ATP-STTB 4
1004947
20
Saddle Jumper, PXC, FBS 3-5
1004975
21
Saddle Jumper, PXC, FBS 3-5
1004975
23
Block, Partition Plate, PXC, ATP-STTB 4
1004947
25
Block, End Barrier, PXC, D-PTTB 2,5
1004939
26
Block, End Barrier, PXC, D-ST 4
1004862
27
Circuit Breaker Feet
1000632
28
Circuit Breaker Feet
1000632
29
Circuit Breaker Feet
1000632
30
Circuit Breaker Feet
1000632
31
Circuit Breaker Feet
1000632
32
Circuit Breaker Feet
1000632
BALLASTI.
Ballast, Fulham, WH3-120-C
1005234
BPI
Backplate, Aluminium, 18"x16"
1000361
CB1
Circuit Breaker, SQD, 2P. 20A
1001310
CB2
Circuit Breaker, SQD, 2P. 20A
1001310
CB3
Circuit Breaker, SQD, 1P, 10A
1000461
CRI.
PA, Relay, Screw Terminal, 120V, SPDT
1003211
CS1
Switch,Current,NK Tech, NO
1001837
DIN1
Rail Din, Steel, Low
1000426
DIN2
Rail Din, Steel, Low
1000426
F1
Block, Terminal, Fuse, PXC, PT 4-HESI
1004861
F2
Block, Terminal, Fuse, PXC, PT 4-HESI
1004861
F3
Block, Terminal, Fuse, PXC, PT 4-HESI
1004861
F4
Block, Terminal, Fuse, PXC, PT 4-HESI
1004861
<--12
Mounting Panel Layout
14�
ILDERO
ALDERON'
This drawing contains proprietary information
which must not be duplicated,used,ordisclosed
Mode' Number
EZT-1CD4Z-230-16
Quote Number
Drawn B y
I Sonnier
Page Number
9
in whole or in without written consent.
DWG
Checked By
B. Klabunde
13 16
Leading Edge Control Products
part prior
of
11015TH ST. SOUTH
Notes: 1. WARNING! Electrical Shock Hazard! Disconnect
power before servicing this product. A qualified service person must install and service this product according to applicable electrical and plumbing codes.
Date
1/19/2021
PRODUCTION_ REPORT
HAWLEV MN, 56549
2. Install in accordance with National Electric
Code, NFPA 70, Seal all boxes, fittings, and conduit with appropriate seal devices to prevent moisture and gasses from entering enclosure.
3. Connect all grounds to a good ground. 4. Dashed lines represent field wiring - Use minimum 60 deg C Copper Wire 5. Branch Circuit Protection Device/Disconnect Means Field Provided.
RevI$lon

1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1
Device tag
Part Description
ERP #
1
Label, Brady, 1.06" x .49", BK
1001429
BP2
Inner Door, Hoffman, Poly Pro, 18x16
1004815
HMI1
PLC, HMI, 4.3" Color, IDEC, HG1G
1002803
SW2
Switch,Toggle,On/OFF,Gaynor
1000128
HMI1
Mounting Panel Layout
<--13
Mounting Panel Layout
15�
ALDERON'
Industries
This drawing contains proprietary information
whichmustnotbeduplicated,used,ordisclosed
in whole or in part without prior written consent.
Mode' Number
DWG
EZT-1CD4Z-230-16
Quote Number
Drawn B y
J. Bonnier
Page Number
9
14 16
Checked By
B. Klabunde
Leading Edge Control Products
of
Notes: 1. WARNING! Electrical Shock Hazard! Disconnect power before servicing this product. A qualified service person must install and service this product according to applicable electrical and plumbing codes.
Date
1/19/2021
11015TH ST. SOUTH
PRODUCTION_ REPORT
HAWLEV MN, 56549
2. Install in accordance with National Electric Code, NFPA 70, Seal all boxes, fittings, and conduit with appropriate seal devices to prevent moisture and gasses from entering enclosure.
I Connect all grounds to a good ground. 4. Dashed lines represent field wiring - Use minimum 60 deg C Copper Wire 5. Branch Circuit Protection Device/Disconnect Means Field Provided.
Revision

0 1 1 1 2 1 3 4 5 1 6 7 8 9
Branch Circuit Protection Device/Disconnect Means Field Provided - 2 X Pump Load Led Field Wiring
Legend . . . . . .
Size per manufacturing specifications for Pump/Motor 120/230 VAC 0-16A MAX 60 Hz Field Supplied
Alarm/Control Source Pump Source Pump Source Pump must contain integeral Device Tag Description PTr.ma,e
120 VAC, 60Hz 120/230 VAC, 60Hz 120/230 VAC, 60Hz thermal overload protection. BALLAST2 Ballast
CB1;CB2 Circuit Breaker 2 Pole 20 A 45 In-Ib
Bottom Feed Bottom Feed Bottom Feed Ground Motor PE to Ground Lug CB3 Circuit Breaker 1 Pole 10 A 45 In -lb
Circuit Breaker Circuit Breaker Circuit Breaker CSl Current Switch NO 0.5-100A
Ll N Ll L2/N Ll L2/N F1...F3;F8 Fuse Terminal Block
(ITS Tn I7n (ITS (I7� (ITS F1...F3;F8 5 A Control Fuse
37 PUMPI;PUMP2 Customer Supplied AC Pump
I I 1.4 1.5 I I I I M1 BZK PVVS Power Supply 24VDC 30W
N1N2 CB1 5L3 6Tr �T2 SW2 Toggle Switch
I TB6 2 I I I I 31 r TB1;TB6 Terminal Block 30A
12 TB2 Double -Level Terminal Block 20A
WHT 4 41,3 112K 3L2 4T2
12 18 ,I ,I ,I �— — O I 32 — PUMP1 TB3;TB4 Terminal Block 20A
b \ \ \ 1 -_ TB5 Terminal Block 20A
CB3 TB4 1 2 I I L — — — — — O��v�12 M I 2T1 — — —�Tl PE I I TB5 Terminal Block 20A
1 I I TRANS1 Transformer, 24V
I IA3
J3B8LK
1 N3N4 N5N6 CB2 5L3 6T3 2 _32
RED 1.2 2.2 2.4 2.4 I I 33 r
12 B I I — — — — — — — — — — — 0 BLK
3L2 k-D — PUMP2
BLK
I L
Pf
2 L- 2 I 1 12K 1L1 i 2T1 Tl 34 1 PE
F8 1.1 /2.3 1.1
2 1 2 RED N1 N2
16
9 s
RED RED
16 18
1
F1 F2
2
4
RED
18
TB1
120VAC.1
R
7
RED
24
BLK
5
RED
30
GRN
18
WH18
1
PWS
]wHT17
18
ND1
PE
13
—
18
L PE N
COM
120 208 240
10
Power Supply
White
Black Red Orange
2
6
'18
PS5R-VC24
F1 - F3, F8 Fuse must be replaced with 5 Ampere
RED
18
BALLASTI
Black
white Yellow
RED
24 VDC 30W
TRANSI
type 5mm x 20 mm fast acting 250 V max
V+ V-
Spare fuses provided in packet
1
02
I
20
21
22
25
26
Blue
24 VAC
Yellow
DVAC
BLK
18
WHT
18
YEL
18
RED
18
RED
18
39
BLU
41
YEL
18
HTR1 I TB5
1
2
3
28
z9 3s
36
18
XL
L
fl fl x� I
19
11
23
4
27
BLU
18
BLU WHT/BLU
18 18
WHT/BLU
18
1
RED
WHT
1a
YEL
1a
CAUTION: Nonmetallic enclosures does not provide
2.4
1a
18
1a
IF
F3
grounding between conduit connections. Use grounding
B
CS'
24VDC.1
OVDC.1
2
bushings and jumper wires.
14
BLU UV Lamp
N3
2,6
2.1
40
RED
ATTENTION: Les boitiers non-metalliques ne permettent
Red
Blue 1. SW2
coM �No�
11
24 VDC.2
18
pas de mise a la terre entre les connexions de conduits.
TB2 27 26 3.4 OVDC.2 V Utilisez des manchons de mise a la terre et des flls de liaison.
UV Lamp 3.4 24VAC OVAC
<=INTRODUCTION/2 Schematic 2.4 2.7 2�
ALDERON
Indusl
This drawing contains proprietary information
which must not be duplicated, used, or disclosed
in whole or in part without prior written consent.
Model
DWG Number
EZT-1 C D4Z-2 30-16
Quote Number
Drawn By
B. Nelson
Page Number
1 3
Checked By
B. Klabunde
dl is
Leading Edge Control Products
of
Notes: 1. WARNING! Electrical Shock Hazard! Disconnect power before servicing this product. A qualified service person must install and service this product according to applicable electrical and plumbing codes.
Date
1/19/2021
11015TH ST. SOUTH
HAWLEY MN, 11549
2. Install in accordance with National Electric Code, NFPA 70, Seal all boxes, fittings, and conduit with appropriate seal devices to prevent moisture and gasses from entering enclosure.
3. Connect all grounds to a good ground. 4. Dashed lines represent field wiring -Use minimum 60 deg C Copper Wire 5. Branch Circuit Protection Device/Disconnect Means Field Provided.
Revision

0 1 2 3 4 5 1 6 7 8 9
Recirculation Drip Floats High Level Legend Field Wiring
High Level Secondary Timer F57 � � � � � � Field Supplied
Dose Enable FS3 Dose Enable FS6 O Device Tag Description
Redundent Off FS2 Redundent Off FS5 C) r Bl Buzzer 120V Sue
O S1 -0 r O S4 [1 r I I CF7 Relay, retinal, SPDlock 7.1In-Ib
I 1 � I I I I F4... F7 Fuse Terminal Block
I I 1 � 1 11 I I I I F4.LT1 S A Control Fuse
LT1 Red Beacon 15W
i i 1 1 1 1 1 1 1 1 1 1 1 1 111;M2 Contactor 18 A- 120V Coil 15 In -lb 15 In -lb
T T T T T T T T T T T T T T PLCl PLC, 14I/100
i TB2 2 1 4 1 6 1 8 1 101 121 14 SWl Toggle Switch SPDT
24VDC.1 TB2 Double -Level Terminal Block 20A
TB2 1 3 5 B.. 7 9 11 13
45 18 B L F4-F7 Fuse must be replaced with 5 Ampere
BILE18 1 type 5mm x 20 mm fast acting 250 V max
1a Spare fuses provided in packet
44 47 54 59 60 63 t
67 70 7 R/ 1.0
BLU BLU BLU BLU BLU BLU LU BLU BLU RED 18 18 18 18 18 8 18 18 18 68
BILE
PLC1 18
ICOM I0 Ilbb I3 I4 I5 I6 I7 I10 Ill I12 bbI13 I14 I15
�I21
775
BILE BILE
18 18
24VDC IN
MICROSma rt COM
Analog IN
SW1
FGA-C24R10E (NO)1 of cNO) 2
Serial Test slence
u56 R OUT R .OUT R .. O
IS
SERIAL Ethernet OVDC 24VDC PE COMO 00 O1 02 03 COM1 04 05 06 07 COM2 010 O11u3.6 66 69 72 64 76 n 13NO 3NO
43 49 53 58 61 PNK PNK PNK 71 73 PNK PNK fNKGRY RED RED RED RED 18 18 18 GRY PNK 18 18 8 M1 M2
18 46 18 18 18 18 1a 18 14N0 .3T14NO
GRN
18
1 1 1 1 TB 2 16 18 20 22 24 26
F4 F5 F6 F7 TB2 11 11 191 211 21 251 IF
so 52 55 2 I I I I I I I I I I I I OVAC
PE
RED RED RED 12 14
OVDC•1 18 18 18 56 6z 1 IA11 IA11 IA11 IAl 1 IA11 IA1 1. CR1
1.4 GND1 — 18 RED I I I I I I
Zl Z2 Z3 Z4 ZF FF 11
Al Al Al 1 1 I I I I I I
i 241.5 A2 A2 A2 A2 A2 A2
M1 M2 CR1 LT1 B1 15 79 80
YEL EL
/� A2 A2 A2 2 2 Zone Control Zone Flush Filter Flush 1a 1a
120VAC.1 51
READ
57 WHT 16 TB2 29 30
18 18 18 18
1.0
WHT N5 / 1.1
N4 18 N6 / 1.1 Dry Alarm Contacts
<-- 1 1.1 Schematic 3
This drawing contains propnetary information Quote Number Drawn B J. Sonnier Page Number
ALDERON' Whichmustnotbedu licated,used,ordisclosed Mode' Number EZT-1CNZ-230-16 y 9
Industries P
Leading Edge Control Products in whole or in part without prior written consent. DWG Checked By B. Klabunde 2 Of 3
11015TH ST SOUTH Notes: 1. WARNING! Electrical Shock Hazard! Disconnect power before servicing this product. A qualified service person must install and service this product according to applicable electrical and plumbing codes. Date 1/19/2021
HAWLEY MN, 56549 2. Install in accordance with National Electric Code, NFPA 70, Seal all boxes, fittings, and conduit with appropriate seal devices to prevent moisture and gasses from entering enclosure.
3. Connect all grounds to a good ground. 4. Dashed lines represent field wiring - Use minimum 60 deg C Copper Wire 5. Branch Circuit Protection Device/Disconnect Means Field Provided. Revision

0 1 2 3 4 5 6 7 8 9
Legend Field Wiring
. Field Supplied
Device Tag Description
CBLl Ethernet Cable Cat5
GNDI 8P Ground Bar 30In-Ib
HMI1 HMI Display 2.2In-lb
OVDC.2 24VDC.2
HMI1
USB2
GND1 81 HG 1G-4VT22TF-B «USB1
II1 I PE (T� (T� (T� (7� (T� (7� (T� (7� (T�
PE I SD I RD I RS I CS I SG I SDA I SDB I RDA I RDB LAN
CBL1
38.228 In
SERIAL
2.0
<-- 2
Schematic
= PRODUCTION_REPORT/1
ALDERON'
Industries
This drawing contains proprietary information
which must not be duplicated,
P
Mode' Number
EZT-1CD4Z-230-16
Quote Number
Q
Drawn B y
B. Nelson
Page Number
9
in whole or in without written consent.
DWG
Checked By
B. Klabunde
3 3
Leading Edge Control Products
part prior
of
11015TH ST. SOUTH
Notes: 1. WARNING! Electrical Shock Hazard! Disconnect
power before servicing this product. A qualified service person must install and service this product according to applicable electrical and plumbing codes.
Date
1/19/2021
HAWLEV MN, 56549
2. Install in accordance with National Electric
Code, NFPA 70, Seal all boxes, fittings, and conduit with appropriate seal devices to prevent moisture and gasses from entering enclosure.
3. Connect all grounds to a good ground. 4. Dashed lines represent field wiring - Use minimum 60 deg C Copper Wire 5. Branch Circuit Protection Device/Disconnect Means Field Provided.
ReVI$lon

�• ' t N
EMSERIES
EFFLUENT PUMPS
Ideal for filtered effluent service, aeration, and ornamental fountains and
waterfalls, equipped with the power, performance, and reliability you
expect from Franklin Electric E-Series Electric.
s _ f
i
franklinwater.com

E-SERIES EFFLUENT PUMPS
FEATURES
■ Ideal for effluent pumping applications
■ Stainless steel or thermoplastic discharge and motor bracket are tough and
non -corrosive. Both materials are highly resistant to damage by minerals,
metals, and other substances typically found in water
■ Heavy-duty, 300 V,10' SJ00W motor leads
■ Designed to provide years of reliable service:
■ 10 and 20 gpm units are equipped with a highly -engineered shaft bearing with built in
dry -run protection
■ High -flow 35 to 90 gpm units are built with a proven and durable ceramic sleeve bearing
■ Water flow path through the discharge of the pump is designed to pass particulate to allow for efficient
and continuous operation
■ Proven hydraulic staging allows close tolerances and increased performance
■ Carbon phenolic upthrust washer prevents excessive wear in severe applications
■ Removable built-in check valve on 10-20 gpm pumps. No built-in check valves
on high capacity pumps
■ Powered by a Franklin Electric submersible motor
THERMOPLASTIC ORDERING OR
Single -Phase
GPM HP Volt Wire Model d ,
10
1/2
115
2
lOFE05P4-2W115 94741005
1/2
230
2
10FE05P4-2W23o 94741010
3/4
230
2
10FE07P4-2W230 94741015
1
230
2
10FE1P4-2W23o 94741020
1.5
230
2
10FE15P4-2W230 94741025
20
1/2
115
2
20FE05P4-2W115 94742005
1/2
230
2
20FE05P4-2W230 94742010
3/4
230
2
20FE07P4-2W230 94742015
1
230
2
20FE1P4-2W230 94742020
1.5
230
2
20FE15P4-2W230 94742025
STAINLESS STEEL ORDERING INFORMATION
1/2-1.5 HP Single- Phase Units (2-Wire)
1/2
1/2
735 3/4
1
1.5
2
115
35HE05S4-2W115
93933505
2
230
35HE05S4-2W230
93933510
3
230
35HEO7S4-2W230
93933515
5
230
35HE1S4-2W230
93933520
7
230
35HE15S4-2W230
93933525
45
1/2
2
115
45HE05S4-2W115
93934505
1/2
2
230
45HE05S4-2W230
93934510
3/4
3
230
45HE07S4-2W230
93934515
1
4
230
45HE1S4-2W230
93934520
1.5
5
230
45HE15S4-2W230
93934525
60
1/2
2
115
60HE05S4-2W115
93936005
1/2
2
230
60HE05S4-2W230
93936010
3/4
3
230
60HE07S4-2W230
93936015
1
4
230
60HE1S4-2W230
93936020
1.5
5
230
60HE15S4-2W230
dh 93936025
90
1.5
4
230
90HE15S4-2W230
93939025
NOTES Discharge is1"NPT with no built in check valve; maximum diameteracross cable guard is 3.90"on
all models
THERMOPLASTIC
..
1/2 6
10FE05P4-PE
94751005
1 3/4
1
1.5
8
10FE07P4-PE
94751010
11
IOFE1P4-PE
94751015
15
10FE15P4-PE
94751020
1/2
4
20FEO5P4-PE
94752005
3/4
5
20FE07P4-PE
94752010
1
7
20FE1P4-PE
94752015
1.5
10
20FE15P4-PE
94752020
2
12
20FE2P4-PE
94752025
NOTES: Discharge is 1-1/4"NPT; maximum diameter across cable guard is 3.90"on all models
Capacity
StagesGPM HP odOrder
35
1/2 2
35HE05S4-PE
93923502
3/4
3
35HE07S4-PE
93923503
1
5
35HE1S4-PE
93923505
1.5
7
35HE15S4-PE
93923507
2
9
35HE2S4-PE
93923509
3
12
35HE3S4-PE
93923512
45
1/2
2
45HE05S4-PE
93924502
3/4
3
45HE07S4-PE
93924503
1
4
45HE1S4-PE
93924504
1.5
5
45HE15S4-PE
93924505
2
7
45HE2S4-PE
93924507
3
10
45HE3S4-PE
93924510
60
1/2
2
60HEO5S4-PE
93926002
3/4
3
60HE07S4-PE
93926003
1
4
60HE1S4-PE
93926004
1.5
5
60HE15S4-PE
93926005
2
7
60HE2S4-PE
93926007
3
10
60HE3S4-PE
93666010
90
1.5
4
90HE15S4-PE
93929004
2
6
9oHE2S4-PE
93929006
3
8
1 90HE3S4-PE
93929008

E-SERIES EFFLUENT PUMPS
10 GPM - -l- ,
METERS FEET
200 650
1MO 600
550
160
500
140 450
120 400
350
100
300
SO 250
60 200
40
150
100
20 50
0 0
0 05 1.0 15 20 25 3.0 35 M/H
35 GPM
MEIERS FEEI
120 400
350
100
300
SO
250
60 200
150
40
100
20
50
0 J 0
0 2 4 6 S 10 12 M'/H
60 GPM
METERS FEFI
90 300
275
SO
25U
O 225
60 200
175
50
150
40 125
30 100
6
20
50
10 Ls
0 J 0
0 10 20 30 40 50 60 70 SO 90 GPM
0 2 4 6 S 10 12 14 16 18 20 M/H
20 GPM
MFTFRS FFF3
120
100
W
60
40
20
0
FPS
450
400
I.S H
350
300
IHP
250
200
3/4H
150H
_
100
`
50
0 0 5 10 15 20 25 30 GPM
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 M'/H
45 GPM
METERS FEET
120
no 350
100
90 300
SO 250
70
60 200
50
150
40
30 100
20
50
10
0 0
PUMP OPERATING RANG[
f­ REST EFFICIENCY RANGE
5 GPM
0 10 20 30 40 50 60 70 GPM
0 2 4 6 S 10 R 14 16 M%H
90 GPM
PUMP OPERATING RANGE
METERS F 1 1 1 REST EFFICIENCY RANG[
220
60 200
1MO
50 160
140
40
11U
30 100
SO
20 60
40
10
20
0
3 HP
72 HP
-----------------
IHP
3/4 HP
1/2HP
10 GPM
0 20 40 60 SO 100 120 GPM
0 2 4 6 S 10 12 14 16 18 20 22 24 26 28 30 M/H
3P
2P
1.
HP

E-SERIES EFFLUENT PUMPS
7m7Dimensions
DIMENSION
9.1 9.5 18.6 6 24
2
2
9.1
9.5
18.6
6
24
3
10.3
10.7
21.0
7
28
35
5
12.9
11.7
24.6
8
32
7
15.4
15.1
30.5
9
38
9
17.1
15.1
32.2
11
44
3
12
20.9
19.0
40.0
12
53
1/2
2
9.9
9.5
19.4
9
27
1/2
2
9.9
9.5
19.4
9
27
3/4
3
14.3
10.6
24.9
10
32
45
1
4
16.5
11.7
28.2
11
35
1.5
5
18.8
15.1
33.9
14
43
2
7
17.6
15.1
32.7
10
43
3
10
22.9
19.0
41.8
11
52
1/2
2
9.9
9.5
19.4
10
28
1/2
2
9.9
9.5
19.4
10
28
3/4
3
12.1
10.6
22.7
11
32
60
1
4
14.3
11.7
26.0
12
35
1.5
5
16.5
15.1
31.6
13
44
2
7
23.5
15.1
38.6
11
44
3
10
33.3
19.0
52.3
13
54
1.5
4
17.3
15.1
32.4
14
43
90
2
6
23.4
15.1
38.5
11
44
3
8
31.4
19.0
50.4
13
54
NOTES: PE= Pump end only, PMA = Pump and motor assembly;Maximum diameter with cable guard is5..90'
Franklin Electric
Thermoplastic
A
C
B
Stainless Steel
A
C
B
franklinwater.com MF2140 08-21

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
Site Map
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

LEGEND
HYCO LAKE
500' SETBACK FROM
TREATMENT/DISPOSAL
SURFACE IRRIGATION DRIPFIELD
COMPLIANCE BOUNDARY
AT PROPERTY LINE PER 500' SETBACK FROM
15A NCAC 02L .0107 (a) TREATMENT/DISPOSAL
/ p REVIEW BOUNDARY IDPOINT
COMPLIANCEBOUNDARYAND WASTE // APPROXIMATE LOCATION OF
BOUNDARY (15A NCAC 02L .0108) /� PROPOSED DWELLING
APPROXIMATE LOCATION OF
�� �� � � PROPOSED DRIVEWAY
ANCHOR WATCH TERRACE
45' PRIVATE R/W
1R' PAVFr) I A lrf
HYCO LAKE
420
ADJACENT BOUNDARY W J
BOUNDARY (PROPERTY) Q N Q
RIGHT-OF-WAY 0
CONTOURS -INDEX O Q
41£-- CONTOURS - INTERMEDIATE
- - - - - - - - - - - INTERPOLATED DRAINFIELD LINES
— — — — — — — EDGE OF PAVEMENT
EASEMENT LINE
W
PROPOSED WATER LINE
INITIAL DRIP LINES
RETURN LINES
SUPPLY LINES
DIVERSION BERM
S
SOIL BOUNDARY
— • — • — • —
— SUITABLE SOILS BOUNDARY
x
PROPOSED FENCE
RETURN MANIFOLD
®
SUPPLY MANIFOLD
CO
CLEAN OUT
CP
CONTROL PANEL
EZRT
E-Z TREAT RECIRC. TANK
E-Z
E-Z TREAT TREATMENT UNIT
FDT
FIELD DOSING TANK
ST
SEPTIC TANK
HU
HYDRAULIC UNIT
UV
ULTRAVIOLET DISINFECTION
M
METER
ZV
ZONE VALVE
RS
RAIN SENSOR
SOIL DESCRIPTIONS
SmB Siloam loam, 2to 8
percent slopes
SmF Siloam loam, 15to45
percent slopes
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w 1201 c
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GRAPHIC SCALE: 1 " = 200'
0 100 200 400 (300
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Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
Operation & Maintenance Plan
rrrr
0
SE" ' A : Q
0 051201
'74�O •. �iyGINE��''���;
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

Operation and Maintenance Plan
System Background
The wastewater treatment and disposal system has been designed to treat the generated domestic
wastewater from a resident dwelling. The system consists of the following:
• One (1) 1,000-gallon septic tank with PolyLOK PL-122 effluent filter
• One (1) Model 600 E-Z Treat recirculating media filter (treatment unit)
• One (1) 1,000-gallon recirculation tank
• One (1) Recirculation pump (Sized by Manufactor)
• One (1) 3,500-gallon field dosing / storage tank
• One (1) field dosing pump (as shown on construction drawings)
• One (1) flowmeter
• One (1) rain sensor
• Surface drip irrigation field with sufficient drip lines, and all the necessary appurtenances.
Each of these treatment units are described in additional detail below.
The septic tank has been sized to provide at least 48 hours of anaerobic treatment and solids
removal. Domestic wastewater generated from the residence will enter the first chamber of the
tank by gravity, where solids settle to the bottom and scum floats to the top. The settled solids are
anaerobically digested, reducing the volume of solids. The remaining liquid flows through the
baffling wall into the second chamber, where further settlement takes place. A PL-122 Polylok,
or approved equal effluent filter will be housed in the second chamber of the septic tank to prevent
solids from reaching the E-Z Treat recirculation tank.
Septic tank effluent will drain into the recirculation tank to receive aerobic treatment. The
recirculation tank will house a recirculation pump. Wastewater will then be pumped from the
recirculation tank onto an E-Z Treat treatment unit where a spray manifold mists the wastewater
over a media filter bed to maximize aerobic digestion by the microbes present. The E-Z Treat
treatment unit effluent will flow by gravity back into the E-Z Treat recirculation tank to receive
additional treatment or (if dosing is complete) to the field dosing / storage tank through the bypass
valve.
The field dosing tank has been sized to store up to 5-days of daily flow in the event of heavy rain
or power failure. The effluent from the field dosing tank will be pumped to the surface drip
irrigation field.
The E-Z Treat recirculation and field dosing tanks are connected to audible and visible highwater
alarms. These alarms will alert the operator when too much wastewater has accumulated in the
tanks so that he may turn on the pumps to empty the tank. If the property, otherwise specified on
the construction drawings, is served by a well system, water will not be used during a power failure.
A standby generator shall be provided if stated in the permit statements.
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00

Pumps:
There are two pumps within the wastewater treatment system. One (1) E-Z Treat treatment unit
recirculation pump. One (1) drip field dosing pump will be provided as specified on the
construction drawings, or equivalent as approved by the engineer. Both pumps will be connected
to the control panel. Pump efficiency shall be monitored by recording the amperage supplied to
the pump. A sudden decrease in efficiency will indicate that the pump must be replaced. Pump
replacement can be accomplished by disconnecting pumps from the power supply and unscrewing
them from the attached piping.
E-Z Treat Treatment Unit:
The Model 600 E-Z Treat treatment unit will be used to provide aerobic treatment to the septic
tank effluent as well as removing suspended solids not removed by the septic tank. The media
filter bed will be housed in the container provided by E-Z Treat. The E-Z Treat treatment unit will
be dosed by a recirculation pump with a distribution system placed above the styrene media which
will discharge onto the media. The underdrain system will transport the E-Z Treat treatment unit
effluent back into the recirculation or field dosing / storage tank.
Ultraviolet Disinfection Unit:
The ultraviolet disinfection unit will be used to treat the E-Z Treat treatment unit effluent before it
reaches the field dosing / storage tank. The ultraviolet disinfection unit shall be E-Z Treat (Model
E-Z UV 102) or approved equal by engineer.
Rain gen-.nr-
A Hunter Mini-Clik rain sensor shall be installed adjacent to the hydraulic unit in an area that will
receive precipitation (i.e., that is not covered by trees). The sensor will only be used for the drip
irrigation pump to cease operations during wet conditions. The field dosing / storage tank will
store the treated wastewater for more than five days; however, it may be necessary to override the
control system following large precipitation events if the tank is above capacity. During wet
conditions, the sensor will send a signal to the pump controls to inactivate the pump. If it becomes
necessary to release wastewater from the tank, the Mini-Clik may be turned off and the pump
switched on manually.
Drip Irri ati�on System:
The drip irrigation field will be dosed by the field dosing pump. The drip field zoning criteria and
drip lines shall follow as specified on the construction drawings. All zones shall operate
independently. Each emitter shall be capable of delivering 0.60 gph.
Crop Maintenance and Management:
The drip area should remain as original condition and be planted with a fescue, rye, or Bermuda
grass as needed in compacted areas. The wastewater applied to the trees or grass (if needed) will
provide ample moisture and nutrients to promote plant growth. All dead trees if applicable, newly
grown vegetation and newly grown trees less than 1 inch shall be removed yearly. Weed Eat
vegetative cover to a minimum height of 4 inches if applicable to ensure vegetation does not
interfere with the system operation.
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00 2

System Operation
The wastewater treatment system is designed to dose the E-Z Treat treatment unit every 14 minutes
to 20 minutes with 34 gallons of septic tank effluent. If less than 34 gallons of wastewater is
available, the low-level signal will inactivate the pump. The control panel will activate the field
dosing pump and associated control valve to dose the drip field. Flow to the drip field is designed
for a maximum dose as shown on the construction drawings. The volume dosed is controlled by
the "run time" set on the dose run/rest interval timer for each zone. The pump will de -energize if
the low water level "pump off' float is activated. The flow meter installed in the hydraulic unit
will track the volume of wastewater irrigated.
If the highwater level "alarm" float switch is activated, the system will energize the audible and
flashing alarm fixtures. Once energized, the flashing and audible alarm units may only reset
manually. If the alarm light begins flashing after being reset, it means that either there is a clog in
the system or the pump has failed. This may be corrected by simply pressing the reset button. If
this doesn't energize the pump, the wet well will have to be opened and the pump removed to
check for deficiencies or an object that may be clogging the system. If there are no obvious flaws
on the pump itself and no objects inside the pump tank, restore the pump and try resetting it again.
If the pump still does not work, contact the pump manufacturer.
Both the E-Z Treat treatment unit and drip irrigation pump controls shall include, but not be limited
to an "auto/manual" system control switch, stop/start switch, non-resetable elapsed time recorder
for each pump, and individual pump run lights. The control panel shall contain NEMA 4X
enclosures. All supporting control units, if not housed within the pump control panels, shall be in
a separate NEMA 4X enclosure.
No heavy traffic shall be driven over the treatment units or drip field at any time. This access is
restricted in order to protect the health and safety of people. It is important that the drip area in
non -wooded or compacted areas be seeded with grasses or trees to establish vegetation. The
vegetation will absorb any nutrients remaining in the treated wastewater, and the treated
wastewater will promote the growth of the vegetation. The vegetation will absorb any nutrients
remaining in the treated wastewater, and the treated wastewater will promote the growth of the
vegetation. The vegetation will need to be maintained so that it does not interfere with the
performance of the drip irrigation system.
System Maintenance
To ensure a smooth operating system, regular maintenance shall be performed on each treatment
unit. The maintenance for each unit is detailed on the plans and is displayed in the following table.
Further system maintenance information shall refer to the manufacturer's literatures.
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00
3

Operation and Maintenance Tasks
Unit
Frequency
Task
3 — 6 months
Check for solids accumulation, blockages, or baffle
Septic Tank: damage
damages, in/exfiltration, pump septage.
Septic Tank: solids and
12 months
Pump out accumulated solids if necessary, remove scum
scum
layer.
Effluent Filter: Testing
3 — 6 months
Check and clean as needed.
Effluent Filter:
12 months
Replace each time septic tank is pumped.
Replacement
E-Z Treat Treatment
monthly
Inspect control/alarm panel, recirculation tank, and E-Z Treat
Unit
treatment unit (filter pod).
weekly
Wipe (clean) UV lamp, check intensity and replace lamp
Ultraviolet Disinfection
when required.
Pump Tanks:
weekly
Check pumps, controls, alarms, elapsed time meters.
Pumps and Controls
Pump Tanks:
3 — 6 months
Check for solids accumulation, or infiltration and
Solids and Potential
exfiltration.
Leaks
Pump Tanks:
12 months
Remove scum layer when septic tank is pumped.
Scum Accumulation
2 — 4 weeks
Weed Eat vegetative cover to a minimum height of 4 inches
Drip Field:
if applicable to ensure vegetation does not interfere with the
Vegetation
system operation.
Drip System:
3 — 6 months
Check for leaks in force mains, odors, ponding, and erosion
Piping and Distribution
to ensure runoff does not occur in drip area.
Equipment
Pumps, Distribution
monthly
Check flow meter readout and compare to recorded flows,
Piping, and Alarm
check pumps for leaks.
System
Pumps, Distribution
quarterly
Remove filter covers and inspect for accumulation of debris.
Piping, and Alarm
System
Pumps, Distribution
semiannually
Remove and lubricate O-Rings on filter canister, replace if
Piping, and Alarm
damaged. Clean filter discs at hydraulic tubing feed.
System
annually
Remove filter disc cartridge and replace, clean cartridge and
store for next annual replacement. Dig along side dripper
Pumps, Distribution
line and remove small section with emitter, repair with
Piping, and Alarm
"RAM" couplings and new tubing, inspect removed tubing
System
for excess slime or buildup. Flush dripper lines with
chemical solution as needed. Check and or replace batteries
in flow meter.
Control Panel and
6-12
Check amp readout and compare to manufacturers
Pump Efficiency
months
instructions.
*Tanks should not be pumped during wet conditions.
East Coast Investors, LLC — Peninsula at Hyco Lake Lot 13
Surface Drip Irrigation with EZ Treat TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: C08613.00

Eliiiiiiiiiil�lz4w�OITREAT
;;Qwwl
Re -Circulating Synthetic Filter
Operation
and Maintenance
Manual
NSF.
Models bearing the NSF mark are certified Class I
to one or more of thefollowing standards:
NSF/ANSI 40
NSF/ANSI245
NSF/ANSI 350
©2017 E-Z Treat 2-2017

A
TABLE OF CONTENTS
1.0 General Instructions
2.0 Basic Operation and Maintenance Requirements
2.1 Septic Tank
2.2 Re -Circulation Tank
2.3 Control Panel/Pumps/Alarms
2.4 E-Z Treat Re -circulating Synthetic Filter
2.5 Cleaning the Filter Media
2.6 Replacement of Media Mattress
3.0 Attention System Owner and Users
1
2
2
3
3
4
5
6
7

r�
1.0 General Instructions
E-Z Treat Company requires regular life time inspection and lifetime maintenance of the E-Z Treat
Re -circulating Synthetic Filter, as a condition of purchase and ongoing operational compliance.
The inspection and maintenance interval should be no less than annually. For NSF listed systems
or per applicable state regulatory requirements, the inspection and service interval shall be a
minimum of every 6 months for the first two years and at a frequency per state regulations there-
after. The mandatory service contract will include a performance based system inspection. The
service provider must be trained and certified by E-Z Treat Company or authorized representative.
All inspection and maintenance reports
must be forwarded, along with any
additional documentation, to E-Z Treat
Company, the local authorized E-Z Treat
Dealer, and all required or designated
regulatory agencies.
This manual contains a list of the
routine maintenance procedures that
are required by E-Z Treat Company.
Failure to perform the required system
maintenance could reduce the desired
performance of the system and will
void the warranty on the E-Z Treat
Re -circulating Synthetic Filter system.
The E-Z Treat Re -circulating Synthetic Filter system should be inspected by an
authorized service provider at start-up and for all inspections thereafter.
E-Z Treat Re -Circulating Synthetic Filter Pods
Model 600
Model 1200
Pods can be configured in multiples for higher flow systems.
Call: 703.753.4770 or visit: eztreat.net
©2017 E-Z Treat

2.0 Basic Operation and Maintenance Requirements
2.1 Septic Tank
The septic and re -circulation tank shall be
inspected annually to ensure they are oper-
ating properly. Remove the access covers
over the tank openings to perform the
inspection.
1. Verify the lid and riser assemblies are
watertight. Check for any damaged, water
weeping marks, holes or cracks. The system
must remain watertight to perform properly.
-�
2. Remove, clean and replace the outlet
lD
effluent filter in accordance with the
instructions provided by the effluent filter
r+
manufacturer.
O
3. Inspect the liquid level in the septic tank,
it should be level with the bottom of the
7
iL
outlet pipe.
3
4. Inspect the effluent and scum layers in
the septic tank. Look for oil or any other
�.
r+
contaminants that are not normal.
(D
:3
5. Verify the tank has received its scheduled
pumping and cleaning. Check the solids
n
layer in each of the tanks. If the solids layer
is excessive have the tank pumped.
3
!y
C
!y
2.2 Re -Circulation Tank
The re -circulation tank shall be inspected
annually to ensure it is operating properly.
Remove the access covers over the tank
openings to perform the inspection.
Verify that the lid and riser assemblies are
watertight. Check for any damaged, water
weeping marks, holes or cracks, the system
must remain watertight to perform properly.
1. Inspect the liquid level in the re -circulation
tank, it should be level with the bottom of
the outlet pipe.
At initial system start-up, remove the end
caps from the spray manifold. Operate the
re -circulation pump by turning the pump
control to the "HAND -ON" position. Let
the pump run for one minute then turn the
pump control to the "OFF" position repeat
this procedure three times to flush any
construction debris such as dirt or pipe
shavings from the spray manifold. Replace
the end caps hand tight —do not use
wrenches or pliers. Re -set the pump con-
trol selector switch to the "AUTO" position.
Inspect the float by-pass valve. Manually
start the re -circulation pump and observe
the float ball valve, the ball should drop as
the liquid in the re -circulation tank drops the
effluent returning from the E-Z Treat pod
should flow back into the re -circulation tank
and should not flow out the discharge pipe.
4. Verify that all the re -circulation pump
floats are in good condition, properly
secured to the float bracket and are able to
move freely within the re -circulation tank.
Observe the system as it re -circulates.
Visually verify all flows through the system.
Call: 703.753.4770 or visit: eztreat.net ©2017 E-Z Treat

r�
2.3 Control Panel/Pumps/Alarms
1. Check the functions of the E-Z Treat Re -circulating Synthetic Filter control panel.
Control: Main Control "ON/OFF" switch
Function: Turns power ON or OFF
Control: System Setting Switch "MANUAL ON" and "AUTO ON"
Function: "MANUAL ON" overrides all float switches and time clock switches
"AUTO ON" allows for normal operations dictated by the time clock and float switches.
Control: Timer "MINUTES ON" and "MINUTES OFF"
Function: Controls run time of re -circulation pump i.e. GPD re -circulated through media.
Control: High and Low Water Alarm "ALARM ON", "ALARM AUTO" and "ALARM SILENCE"
Function: "ALARM ON" will manually turn on the audio/visual alarms.
"ALARM AUTO" is the normal operational setting and "ALARM SILENCE"turns off the alarms.
Check re -circulation pump. Place the system
in the manual mode by turning the recircula-
tion pump switch to "ON". The re -circulation
pump should begin to supply effluent to the
spray nozzles in the treatment pod.
2. Check the voltage and motor amp draw
and record the readings. If the readings
are beyond the limits of the NEC recom-
mendations, have an electrician check
the main service line feeding the system
control panel.
Light will burn Green to indicate
re -circulation Pump is OFF.
Light will burn RED to �►
indicate re -circulation Pump is ON.
Rotate dial to desired minutes ON.
Clock face screw will change the
clock face from a maximum time
of 1.5 units to a maximum of 30 units.
Always set the clock face to 30. -►�}y
Rotate dial to desired minutes OFF
Call: 703.753.4770 or visit: eztreat.net
3. Place the system in the normal operating
mode by turning the re -circulation pump
switch to "AUTO". Verify the timer
ON/OFF settings are the same as set at
system start-up. Record those timer
settings in the system log.
4. Verify the accuracy of the system ON/OFF
Timer. To accomplish this use a stop
watch and verify the length of time the
re -circulation pump is OFF then verify the
time the re -circulation pump is ON, those
times should match the ON/OFF Timer
settings in the control panel.
Window will display OFF "Sec", "Min" or "He'.
Rotate OFF screw until
"Min" appears in window.
OFF screw displays
seconds, minutes or hours.
r Window will display ON
"Sec", "Min" or "He'.
M •F- Rotate ON screw until
0 "Min" appears in window.
ON
tON screw displays seconds, minutes or hours.
©2017 E-Z Treat 3

5. Confirm the operation of the visual and
audible "HIGH" and "LOW" water alarms.
The control has an alarm switch clearly
marked Alarm "ON", Alarm "AUTO" and
Alarm "SILENCE" Place the alarm switch in
the "ON" position, you will hear a loud
buzzer and see a red flashing light. Move
the switch to the Alarm" SILENCE" position
the red light and buzzer will go dormant.
6.Once the alarms have been triggered
return all settings to their original position
of Alarm "AUTO" (If applicable, verify the
operation of the telemetry unit by checking
the alarm notations on the website.)
2.4 E-Z Treat Re -circulating Synthetic Filter
7. Verify the floats are operational by manually
raising and lowering the floats to simulate
the systems normal operation. Verify proper
operation of "High Level Float" by lifting
the float while the system T is in the "OFF"
time mode, the re -circulation pump should
turn on over riding the "OFF" timer, the
Visual and Audible alarms should activate.
Return the float to its normal position the
re -circulation pump will turn off. Reset the
alarms and manually lower the "Low Water
Float" with the timer in the "ON' mode, the
re -circulation pump will turn off and the
visual/audible alarms will activate. Return
the float to the normal position and the
re -circulation pump will run. Reset the
alarms.
8. Properly re -install and secure all tank
accesses!
The E-Z Treat Re -circulating Synthetic Filter should be inspected to ensure it is operating
properly. Remove the pod cover to perform this inspection. Each E-Z Treat system should be
installed with a sample box located on the final discharge side of the treatment system, this
sample box is ideal for grab samples. If the installer failed to install a sample box grab samples
can be taken from the pump discharge tank. Many state regulations include instructions for
taking grab samples those rules and procedures supersede E-Z Treat.
1. Take a grab sample of the effluent check for:
a. Odor, the effluent may have an earthy
or musty smell there should be no
strong or offensive odors present.
b. Color, the effluent should be clear and
absent of any color.
c. Solids, there should be no visible
suspended solids
d. Solids, let sample set for 15 minutes,
there should be no visible settling of
solids.
e. Test the pH, it should measure 6.9 to 7.5
If there is odor, color or solids clean the media
If the pH is below 6.9 reduce the re -circulation
rate by increasing to "OFF" time on the Time
Clock Control. Recheck the pH in 90 days.
Call: 703.753.4770 or visit: eztreat.net
2.Observe the spray distribution nozzles
during operation. If a nozzle appears to
be clogged or if the spray pattern is not
uniform, remove the nozzle and clean the
nozzle using a pipe stem cleaning brush.
3. Record the pressure reading on the dis-
tribution manifold gauge. Compare that
pressure to the pressure recorded at the
previous inspection. The pressure should
read 18 to 25 PSI.
a. Verify the pressure gauge on the spray
distribution manifold is performing
properly.
b. Verify the flow rate at the spray nozzles
(it should be 1.75 to 2 GPM).
c. Verify the re -circulation pump is the
same make and model pump that was
specified for the original installation.
©2017 E-Z Treat

rq
d. Verify the re -circulation pump is per-
4. Verify the treatment pod is properly draining
forming in accordance to the pump
by looking down the pod side wall vents,
manufacturers` specifications including
there should be no standing water, the
amp draw and flows at specific pressures.
bottom of the pod should be visible.
e. If the pressure is above the prior record-
ing or above the start up setting, open
5. Visually inspect the surface of the treatment
the ends of the distribution manifold lines,
media for:
manually start the re -circulation pump and
a. Holes, tears, loose seams
allow it to run for 5 minutes. This should
b. Foreign material
flush out the spray distribution lines. If the
pressure remains too high, after cleaning
the spray nozzles and flushing the spray
distribution lines, adjust the pressure to
the desired PSI using the ball valve on
the main spray distribution supply line.
f. If the pressure/flow is too low check for
cracks, breaks or obstructions in the
main distribution supply line.
2.5 Cleaning the Filter Media
c. Black color on media (media should have
light brown tint)
d. Excessive bio mat growth
e. Ponding
f. Clumping of the media.
Note: If any of these conditions exist the
media needs to be cleaned.
Depending upon influent strength and influent volumes, excessive biological growth can
accumulate inside and on the surface of the media filter after 7 to 10 years of use.
Cleaning of the media is a very simple and easy 10-step process:
Step 1: Turnoff power to any discharge pump.
Step 2: Remove the treatment pod cover and remove the spray distribution manifold.
Step 3: Connect wash down hose to the main spray distribution supply line.
Step 4: Manually turn on the re -circulation pump.
Step 5: Pressure wash the surface of the media mattress, the wash water will drain into the
re -circulation tank and will be re -used as wash water.
Step 6: Roll the media mattress and wash the sides and bottom of the media mattress.
Step 7: After the media is completely cleaned properly place the media mattress in the
treatment pod.
Step 8: Re -Install the spray distribution manifold.
Step 9: Pump out and clean the re -circulation tank removing all the wash down water.
Pump out the septic tank.
Step 10: Turn on power to discharge system and return the treatment system
from "Manual" mode to "Automatic" mode.
Call: 703.753.4770 or visit: eztreat.net
©2017 E-Z Treat

n
2.6 Replacement of Media Mattress
If the filter media is exposed to excessive concentrations of petroleum products, paints, glues,
waxes etc. it will become necessary to replace the media. The replacement process it is a very
fast and simple. Removing the media mattress should be performed by service agents that are
trained and certified by E-Z Treat Company.
Step 2: Turnoff power to re -circulation pump, discharge pump and controls.
Step 2: Pump the septic tank and re -circulation tank to assure continued service by residence
during the replacement.
Step 3: Remove the spray distribution manifold.
Step 4: Lift the media mattress out of the filter pod.
Step 5: Place the mattress into the fiberglass transport container provided by E-Z Treat
Company. The container is easily hauled in a pickup truck or on a light duty trailer.
Step 6: Install new filter media and replace distribution manifold.
Step 7: Reset all system control settings to "AUTO" and turn the main power switch to the
"ON" position.
Once the mattress is returned to E-Z Treat Company, the styrene material will be sent to the
nearest recycling facility for processing. Alternatively, the service provider can transport
the mattress to the nearest styrene recycling facility for processing.
Call: 703.753.4770 or visit: eztreat.net
©2017 E-Z Treat

r�
3.0 Attention System Owner and Users
CAUTION
Do Not open or enter any system components for any reason.
If a problem exists or you have questions about your system,
call your authorized service provider.
Once the E-Z Treat Re -circulating Synthetic Filter system is installed, a post -construction
conference is recommended. This is an opportunity to familiarize the owner with the system. No
attempt should be made to adjust any component of this system except by a Certified Operator.
The E-Z Treat Re -circulating Synthetic Filter system allows the homeowner to receive a
high quality, reliable and economical wastewater system that protects the environment. As
with any onsite wastewater treatment system, the homeowner should be familiar with basic
guidelines which help the system achieve repetitive, reliable performance. Please do not
hesitate to contact your certified operator or E-Z Treat Company with any questions,
concerns or comments about your E-Z Treat Re -circulating Synthetic Filter system.
Users of the System —Remember!
To assure proper performance of your E-Z Treat Re -circulating Synthetic Filter, you should
avoid disposing of the following products into your septic tank:
■ Oil & Grease (kitchen waste)
■ Water Softener backwash
■ Wax & resins
■ Petroleum Products
■ Paint & Paint Solvents
■ Pesticides
■ Condoms & sanitary napkins
■ Toxic substances (Liquid Plumber, Drano, etc.)
■ Non -Biodegradable products (cigarette butts, antibacterial wipes, etc.)
■ Any kind of septic tank additive (Rid-X, etc.)
Owners of the System —Remember!
■ Keep heavy loads and traffic off of your onsite system components and drainfield.
■ Never drive cars or trucks within 10 feet of any system access lids.
■ Landscaping or future building projects should be planned with the drainfield and drainfield
repair area in mind.
■ Do not shovel or blow snow on top of your onsite wastewater system. This will temporarily
limit access to your system and could overload and damage the system.
■ Make sure drainage from the house or around the property is carried away from your
onsite system.
DO NOT OPEN OR ENTER ANY OF THE TREATMENT SYSTEM TANKS.
SEPTIC GASSES CAN BE TOXIC, CAUSING SERIOUS INJURY OR DEATH!
Call: 703.753.4770 or visit: eztreat.net
©2017 E-Z Treat

E-Z +TREAT
PO Box 176
Haymarket, Virginia 20168
T 703.753.4770
F 571.248.8837
eztreat.net
©2017 E-Z Treat 2-2017

E-Z Treat Company, Inc.
Residential Applications
2-Year Limited Warranty
PO Box 176
Haymarket, Virginia 20168
1. Preamble
E-Z Treat Company (herein referred to as "E-Z Treat) is known for
researching, designing, and producing innovative products of high quality
for the onsite wastewater industry. We are proud to stand behind our E-Z
Treat Sand/Media Filter.
For the purpose of this warranty, "Service Provider" means the legal
Certified Operator of the system. This Service Provider shall be currently
listed on State and Local records as meeting any applicable requirements
required by law and/or Rule. Also, for purposes of this document,
"Installer" means the person or company that has installed the system, and
"Owner" means the person that has purchased the system or purchased the
property serviced by the system.
2. Nature of Warranty
E-Z Treat warrants to the Owner that the E-Z Treat Sand/Media Filter
will function within prescribed limits for a period of two years from the
date of purchase.
E-Z Treat also warrants certian components of the system against
materials, workmanship and manufacturing defects for a period of two (2)
years from the date of installation.
This warranty is in addition to the legal warranties and Owner's rights in
accordance to applicable law.
The conventional warranty of E-Z Treat is expressly limited to the text in
this certificate. Owner is responsible for reasonable care and
communication with the Certified Operator.
3. Obtaining Warranty Service
To make a claim on this warranty, the Owner should put the request in
writing and mail or deliver to an authorized E-Z Treat Certified Operator.
The claim will be processed and sent to E-Z Treat headquarters.
Any claim must be received no later than two year from the date of
purchase of the E-Z Treat Sand/Media Filter.
On receipt of this claim, E-Z Treat or their authorized representative will examine the
situation at the site and take corrective action where the terms of the warranty apply.
4. Exclusions and Limitations
E-Z Treat Company Warranty only extends to replacement parts the labor
for installing those parts is not part of this warranty. Any electrical device
or electrical component is excluded from this warranty including
replacement parts and labor.
33

E-Z Treat is not liable for the dispersal portion of the onsite wastewater
system. This portion of the system is evaluated, designed and constructed
in accordance with local regulations and is wholly separate from the
performance of the E-Z Treat Sand/Media Filter.
The following conditions are also excluded from the E-Z Treat warranty:
• This warranty does not cover cosmetic damage or damage due to
acts of Nature, misuse, abuse, modification, incorrect design or
incorrect installation.
• The warranty is void if any modifications or repairs are made to
the system by anyone other than an E-Z Treat approved agent.
• Failure of the Owner to comply with the requirements set forth in
the Owner's Manual.
• The warranty is void if any system components are repaired or
replaced by parts not supplied or approved by E-Z Treat.
• This warranty is not applicable to systems not receiving domestic,
residential sewage.
• The warranty is void if it is found that the Owner has failed to
notify E-Z Treat of any change in the use of the property from its
original design.
5. Indemnities and Damages
E-Z Treat's liability and obligations under this warranty for corrective
measures or means of correction shall be limited to the replacement of the
E-Z Treat Sand/Media Filter Components.
6. Limitations of Damages
E-Z Treat is not liable for any damages sustained by the Owner. E-Z
Treat's compensation and indemnification obligations are limited to the
provisions of this warranty
7. Transfer of Ownership
In the event of transfer of ownership within two years of use, this warranty
shall transfer to the new Owner for the remainder of the period under the
following conditions:
a. The New Owner has a Certified Operator under contract.
b. An Inspection of the E-Z Treat Sand/Media shall be conducted prior to
transfer. Upon a satisfactory inspection, the Owner shall obtain a written
report from the Certified Operator
8. Inspection
The Owner shall allow the Certified Operator access to the property and
system components for purposes of necessary monitoring and service.
If the Owner submits a request of claim under this warranty and it is found
to be in error after inspection, a charge for direct expenses will be billed to
the customer to cover the cost of the inspection.
9. Priorities of the Warranty
This warranty supersedes any contract or understanding, verbal or written, entered
into between the Owner, Certified Operator, Installer, or Representative of E-Z Treat.
:,

SYSTEM MAINTENANCE
It is recommended that the system receive routine maintenance, at least annually. Please check your
State and local regulations for required frequency of inspection.
ROUTINE AND PREVENTATIVE MAINTENANCE
1) Remove the filter and clean, or install a clean filter element.
2) Open the field flush valve and flush the field for 5-10 minutes by activating the pump in "manual"
position. Close the flush valve (on systems with manual flush valves, close the field flush valve until
design field pressure is reached).
3) With the pump in the "manual" position, check the pressure in the drip field by using a pressure gauge
on the Schrader valve (located on the air vents), and by reading the pressure gauge located in the
Headworks box. The pressure should be close to the same as shown on the initial installation
records.
4) Remove the lids on the vacuum breaker and check for proper operation. If water is seen leaking from
the top of the vacuum breaker, remove the cap of the vacuum breaker and check for debris.
5) Turn off the pump.
6) Periodically remove and clean the air vents, field flush and filter flush valves.
7) Visually check and report the condition of the drip field, including any noticeable wetness/variations.
8) Treatment and distribution tanks are to be inspected routinely and maintained when necessary in
accordance with the manufacturer's recommendations/State regulations.
9) Record the date of inspection as well as readings from elapsed time meter, pump counter, peak
counter, high-level counter, power fail counter and any other logs provided in system controls.
Double check the settings of the control panel to be sure no one has tampered with them since the
last inspection.
10) Reset the controller(s) for automatic operation before leaving.
December 2008 Page 18

HOME OWNERS GUIDE FOR CARE AND MAINTENANCE OF DRIP DISPERSAL FIELD
A drip system has been installed on your property for the dispersal of the effluent from your home
The drip dispersal system consists of a series of diameter drip tubing. It is designed to effectively
disperse of the treated effluent using a combination of soil absorption and plant uptake. Your drip
dispersal system will function for many years with only minimal maintenance being required, provided the
following recommendations are followed:
❑ Establish landscaping immediately over subsurface system. This will stabilize the soil and allow
for the grass to take up the water.
❑ Do not discharge sump pumps, footing drains or other sources of water to the system, except
for the effluent discharge from your treatment system.
❑ Maintain all plumbing fixtures to prevent excess water from entering the dispersal system.
❑ Do not drive cars, trucks or other heavy equipment over the drip dispersal field. This can
damage the drip components or the soil and cause the system to malfunction.
❑ Do not drive tent stakes, golf putting holes, croquet hoops, etc. into the dispersal field.
❑ Contact your service company if your alarm should sound. The pump chamber is sized to allow
additional storage after the alarm sounds but you should refrain from excessive water usage
(i.e., laundry) until the system has been checked.
Contact your service company if you notice any areas of excessive wetness in the field. There may be
some initial wetness over the driplines following the initial installation. This should stop once the ground
has settled and a vegetative cover is established
December 2008 Page 19

EZ4W�f1TREAT
Re -Circulating Synthetic Filter
AST
Installation and
Maintenance
Guide
Note: Maintenance Only
Installation is in Equipment Section
SF
Models Models bearing the NSF mark are certified Class I
to one or more of the following standards:
NSHANS1 40
NSF/ANS 1 245
NSFIANSI350
©2017E-ZTreat 2-2017

TABLE OF CONTENTS
-WtightSpstern Installation
2.0 UV Light System Maintenance
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4-

2.0 UV Light System Maintenance
The UV lamps quartz tubes (housing the lamps) must be cleaned at a minimum frequency of
every 12 months.
Caution: Do not run UV lamps dry. Caution: Always turn off the power to the UV system
Fill UV housing with water/effluent before any maintenance is performed. Use extreme
0 before turning on power. care when handling the fragile UV lamp assembly.
a
Step 1: Turn power "OFF" to the UV system!
Step 2: Unscrew the fitting holding the UV lamp and quartz sleeve.
CStep 3: Lift the UV lamp assembly upward until it is clear of the housing.
7 Step 4: Using a clean, damp sponge or clean, soft cloth, wipe all residue from the quartz tube.
eel, Clean stubborn, dirty areas with a liquid glass cleaning product.
�1 Caution: DO NOT scrape or use scouring pads.
This may scratch the quartz tube and alter the performance of the UV system.
e-�
Q' Step 5: Visually inspect each quartz tube for cracks or breaks; replace any UV lamp assembly
3 that is cracked, scratched, or broken.
0
C Step 6: Re-insert the UV lamp assembly into the housing and tighten the fitting that holds
Q. the UV lamp and quartz sleeve. Caution: (Hand -Tighten Only)
DO NOT use wrenches, pliers, or other tools to tighten.
Step 7: Turn power "ON" to the UV system.
Call: 703.753.4770 or visit: eztreat.net ©2017 E-Z Treat

E Z&TREAT
PO Box 176
Haymarket, Virginia 20168
T 703.753.4770
F 571.248.8837
eztreat.net
OO 2017 E-Z Treat 2-2017

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
Operation & Maintenance Agreement
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

DWR,
Division of Water Resources
Permit No. WQ00
State of North Carolina
Department of Environmental Quality
Division of Water Resources
SINGLE-FAMILY RESIDENCE WASTEWATER IRRIGATION SYSTEM
OPERATION AND MAINTENANCE AGREEMENT
FORM: SFRWWIS-O&M 09-18
County: Person
Permittee: (i.e., all deeded property owners)
The Permittee agrees to operate and maintain the single-family residence wastewater treatment and irrigation system as
follows:
1. Inspect the septic tank annually, and pump out solids as needed.
2. Inspect and clean the septic tank effluent filter annually_ (if applicable)
3. Inspect the tablet chlorinator weekly. Add wastewater grade chlorine tablets (e.g., calcium hypochlorite) as needed.
Swimming pool grade chlorine tablets are not acceptable. (if applicable)
4. Inspect the ultraviolet disinfection unit weekly. Clean or replace the lamps and quartz sleeves as needed. (if
applicable)
5. Inspect all storage tanks, pumps, and alarms monthly. Remove the floating scum layer in all pump/storage tanks
when pumping the septic tank solids out.
6. Inspect the spray irrigation system monthly to verify: proper operation of the spray heads; that there are no leaks;
that vegetative growth does not obstruct the spray heads; that the irrigated wastewater is not ponding in or running
off the designated irrigation area; and that there are no objectionable odors. (if applicable)
7. Inspect the drip irrigation system monthly to verify: proper operation of the drip lines; that there are no leaks; that
vegetative growth does not obstruct the drip emitters; that the irrigated wastewater is not ponding in or running off
the designated irrigation area; and that there are no objectionable odors. (if applicable)
8. Maintain a set of Division -approved engineering plans and specifications.
9. Pay the required annual fee.
10. Request renewal of this permit on Division -approved forms no later than 180 days prior to expiration.
11. Sign and provide a Change of Ownership application to any future owner of the single-family residence wastewater
treatment and irrigation system for their completion and submission to the Division of Water Resources.
We understand the above requirements and agree to these terms as part of the issued permit.
Signature: Date: /
EA ST Gort s-t- tr., S_T_brt3, G'
Signature: Date:
Signature: Date:
Signature: Date. -
All deeded twoyert`, owners shall sign this Operation and Maintenance Agreement
FORM: SFRWWIS-O&M 09-18 Page 1 of 1

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
County Health Department Denial Letter
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

COUNTY
]E'r;ta yr ii as rn irxa c- itn Tie, I A 1 r^_m1I,L lk
Date 2/28/2024
Chris Murray
216 S. Swing Road, Suite
Greensboro, NC 27409
ensuring a healthy environment
Re: Application for improvement Permit for property located at Peninsula at Hyco Lake Lot 13,
Health Department file Tax Map # A14 Parcel # 165
Dear Mr. Murray:
The Person County Health Department, Environmental Health Division, on 2/21/2024 evaluated the above -
referenced property at the site designated on the plat/site plan that accompanied your Improvement Permit
application. According to your application the site is to serve a 3 bedroom residence with a design wastewater
flow of 360 gallons per day. The evaluation was done in accordance with the laws and rules governing on -site
wastewater systems in General Statutes 130A-333 to 345 and 15A NCAC 18E.
Based on the criteria set out in 15A NCAC 18E .0501 through .0602, the evaluation indicated that the site is
UNSUITABLE for an on -site wastewater system. Therefore, we must deny your request for an Improvement
Permit. A copy of the site evaluation is enclosed. The site is unsuitable based on the following:
❑ Unsuitable soil topography and/or landscape position (Rule .0502)
® Unsuitable soil characteristics (structure or clay mineralogy) (Rule
❑ Unsuitable soil wetness condition (Rule .0504)
® Unsuitable soil depth (Rule .0505)
❑ Unsuitable saprolite (Rule .0506)
❑ Presence of restrictive horizon (Rule .0507)
® Insufficient space for septic system and repair area (Rule .0508)
❑ Unsuitable for meeting required setbacks (Rule .0601 or .0602)
❑ Other (Cite applicable rule):
0503)
These severe soil or site limitations could cause premature system failure, leading to the discharge of untreated
sewage on the ground surface, into surface waters, directly to ground water, or inside your structure.
The site evaluation included consideration of possible site modifications, as well as use of all possible systems
approved under 15A NCAC 18E. However, the Health Department has determined that none of the above
Phone [phone]
Fax [phone]
325 South Morgan Street, Suite C, Roxboro, NC 27573

options will overcome the severe conditions on this site. A possible option might be a system designed to
dispose of sewage to another area of suitable soil such as off -site to additional property.
For the reasons set out above, the property is currently classified UNSUITABLE, and no Improvement Permit
shall be issued for this site in accordance with Rule .0509(a) and (d).
A site classified as UNSUITABLE may be classified as SUITABLE if written documentation is provided that
meets the requirements of Rule .0509(b) or (c). A copy of this rule is enclosed. You may hire a consultant to
assist you if you wish to try to develop a plan under which your site could be reclassified as SUITABLE.
You have a right to an informal review of this decision. You may request an informal review by the soil
scientist or environmental health supervisor at the local health department. You may also request an informal
review by the Department of Health and Human Services' Regional Soil Scientist. A request for informal
review must be made in writing to the local health department.
You also have a right to a formal appeal of this decision. To pursue a formal appeal, you must file a petition
for a contested case hearing with the Office of Administrative Hearings, 1711 New Hope Church Rd, Raleigh,
NC 27609. To get a copy of a petition form, you may write the Office of Administrative Hearings, call the
office at 984-236-1850, or download it from the OAH web site at http://www.oah.ne.gov. The petition for a
contested case hearing must be filed in accordance with the provision of General Statutes 130A-24 and 15OB-23
and all other applicable provisions of Chapter 150B. General Statute 130A-335(g) provides that your hearing
will be held in the county where your property is located.
If you wish to pursue a formal appeal, you must file the petition form with the Office of Administrative
Hearings WITHIN 30 DAYS OF THE DATE OF THIS LETTER The date of this letter is 02/28/2024.
Meeting the 30-day deadline is critical to your formal appeal.
If you file a petition for a contested case hearing with the Office of Administrative Hearings, you are required
by General Statute 150B-23 to serve a copy of your petition on the Registered Agent for the Department of
Health and Human Services: Julie Cronin, Office of General Counsel, Department of Health and Human
Services, 2001 Mail Service Center, Raleigh, N.C. 27699-2001.
Do not serve the petition on your local health department. Sending a copy of your petition to the local health
department will not satisfy the legal requirement in General Statute 150B-23 that you send a copy to the Office
of General Counsel, Department of Health and Human Services.
You may call or write the local health department if you need any additional information or assistance.
Sincerely, Oda
Kenneth Elliott
Environmental Health Specialist
Person County Health Department
Enclosures: (Enclose copy of site evaluation and Rule .05099
Phone [phone]
Fax [phone]
325 South Morgan Street, Suite C, Roxboro, NC 27573

DEPARTMENT OF HEALTH AND HUMAN SERVICES
DIVISION OF PUBLIC HEALTH. ENVIRONMENTAL HEALTH SECTION
ON -SITE WATER PROTECTION BRANCH
Page I of 1
PROPERTY ID #: A14-165
COUNTY: Person
SOIL/SITE EVALUATION for ON -SITE WASTEWATER SYSTEM
(Complete all fields in full)
OWNER: East Coast Investors LLC DATE EVALUATED: 2/21/2024
ADDRESS: 3129 S rin bank Ln STE 200 Charlotte NC
PROPOSED FACILITY: 3 BR SFR PROPOSED DESIGN FLOW (.0400): 360 GPD PROPERTY SIZE:
LOCATION OF SITE: Watersail Way LOT II PROPERTY RECORDED:
WATER SUPPLY: M Public ❑ Single Family Well ❑ Shared Well ❑ Spring ❑ Other WATER SUPPLY SETBACK:
EVALUATION METHOD: ® Auger Boring ❑ Pit ❑ Cut TYPE OF WASTEWATER: ® Domestic ❑ High Strength ❑ IPW W
P
0
F
1
L
E
#
.0502
LANDSCAPE
POSITION/
SLOPE %
HORIZON
DEPTH
(IN.)
SOIL MORPHOLOGY
OTHER PROFILE FACTORS
.0509
PROFILE
CLASS
& LTAR*
.0502(d)
SLOPE
CORRE
CTION
.0503
STRUCTURE/
TEXTURE
.0503
CONSISTENCE/
MINERALOGY
.0504
SOIL
WETNESS/
COLOR
.0505
SOIL
DEPTH
.0506
SAPRO
CLASS
.0507
RESTR
HORIZ
1
1 51
L-
s'-y
)v
14
1VA-
v
6 �1
L J�A
VF 1 v
2
L
fV
)v
IVA
v;_1 VP r
3
4
DESCRIPTION
INITIAL SYSTEM
REPAIR SYSTEM
SITE CLASSIFICATION (.0509): Vt%i
EVALUATED BY:
OTHER(S) PRESENT:
Available Space (.0508)
L)
System Type(s)
V
Site LTAR
V
Maximum Trench Depth
lJ
Comments:
NCDHHS/DPH/EHS/OSWP Revised January 2024
Form SSE-24.2

-]PERS®I�
—COUNTY
[phone]
Site Plan
Name: East Coast Investersaddress: Watersail Way --_
Subdivision: Lot: 13
Soil Map
Tax Map & Parcel: A14-165
EHS: K.Elliott�—
Date: —2 28 2024—
SCALE NOT VALID IF REPRODUCED
Sca le 1" = 100'
--- N
A
Drainiines represent
approximate contours.
Con t r a c tot m us t
flag out lines prior
to ins taIIaion.

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
Floodway Regulation Compliance
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

National Flood Hazard Layer FI RMette *FEMA
Legend
79o4'44"W 3690'57" N
- I .01uuu
0 250 500 1,000 1,500 2,000
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD Wit
hBFE orDepth Zone ae,AO, AH,Ve,Aa
HAZARD AREAS Regulatory Floodway
OTHER AREAS OF
FLOOD HAZARD
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile Zonex
Future Conditions 1% Annual
Chance Flood Hazard Zonex
Area with Reduced Flood Risk due to
Levee. See Notes. Zonex
�"1 Area with Flood Risk due to Leveezone D
NOSCREEN Area of Minimal Flood Hazard
Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard
GENERAL - — - - Channel, Culvert, or Storm Sewer
STRUCTURES i I I i I I i Levee, Dike, or Floodwall
e zo.z Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
a - - - Coastal Transect
—sfa— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
— --- Coastal Transect Baseline
OTHER _ Profile Baseline
FEATURES Hydrographic Feature
Digital Data Available AN
No Digital Data Available
MAP PANELS Unmapped
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 6/13/2023 at 11:08 AM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data overtime.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Basemap Imagery Source: USGS National Map 2023

National Flood Hazard Layer FI RMette *FEMA
79o4'23"W 3690'54"N
I .01uuu
0 250 500 1,000 1,500 2,000
Legend
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD Wit
hBFE orDepth Zone ae,AO, AH,Ve,Aa
HAZARD AREAS Regulatory Floodway
OTHER AREAS OF
FLOOD HAZARD
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile Zonex
Future Conditions 1% Annual
NL — Chance Flood Hazard Zonex
"I Area with Reduced Flood Risk due to
Levee. See Notes. Zonex
" Area with Flood Risk due to Leveezone D
NOSCREEN Area of Minimal Flood Hazard
Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard
GENERAL - — - - Channel, Culvert, or Storm Sewer
STRUCTURES i I I i I I i Levee, Dike, or Floodwall
e zo.z Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
a - - - Coastal Transect
^^^µsfa— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
— --- Coastal Transect Baseline
OTHER _ Profile Baseline
FEATURES Hydrographic Feature
Digital Data Available AN
No Digital Data Available
MAP PANELS Unmapped
QThe pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 6/13/2023 at 11:11 AM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data overtime.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Basemap Imagery Source: USGS National Map 2023

Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
Threatened or Endangered Aquatic Species
Documentation
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

Roy Cooper, Governor
0■0■� INC DEPARTMENT OF
IN
■■NEM NATURAL AND CULTURAL RESOURCES
■ ■■■
June 13, 2023
Chrissa MacConnell
Green Global Technologies
501 Cascade Pointe Lane
Cary, NC 27513
RE. Hyco Lake - The Peninsula, C08600.00
Dear Chrissa MacConnell:
d_ Reid Wilson, Secretary
Misty Buchanan
Deputy Director, Natural Heritage Program
NCNHDE-22289
The North Carolina Natural Heritage Program (NCNHP) appreciates the opportunity to provide
information about natural heritage resources for the project referenced above.
A query of the NCNHP database, based on the project area mapped with your request, indicates
that there are no records for rare species, important natural communities, natural areas, and/or
conservation/managed areas within the proposed project boundary, or within a one -mile radius of
the project boundary.
Please note that although there may be no documentation of natural heritage elements within or
near the project boundary, it does not imply or confirm their absence, the area may not have been
surveyed. The results of this query should not be substituted for field surveys where suitable habitat
exists. In the event that rare species are found within the project area, please contact the NCNHP so
that we may update our records.
Please also note that natural heritage element data are maintained for the purposes of conservation
planning, project review, and scientific research, and are not intended for use as the primary criteria
for regulatory decisions. Information provided by the NCNHP database may not be published
without prior written notification to the NCNHP, and the NCNHP must be credited as an information
source in these publications. Maps of NCNHP data may also not be redistributed without
permission.
If you have questions regarding the information provided in this letter or need additional assistance,
please contact Rodney A. Butler at rod ney.butlerLncdcr.gov or 919.707.8603.
Sincerely,
NC Natural Heritage Program
DEPAR71MENT OF NATURAL AND CULTURAL RESOURCES
Q 121 W. JONES STREET, RALEIGH. NC 27603 • 1651 MAIL SERVICE CENTFR. PALEIGH. NC 27699
& OFC 919.707.9>120 • FAX 919.707.912,

��n��inghant �,
ry
to
W N
Zion E
ej Church Rd
June 13, 2023
Q Buffered Project Boundary
Q Project Boundary
NCNHDE-22289: Hyco Lake - The Peninsula
c
a
o�
S o�
0 0.33 0.65
1.3 Miles -
Sources: Esn, Airbus IDS, USGS, NCA, NASA, CGIAR, N Robinson, NCEAS,
NLS, OS, NMA, Geodatastyrelsen, Rijkswaterstaat, GSA, Geoland, FEMA,
Intermap and the GIS user community
Sources Esn, HERE, Garmin, FAO, NCAA, USGS, ® OpenStreetMap
contributors, and the CIS User Community
Page 2 of 2

SE J
v 051201 _
�4fGIN00�
Sunbelt Land Management
Lot 13 Peninsula at Hyco Lake
Person County, North Carolina
Flow Reduction
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

East Coast Investors, LLC
(Sunbelt Land Management)
Lot 13 Peninsula at Hyco Lake
Flow Reduction Request
Person County, North Carolina
Project Number: C08613.00
Date of Preparation: February 26, 2024
PROJECT MANAGEMENT
o' ti ;
= 0 051201 _
2, LNG 4b
roQN� \•\2 t t2y
Supporting Information &
Technical Specifications Prepared By:
MacConnell & Associates, P.C.
Full -Service Consulting Engineers
501 Cascade Pointe Lane, Ste 103
Cary, North Carolina 27513 ocaONNELL
& ASSOCIATES, P.C.
Post Office Box 129
Morrisville, North Carolina 27560
Telephone: [phone] Fax: [phone]

P.O. Box 129 501 Cascade Pointe Lane
Suite 103
Morrisville, NC 27560
0 Cary, NC 27513
[phone] MacCONNELL & Associates, P.C. www.macconnellandassoc.com
"Engineering Today For Tomorrow's Future"
Technical Memorandum
To: Person County Health Department Date: February 26, 2024
Client: East Coast Investors, LLC From: David Barcal, P.E.
Subject: Peninsula at Hyco Lake Lot 13 Project No.: C08662.00
This technical memorandum is a request for a design daily flow exemption to a residential dwelling
using low flow fixtures as provided for in Session Law 2013-413 (House Bill 74) and Session Law
2014-120 Section 53 which relates to Rule 15A NCAC 18A .1949. Neither the State nor local
health department shall be liable for any damages caused by an engineered system approved or
permitted pursuant to Session Law 2014-120 Section 53.
East Coast Investors, LLC is permitting the property located at Lot 13 of Peninsula at Hyco Lake
in Person County, NC. A copy of the soils report can be found in the Soils Evaluation section of
this application package. MacConnell & Associates, P.C. (M&A) is requesting a 25 percent flow
reduction, using low -flow fixtures, to be incorporated into the design so that the home may be
permitted as a 3-bedroom without needing to increase the size of the drainfield. The proposed
treatment system is sized for the unadjusted flow of 360-GPD. The proposed initial and repair
drainfields are sized for the reduced design flow of 270-GPD.
This request is for a flow reduction per provisions provided in Session Law 2013-413 and Session
Law 2014-120. Typically, the basis for the design flow is provided in 15A NCAC 18A and prior
regulations. The applicable regulations which preceded the 15A NCAC 18A rules and which
served as the basis in determining flow in the 15A NCAC 18A rules: dates well before The Energy
Policy Act of 1992 which established maximum flow rates for various fixtures in a nationwide
effort to reduce both energy and water use. The flows which were established in the Act have
recently been further reduced through the WaterSense program, which allows for labeling of
fixtures which meet minimum criteria and conserve water.
Specifications for each fixture model can be found in the Proposed Fixtures section of this
application package. A summary of the fixtures and flow rates can be found below in Table 1. A
washing machine will be installed by the Owner in the future, so to calculate flow rates, M&A has
elected to go with the base -rule flow to provide a conservative estimate.

Table 1. Flow rates of proposed fixtures installed by builder.
Fixture Manufacturer Flow Units
Rate
Kitchen Faucet
Delta/9159-DSF
1.8
GPM
Bathroom Faucet
Delta/35749LF
1.2
GPM
Master Bathroom Faucet
Delta/2559-MPU-DST
1.2
GPM
Showerheads
Delta/52680
2.5
GPM
Toilets
Delta/C43913
1.28
GPF
Table 2 identifies the type of fixture, flows for fixtures based on the 15A NCAC 18A rules (Flow
A), and flows for proposed fixtures (Flow B). The savings or water conservation from both the
rule -based flows and proposed conditions are presented in both flow and percent below (Table 2).
Table 2. Savings of water from rule -based flows with the proposed fixtures.
Fixture
A to B
Base/Rule
Proposed
A to B
Fixture
Units
%
Flow A
Flow B
Savings
Savings
Kitchen Faucet
GPM
3.0
1.8
1.2
40%
Bathroom Faucet
GPM
3.0
1.2
1.8
60%
Showerhead
GPM
5.5
2.5
3.0
55%
Toilet
GPF
3.5
1.28
2.2
63%
Clothes Washer
GPL
32.0
32.0
0.0
0%
Documentation for the above values is presented at the end of this discussion. The documentation
includes:
1. Rule basis of flow and effective dates of rule.
2. Typical indoor water use.
3. Proposed fixtures.
4. Supporting documentation including historical flow rates for fixtures.
5. Technical Advisory Council Report for Wastewater Flows from Single Family Dwellings
6. Existing Information.
The projected flows using rule -based design flowrates would be:
Unadjusted Design
Flow per Rule
(15A NCAC 18A and
prior regulations)
Description
No.
Flow/Unit
Total
Bedrooms
3
120 GPD
360 GPD
Total
360 GPD

Using the information presented above on flow A and B, the projected water use is presented in
Table 3 below. The savings presented are from fixture rates when the rules were made effective
in comparison to the flow rates with the proposed fixtures.
Table 3. Estimated Water Use with Proposed Fixtures
%
Base Flow
%
Savings
Adjusted
Fixture
Use
GPD
Savings
GPD
GPD
Kitchen Faucet
6%
22
40%
9
13
Bathroom Faucet
10%
36
60%
22
14
Showerhead
19%
68
55%
37
31
Toilet
28%
101
63%
64
37
Clothes Washer
22%
79
0%
0
79
Leaks & Other
15%
54
0%
0
54
Total
100%
360
37%
131
229 63%
The projected flow of 229 GPD is approximately sixty-three percent of the design flow which we
have found to be typical of homes with water conscious fixtures. We are requesting a 25 percent
reduction or a design flow for subsurface disposal of 270 GPD.
Analysis of wastewater shows that with the flow reduction, the waste is not considered high
strength at presented below:
Table 4. Estimated Proposed Effluent Concentration
Base Flow Concentration
Reduced Flow Concentration
High
(220/1-.25)
Strength
BODs
220 mg/l
293 mg/1
350 mg/1
TSS
220 mg/l
293 mg/1
350 mg/1
Thus, the effluent from the septic tank is expected to be similar to a non -reduced flow effluent.
Based on this analysis, the use of low -flow fixtures provides sufficient remaining capacity. We
respectfully ask for acceptance of this proposal.
3

Table of Contents
1. Rule basis of flow and effective dates of rule.
2. Typical indoor water use.
3. Proposed fixtures.
4. Supporting documentation including historical flow rates for
fixtures and washer.
5. Technical Advisory Council Report for Wastewater Flows from
Single Family Dwellings.

1. Rule basis of flow and effective dates of rule.

15A NCAC 18A .1949 SEWAGE FLOW RATES FOR DESIGN UNITS
(a) In determining the volume of sewage from dwelling units, the flow rate shall be 120 gallons per day per bedroom. The
minimum volume of sewage from each dwelling unit shall be 240 gallons per day and each additional bedroom above two
bedrooms shall increase the volume of sewage by 120 gallons per day. In determining the number of bedrooms in a dwelling
unit, each bedroom and any other room or addition that can reasonably be expected to function as a bedroom shall be
considered a bedroom for design purposes. When the occupancy of a dwelling unit exceeds two persons per bedroom, the
volume of sewage shall be determined by the maximum occupancy at a rate of 60 gallons per person per day.
(b) Table No. I shall be used to determine the minimum design daily flow of sewage required in calculating the design
volume of sanitary sewage systems to serve selected types of establishments. The minimum design volume of sewage from
any establishment shall be 100 gallons per day. Design of sewage treatment and disposal systems for establishments not
identified in this Rule shall be determined using available flow data, water -using fixtures, occupancy or operation patterns,
and other measured data.
TABLE NO. I
TYPE OF ESTABLISHMENT
DAILY FLOW FOR DESIGN
Airports
5 gal/passenger
(Also R.R. stations, bus terminals --not
including food service facilities)
Barber Shops
50 gal/chair
Bars, Cocktail Lounges (Not including
food service)
20 gaUseat
Beauty Shops (Style Shops)
125 gal/chair
Bowling Lanes
50 gal/lane
Businesses (other than those listed elsewhere in this table)
25 gal/employee
Camps
Construction or Work Camps
60 gaUperson
40 gal/person
(with chemical toilets)
Summer Camps
60 gaUperson
Campgrounds -- With Comfort Station
(Without water and sewer hookups)
100 gal/campsite
Travel Trailer/Recreational Vehicle Park
(With water and sewer hookups)
120 gal/space
Churches (Not including a Kitchen, Food Service
Facility, Day Care or Camp)
3 gaUseat
Churches (With a Kitchen but, not including a Food
Service Facility, Day Care, or Camp)
5 gaUseat
Country Clubs
20 gal/member
Day Care Facilities
15 gaUperson
Factories (Exclusive of industrial waste)
25 gal/person/shift
Add for showers
10 gal/person/shift
Food Service Facilities
Restaurants
40 gaUseat or
40 gal/15 ft2 of
dining area, whichever is greater
24-hour Restaurant
75 gaUseat
Food Stands
(1) Per 100 square feet of food stand floor space
50 gal
(2) Add per food employee
25 gal
Other Food Service Facilities
5 gal/meal
Hospitals
300 gal/bed
Marinas
10 gal/boat slip
With bathhouse
30 gal/boat slip
Meat Markets

(1) Per 100 square feet of market floor space
50 gal
(2) Add per market employee
25 gal
Motels/Hotels
120 gal/room
With cooking facilities
175 gal/room
Offices (per shift)
25 gal/person
Residential Care Facilities
60 gal/person
Rest Homes and Nursing Homes
With laundry
120 gal/bed
Without laundry
60 gal/bed
Schools
Day Schools
With cafeteria, gym, and showers
15 gal/student
With cafeteria only
12 gal/student
With neither cafeteria nor showers
10 gal/student
Boarding Schools
60 gal/person
Service Stations
250 gal/water
closet or urinal
24-hour Service Stations
325 gal/water closet
Stores, Shopping Centers, and Malls
(Exclusive of food service and meat markets) 120 gal/1000 ft2
of retail sales area
Stadium, Auditorium, Theater, Drive-in 5 gal/seat or space
Swimming Pools, Spas, and Bathhouses 10 gal/person
(c) An adjusted design daily sewage flow may be granted by the local health department upon a showing as specified in
Subparagraphs (c)(1) through (c)(2) that a sewage system is adequate to meet actual daily water consumption from a facility
included in Paragraph (b) of this Rule.
(1) Documented data from that facility or a comparable facility justifying a flow rate reduction shall be
submitted to the local health department and the State. The submitted data shall consist of at least 12
previous consecutive monthly total water consumption readings and at least 30 consecutive daily water
consumption readings. The daily readings shall be taken during a projected normal or above normal
sewage flow month. A peaking factor shall be derived by dividing the highest monthly flow as indicated
from the 12 monthly readings by the sum of the 30 consecutive daily water consumption readings. The
adjusted design daily sewage flow shall be determined by taking the numerical average of the greatest ten
percent of the daily readings and multiplying by the peaking factor. Further adjustments shall be made in
design sewage flow rate used for sizing nitrification fields and pretreatment systems when the sampled or
projected wastewater characteristics exceed those of domestic sewage, such as wastewater from restaurants
or meat markets.
(2) An adjusted daily sewage flow rate may be granted contingent upon use of extreme water -conserving
fixtures, such as toilets which use 1.6 gallons per flush or less, spring -loaded faucets with flow rates of one
gallon per minute or less, and showerheads with flow rates of two gallons per minute or less. The amount
of sewage flow rate reduction shall be determined by the local health department and the State based upon
the type of fixtures and documentation of the amount of flow reduction to be expected from the proposed
facility. Adjusted daily flow rates based upon use of water -conserving fixtures shall apply only to design
capacity requirements of dosing and distribution systems and nitrification fields. Minimum pretreatment
capacities shall be determined by the design flow rate of Table I of this Rule.
History Note: Authority G.S. 130A-335(e);
Eff. July 1, 1982;
Amended Eff. January 1, 1990; January 1, 1984.

2. Typical indoor water use.

7/5/2017
Indoor Water Use at Home
Indoor Water Use at Home
K gracelinks.org/124/indoor-water-use-at-home
Shutterstock.com
Fortunately, when we want fresh, clean water, all most of us have to do is turn on a faucet. On average, our direct indoor water use (water you use
from your tap, toilet, dishwasher, etc.) adds up to about 60 gallons of water a day per person.
Here's how Indoor water use breaks down:
• Toilets (28 percent)
• Washing Machines (22 percent)
• Showers and Baths (19 percent)
• Sinks (16 percent)
• Household Leaks (14 percent)
That last number is surprising — irs almost 10 gallons of water per person per day lost to leaky toilets and faucets
Conserving Water with Water -Efficient Toilets, Showerheads and More
Fortunately, saving water around the house is easier today than ever before. Newer (low -flow) toilets, showerheads and faucets are designed to be
more efficient than older models and can save your household gallons every day. For example, older toilets use up to 7 gallons per flush, whereas
low -flow toilets use 1.5 gallons or less.
Likewise, older showerheads flow over 4 gallons per minute, while low -flow models can flow as low as 1.5 gallons per minute. Be careful what
showerhead you purchase, though, because some fixtures, especially those with multiple nozzles, exceed the federal limit of 2.5 gallons per minute. If
you use one of those, consider cutting back your shower time.
Check out EPA's WaterSense website for water- and energy- saving products. In addition, you can find energy- and watersaving appliances like
dishwashers and washing machines through DOE's ENERGY STAR label. By switching to water -saving fixtures and appliances you can reduce your
indoor water use by a third on average.
Heating is a Water and Energy Hog[
In most households water heating is a huge energy user, after indoor heating and cooling, appliances, electronics and lighting. So sadly, long hot
showers waste both water and energy! Although modem fixtures and appliances are a great way to save gallons, irs still important to simply turn off
the tap.
By taking simple steps to reduce your water use at home you can save gallons, energy and dollars every day! To find lots of ways to save water and
energy visit the Water Saving Tips page.
ffr
Did You Know? Washing dishes by hand takes about 20 gallons per load but Energy Star dishwashers only use 4 to 6 gallons. Even standard
machines use only 6 to 8 gallons. If you do wash dishes by hand, turn off the tap until you're ready to rinse.

3. Proposed fixtures.

9159-DST,k
With Optional Lq
Escutcheon RP64070A
9959-DSTA L�
Submitted Model No.:
Specific Features:
9159-DST 4 3/8"
(111 mm) -
9 1/2"
(241 mm)
15 11/16"
(399 mm)
8 7/16"
(214 mm) 2 1/2"
IF
(61 mm)---*1
3X 1 1/4"
to 1 1/2"
Jai
(32 mm to
9 13/16"
H toe Size
2 1/2" (64 mm), (249 mm)
Max. w) 10 1/2' 35 21/32"
Escutcmm)n
3" (76 (906 mm)
Max. w/o 10 1/2"
37 1 /8"
Escutchen � (943 mm)
3/8" Compression
8" (203 mm)
Fitting
Centers
10 1/2"
(267 mm)
9959-DST 43/8"
Min. 1 1/2" (38 mm)
To
(111 mm)
Clearanceck Splash
6 1/2"
(165 mm)
13"
T (330 mm)
7"
(178 mm)
21 3/32"
(61 mm)�I
2 1 /2"
I �(64mm)
3X 1 1/4"
to 1 1/2"
(32 mm to
9 13/16"
Hole Size
Hole
2 1/2" 164 mm(249 mm)
Max. w 10 1/2'
Escutcheon 35 21/32"
3" (76 mm) (906 mm)
Max. w/o 10 1 /2"
Escutchen I 37 1 /8"
(943 mm)
WI
3/8" Compression
8" (203 mm)
Fitting
Centers
10 1/2"
(267 mm)
A Designate proper finish suffix
Delta reserves the right (1) to make changes in specifications and materials, and (2) to change or discontinue
models, both without notice or obligation. Dimensions are for reference only. See current full -line price book or
www.deltafaucet.com for finish options and product availability.
DSP-K-9159-DST Rev. F
0 FIR
see what Delta can do
KITCHEN FAUCETS
■ Trinsic® Collection
■ Single Handle Deck Mount
■ 2-Function Pull -Down Sprayer
FEATURES:
• MagnaTite° Magnetic System
• DIAMOND Seal© Technology
• Touch -Clean© Sprayhead
STANDARD SPECIFICATIONS:
• Maximum 1.8 gpm Q 60 psi, 6.8 Vmin Q 414 kPa
• One or three hole mount (escutcheon optional,
not included)
-Spout rotates 360'
• Control mechanism shall be full -motion valve cartridge
• Two function wand; Aerated stream or spray
• Red/blue indicator markings
• Dual integral check valves in sprayer
• Quick connect hoses
WARRANTY
• Parts and Finish - Lifetime limited warranty, or for
commercial purchasers, 10 years for multi -family
residential (apartments and condominiums) and
5 years for all other commercial uses, in each case
from the date of purchase.
• Electronic Parts and Batteries (if applicable) - 5
years from the date of purchase; or for commercial
purchasers, 1 year from the date of purchase. No
warranty is provided on batteries.
COMPLIES WITH:
■ ASME A 112.18.1 / CSA B 125.1
■ ASMEA112.18.6
Indicates compliance to
c�
ICC/ANSI Al 17. 1
■ Verified compliant with .25% weighted
average Pb content regulations.
Delta Faucet Company
55 E. 1 1 1 th Street, Indianapolis, IN 46280
350 South Edgeware Road, St. Thomas, ON N5P 4L I
© 2019 Delta Faucet Company

35749LFA
Submitted Model No.:
Specific Features:
Min. 2 1 /2" (64 mm)
Clearance to Back Splash
2 3/4"
Recommended
(70 mm) 6" to 16"
5
(152 mm to 406 mm)
Centers
(127 mm)
8 5/8"
(219mm)
I
I
_
5 13/16"
(148 mm)
3 1 /1' 6"
(79 mm)
1 1 /8"
1 3/16"
6 15/16" (29mm)
(30 mm)
(177mm)
3 X 1 1/8"-1 1/2"
Max. Deck
(29-38 mm)
Thickness
Hole Size
1 /2"-14N PSM
1 5/8" (42 mm)
to
8 5/8"
2 3/8" (61 mm)
(220 mm)
1 1/4"
(32 mm)
Dia.
A Designate proper finish suffix
Delta reserves the right (1) to make changes in specifications and materials, and (2) to change or discontinue
models, both without notice or obligation. Dimensions are for reference only. See current full -line price book or
www.deltafaucet.com for finish options and product availability.
DSP-L-35749LF Rev. B
10
see what Delta can do",
BATHROOM FAUCET
■ Nicoli° Collection
■ Two Handle Widespread, Deck Mount
STANDARD SPECIFICATIONS:
• Max. flow rate 1.2 gpm © 60 psi, 4.5 Umin © 414 kPa
• Solid brass end valves and spout body
• Three hole mount
• Hot and cold stems are interchangeable
• 1/4 turn handle stops
• 1/4" O.D. coper supply lines
• Control mechanism is a rotating cylinder type with
stainless steel plate and 90' rotation, with replaceable
non-metallic seats
• Models have drain with pop-up type fitting with
plated flange and stopper
1T,'/_1 cI c7_ ,,, i C7
• Parts and Finish - Lifetime limited warranty, or for
commercial purchasers, 10 years for multi -family
residential (apartments and condominiums) and
5 years for all other commercial uses, in each case
from the date of purchase.
• Electronic Parts and Batteries (if applicable) - 5
years from the date of purchase, or for commercial
purchasers, 1 year from the date of purchase. No
warranty is provided on batteries.
�atierSery�
s
3 m
°js EPA Gr
CSA Group
COMPLIES WITH:
• ASME Al 12.18.1 / CSA B 125. 1
• ASME Al 12.18.2 / CSA B 125.2
2 Indicates compliance to
ICC / ANSI Al 17.1 - Valve control only
• EPA WaterSense
Delta Faucet Company
55 E. I I I th Street, Indianapolis, IN 46280
350 South Edgeware Road, St. Thomas, ON N5P 4L I
© 2020 Delta Faucet Company

Submitted Model No.:
Specific Features:
Min. 1 1/4" 32 mm
Clearance To Back Sp ash
10 1/8"
(257 mm) (127 mm)
8 11 /16"
(221 mm)
6 1/4" 5 7/8"
(159 mm) (149 mm)
3 9/16"
(90 mm)
2 1/4"
(57 mm)
T
2 11 /16"
(68 mm) r(25
" to 1 1/2"
m to iz mm)2 1/4" (57 mm)
le Size Max. Deck
7/8" Thickness
(22 mm)
4" Centers
(102 mm)
32 3/4"
(832 mm)
PEX Supply Tubes
2 1/8"
(SDa. (41 om)
2 3/8"
(60 mm)
7 15/16"
(202 mm)
1 3/8"
(35 mm) Dia.
1 1/4'
30 (32 mm) Dia.
A Designate Proper Finish Suffix
Delta reserves the right (1) to make changes in specifications and materials, and (2) to change or discontinue
models, both without notice or obligation. Dimensions are for reference only. See current fun -line price book or
www.deltafaucet.com for finish options and product availability.
DSP-L-2559-MPU-DST Rev. F
see what Delta can do -
BATHROOM FAUCET
■ TrinsicTm Bath Collection
■ Two Handle Deck Mount
FEATURES:
• DIAMOND SealO Technology
STANDARD SPECIFICATIONS:
■ Max flow rate 1.2 gpm @ 60 psi, 4.5 Umin @ 414 kPa
■ Three hole mount
■ 1/4 turn handle stops
■ Diamond coated ceramic cartridge
■ Hot and cold stems are interchangeable.
■ 3/8" O.D. straight PEX supply tubes
■ Models have metal drain with push -pop type fitting
with plated flange and stopper
WARRANTY
• Parts and Finish - Lifetime limited warranty, or for
commercial purchasers, 10 years for multi -family
residential (apartments and condominiums) and
5 years for all other commercial uses, in each case
from the date of purchase.
• Electronic Parts and Batteries (if applicable) - 5
years from the date of purchase; or for commercial
purchasers, 1 year from the date of purchase. No
warranty is provided on batteries.
�aterSery�
s
m m
"�s EPA Gr
COMPLIES WITH:
■ ASME A112.18.1 / CSA B 125.1
■ ASME A112.18.2 / CSA B 125.2
c] Indicates compliance to
ICC/ANSI A 1 17. 1 - Valve control only
■ EPA WaterSense©
■ Verified compliant with 0.25% weighted
average Pb content regulations.
Delta Faucet Company
55 E. I I I th Street, Indianapolis, IN 46280
350 South Edgeware Road, St. Thomas, ON N5P 4L I
© 2020 Delta Faucet Company

Submitted Model No.:
Specific Features:
52680A Showerhead
Full Body
Spray %
Massaging Full Spray
Spray w/Massage
52682A Showerhead
Soft Rain
Spray
52683A Showerhead
Full Body Full Spray
Spray w/Massage
Massaging Aerated
Spray Spray
52689A Showerhead
Soft Rain
Spray
57740A Showerhead
Full Body
Spray
Pause
®®®®®®®® ®®®®®®
207 mm)
8 3/4"
(222 mm)
3 5/16"
(84 mm)
5'
(127 mm)
3 11 /32"
(85 mm)
6 5/16"
(160 mm)
3 1/2"
(89 mm)
7 11/16"
(195 mm)
2 9/16"
(65 mm)
A Designate proper finish suffix
Delta reserves the right (1) to make changes in specifications and materials, and (2) to change or discontinue
models, both without notice or obligation. Dimensions are for reference only. See current full -line price book or
www.deltafaucet.com for finish options and product availability.
DSP-B-52680 Rev. C
=16 D E
RAINCAN
SHOWERHEAD
■ Raincan Showerhead
STANDARD SPECIFICATIONS
• Maximum 2.5 gpm at 80 psi (9.5UMin Q 552 kPa)
One to five spray showerhead
5"-8 112" spray face diameter
• Brass construction: 52682, 52689
• Touch -dean spray holes: 52680, 57740, 52683
WARRANTY
• Lifetime limited warranty on parts (other than
electronic parts and batteries) and finishes:
or, for commercial users, for 5 years from
date of purchase.
• 5 year limited warranty on electronic parts
(other than batteries); or, for commercial
users, for I year from the date of purchase.
No warranty is provided on batteries.
COMPLIES WITH:
•ASMEA112.18.1/CSAB125.1
Ol, D E LTA
FAUCET COMPANY
55 E. I I I th Street, Indianapolis, Indiana 46280
350 South Edgeware Road, St. Thomas, ON N5P 4L I
© 2015 Masco Corporation of Indiana

Technical Information
Fixture configuration
Two-piece, elongated bowl
Water per flush
1.28 gpf (4.8 Ipf)
Passageway
2" (51 mm)
Water area
9 1 /16" X 6 5/32"
(230 mm x156 mm)
Seat post hole centers
5 1/2" (140 mm)
Included Components:
Tank Assembly
RP81873A
Tank Cover
RP82448A
Flush Lever
RP82450A
Mounting Hardware — Bowl to floor
RP100489
Mounting Hardware — Tank to bowl
RP82451
Seat Assembly
RP92086A
A Designate proper finish suffix (-WH for white)
Installation Notes
• Install this product according to the installation guide.
• This model complies with the American Disabilities Act (ADA) when installed per
the requirements of the Accessibility Guidelines, Section 604 Water Closets, of
the Act, which includes the installation of an open front seat (not included).
• This model complies with CSA B651 when installed per Clause 4.3.6 of the
standard.
DSP-S-C43913 Rev. B
91
see what Delta can do"
Foundations° Toilet
C43913A
STANDARD SPECIFICATIONS:
• Vitreous China
• 29 9/32" (744 mm) in length, 17 1/2" (445 mm) in
width, 30 13/16" (783 mm) in height.
• Elongated bowl with chair height design 16 1 /2"
(419 mm) to top of the bowl.
• 12" (305 mm) rough -in.
• High efficiency 1.28 gpf (4.8 Ipf).
• 3" (76 mm) flush valve.
• 2" (51 mm) fully glazed trapway.
• Includes polished chrome trip lever.
WARRANTY
• Chinaware — Lifetime limited warranty, or for commercial
purchasers, 10 years for multi -family residential (apartments
and condominiums) and 5 years for all other commercial
uses, in each case from the date of purchase.
• Mechanical Parts — 1 year from the date of purchase.
• Electronic Parts and Batteries (if applicable) — 5 years from
the date of purchase; or for commercial purchasers, 1 year
from the date of purchase. No warranty is provided on
batteries.
• Toilet Seats — 1 year from the date of purchase.
For commercial purchasers no warranty is given.
COMPLIES WITH
• ADA / ANSI A] 17.1
• ASME A 1 12. 19.2 / CSA B45.1
• ASME Al 12. 19.5
• EPA WaterSense® High Efficiency Toilet
• CalGreen
Delta Faucet Company
55 E 1 1 1 " Street, Indianapolis, Indiana 46280
350 South Edgeware Road, St. Thomas, ON N5P 4L1
0 2019 Delta Faucet Company

see what Delta can do"
Foundations° Toilet
C43913A
Submitted Model No.:
Specific Features:
Top down view
29 9/32"
(744 mm)
18 1/2"
(470 mm)
5 1/2"(140 mm)
C/L of Seat Post Holes
Centers
Front view
Left view
"
9 1/4"
(234 mm)
17 1/2"
(445 mm) ` 1
1(25 mm
Recommen ed
Clearance to Back
Wall
141116"
(357 mm) 30 13/16"
(783 mm)
15/1Thread S 1
E=420
/2"
yp127 mm)gT ical Ran e
For Existing Supplymm)
3/8" NPT Supply
(204 mm)
6 1/4"
g"
(159 mm)
12"
21„
(533 mm)
29 mm)
(305 mm)
8"
(204 mm)
Foot Print
C/L of Outlet
5 5/8" - 6 3/8"
(142 - 163 mm)
Mounting Hole
A Designate proper finish suffix (-WH for white)
Delta reserves the right (1) to make changes in specifications and materials, and (2) to change or discontinue models, both without notice or obligation.
Dimensions are for reference only. See full -line pricebook or www.deltatoilet.com for finish options and product availability.
DSP-S-C43913 Rev. B

4. Supporting documentation including historical flow rates for
fixtures and washer.

EPA
L '
WaterSense
High -Efficiency Lavatory Faucet Specification
Supporting Statement
WaterSense° High -Efficiency Lavatory Faucet Specification
Supporting Statement
I. Introduction
The WaterSense program released its High -Efficiency Lavatory' Faucet Specification
(specification) on October 1, 2007, to promote and enhance the market for water -efficient
lavatory faucets. The goal of this specification is to allow consumers to identify and differentiate
products in the marketplace that meet this specification's criteria for water efficiency and
performance.
This specification addresses lavatory faucets and lavatory faucet accessories2 in private use,
such as those found in residences, and private restrooms in hotels and hospitals. Since these
types of faucets are used primarily for hand washing and other sanitary activities, such as face
washing and razor rinsing, WaterSense believes that maximum flow rates can be reduced
enough to impact national water consumption while at the same time not negatively impacting
user satisfaction. This specification is not intended to address kitchen faucets, which have a
very different set of uses and performance criteria, or public restroom faucets (e.g., airports,
theaters, arenas, stadiums, offices, and restaurants), which already have national performance
standards and criteria to which they should conform.
II. Current Status of Faucets
WaterSense estimates that currently there are 222 million residential lavatory faucets in the
United States. This estimate is based on an assumed one-to-one ratio of lavatory faucets to
residential bathrooms.3 In addition to the existing stock, approximately 25 million new faucets
are sold each year for installation in new homes or replacement of aging fixtures in existing
homes.4 Of these 25 million faucets, roughly two-thirds of those are lavatory faucets
(approximately 17 million units). Residential lavatory and kitchen faucets account for
' Lavatory is the terminology used in the Energy Policy Act of 1992 and ASME Al 12.18.1 to describe the
types of faucets to which the standards apply. In this specification, lavatory means any bathroom sink
faucets intended for private use.
2 Accessory, as defined in ASME 112.18.1, means a component that can, at the discretion of the user, be
readily added, removed, or replaced, and that, when removed, will not prevent the fitting from fulfilling its
primary function. For the purpose of this specification, an accessory can include, but is not limited to
lavatory faucet flow restrictors, flow regulators, aerator devices, laminar devices, and pressure
compensating devices.
3 U.S. Census Bureau, American Housing Surveys for the United States, 1970-2003.
4 Business Trend Analysts, 2006. "2005/2006 Outlook for the U.S. Plumbing Fixtures and Fittings
Industry." <www.mindbranch.com/catalog/print_product_page.jsp?code=R225-358>
Version 1.0 1 October 1, 2007

L '
EPA M High -Efficiency Lavatory Faucet Specification
WaterSense Supporting Statement
approximately 15.7 percent of indoor residential water use in the United States5—equivalent to
more than 1.1 trillion gallons of water used each year.
The Energy Policy Act of 1992 originally set the maximum flow rate for both lavatory and kitchen
faucets at 2.5 gallons per minute (gpm) at 80 pounds per square inch (psi) static pressure. In
1994, American Society of Mechanical Engineers (ASME) Al 12.18.1 M-1994—Plumbing Supply
Fittings set the maximum flow rate for lavatory faucets at 2.2 gpm at 60 psi. In response to
industry requests for conformity with a single standard, in 1998, the U.S. Department of Energy
adopted the 2.2 gpm at 60 psi maximum flow rate standard for all faucets (see 63 FR 13307;
March 18, 1998). This national standard is codified in the U.S. Code of Federal Regulations at
10 CFR Part 430.32. As a point of reference, the maximum flow rates of many of the pre-1992
faucets range from 3 to 7 gpm. Other than the aforementioned maximum flow rate standards,
there currently are no universally accepted performance tests or specifications (e.g., rinsing or
wetting performance standards) for faucets.
III. WaterSense High -Efficiency Lavatory Faucet Specification
Scope
The WaterSense program developed this specification to address criteria for improvement and
recognition of water -efficient and high-performance lavatory faucets and lavatory faucet
accessories. WaterSense labeled lavatory faucet accessories can be incorporated into the
design of new faucets to control the flow rate and provide the mechanism for meeting this
specification's criteria, or can be purchased separately and retrofit onto existing older faucets to
provide water efficiency and performance. This specification focuses solely on the category of
lavatory faucets intended for private use because of the differences in the uses and
performance expectations between private lavatory faucets and kitchen or public restroom
faucets. Lavatory faucets are used primarily for hand washing and other sanitary activities, such
as teeth brushing, face washing, and shaving. For these activities, discussions with faucet
manufacturers and water utility representatives provided a general consensus that a reduction
in the maximum flow rate from 2.2 gpm (the current federal water -efficiency standard) to 1.5
gpm, as established by this specification, is not very noticeable for most users. The most
noticeable differences are increased wait times when filling the basin or waiting for hot water.
While decreasing a faucet's maximum flow rate increases user wait time for these activities,
WaterSense determined the potential water savings gained from the primary use of lavatory
faucets (i.e., washing and rinsing) outweigh any potential inconvenience caused by increased
wait times and will not negatively impact overall user satisfaction.
Kitchen sink faucets were excluded from this specification because the different uses and user
expectations require other considerations for defining performance. One major performance
consideration is a kitchen faucet's ability to effectively rinse dishes. Kitchen faucets also are
commonly used for pot or container filling, and significantly increased wait times might not be
acceptable to most users. WaterSense determined that reducing the maximum flow rates of
kitchen faucets would create issues of user satisfaction and be counter to its program goals of
5 Mayer, Peter W. and William B. DeOreo. Residential End Uses of Water. Aquacraft, Inc. Water
Engineering and Management. American Water Works Association. 1998.
Version 1.0 2 October 1, 2007

L '
EPA M High -Efficiency Lavatory Faucet Specification
WaterSense Supporting Statement
increasing efficiency while maintaining or improving performance. In order to maintain user
satisfaction and ensure a high level of performance, a maximum flow rate greater than what is
suitable for lavatory faucets might need to be considered for kitchen faucets. Some type of
wetting or rinsing performance test also might need to be included. In addition, there is an
emerging area of research and development in multiposition control lever faucet technologies
that offer users "high" and "low" settings for different activities. While performance data are not
yet available, these technologies might prove to be effective in using water more efficiently. For
these reasons, WaterSense intends to evaluate the possibility of developing a WaterSense
specification for kitchen faucets at a later date.
Public restroom and metering faucets (faucets that are set to discharge a specific amount of
water or run for a specified period of time for each use) also were excluded from this
specification because of their differing uses and performance expectations and because
standards governing their maximum flow rate already exist. Public restroom faucets, for
example, are used almost exclusively for hand washing or simple rinsing, compared to lavatory
faucets in homes and in other private bathrooms that face a myriad of uses. As a consequence,
the maximum flow rate for these public restroom and metering fixtures can be set significantly
lower than the flow rate for private lavatory faucets without negatively impacting user
satisfaction. Also, a separate set of standards already apply to these types of fixtures. Codified
in the U.S. Code of Federal Regulations at 10 CFR Part 430 (specifically §430.32(o) Faucets)
are standards setting the maximum flow rate for metering faucets at 0.25 gallons/cycle. Section
5.4.1 and Table 1 of ASME Al 12.18.1/CSA B125.1—Plumbing Supply Fittings also establish the
maximum flow rates for public lavatory (other than metering) faucets at 0.5 gpm. As a
consequence, this category of faucet is not covered by the current specification. If WaterSense
decides to address water efficiency and performance for these types of faucets, it will do so
under a separate specification at a later time.
Water -Efficiency and Performance Criteria
The water -efficiency component of this specification establishes a maximum flow rate of 1.5
gpm at an inlet pressure of 60 psi. Lowering the maximum flow rate from 2.2 gpm to 1.5 gpm
(both at 60 psi) represents a 32 percent reduction, which is consistent with WaterSense's stated
goal of improving efficiency by at least 20 percent. Even when installed in systems with high
water pressure (up to 80 psi), faucets designed to this specification will have maximum flow
rates of approximately 1.75 gpm, which still represents a greater than 20 percent increase in
efficiency. WaterSense chose to specify a test pressure of 60 psi to maintain consistency with
the current industry standard (ASME Al 12.18.1—Plumbing Supply Fittings) to which all faucets
sold in the United States must comply.
The requirements of this specification are also in harmony with other international standards.
The Joint Standards Australia/Standards New Zealand Committee established standards for the
rating and labeling of water -efficient products (AS/NZS 6400:2005). As part of the standard,
water -efficient faucets are rated on a scale of 1 to 6 based on maximum flow rates. Under this
system, comparable 1.5 gpm WaterSense labeled lavatory faucets would receive a 5 out of 6
star rating, meeting criteria for maximum flow rates between 4.5 liters per minute (L/min) (1.2
gpm) and 6.0 L/min (1.6 gpm).
Version 1.0 3 October 1, 2007

L '
EPA M High -Efficiency Lavatory Faucet Specification
WaterSense Supporting Statement
Meeting or exceeding user expectations via the establishment of performance criteria for
WaterSense labeled products is an important aspect of the WaterSense program. From the
outset of discussions with interested parties, WaterSense was aware that performance of water -
efficient lavatory faucets is affected by low water pressures. To ensure user satisfaction with
WaterSense labeled lavatory faucets or lavatory faucet accessories across a range of possible
user conditions, WaterSense has established a minimum flow rate of 0.8 gpm at 20 psi in the
specification.
In developing these water -efficiency and performance criteria, WaterSense evaluated
comments received during the draft specification's public forum and public comment period (see
Response to Issues Raised During Public Comment on February 2007 Draft Specification for
WaterSenseSm Labeling of High -Efficiency Lavatory Faucets). WaterSense also considered
user satisfaction data generated from four high -efficiency lavatory faucet retrofit studies and the
impact of pressure changes on product flow rates for various types of lavatory faucet
accessories.
WaterSense established a maximum flow rate of 1.5 gpm at 60 psi because interested parties
that provided comments on the draft specification generally agreed that a flow rate of 1.5 gpm
would provide no noticeable difference for most users. In addition, data collected from retrofit
studies demonstrate a high level of user satisfaction with high -efficiency lavatory faucets that
have maximum flow rates of 1.0 and 1.5 gpm. Aquacraft, Inc. conducted retrofit studies in
Seattle, Washington (2000)6 and East Bay Municipal Utility District (EBMUD), California (2003)7
in which they replaced existing lavatory faucet aerators with 1.5 gpm pressure compensating
aerators. In the Seattle study, 58 percent of the participants felt their faucets with the new
aerators performed the same or better than their old faucet fixtures and 50 percent stated they
would recommend these aerators to others. In the EBMUD study, 80 percent of the participants
felt their faucets with the new aerators performed the same or better than their old faucet
fixtures, and 67 percent stated they would recommend these aerators to others. A third
Aquacraft, Inc. retrofit study conducted in Tampa, Florida (2004)8 replaced existing lavatory
faucet aerators with 1.0 gpm pressure compensating aerators. The participants in this study
were receptive to an even higher -efficiency fixture, with 89 percent saying their new aerators
performed the same or better than their old faucet fixtures and would recommend them to
others. Seattle Public Utilities also provided WaterSense with survey results of customer use
and satisfaction with 1.0 gpm pressure compensating aerators distributed through the utility's
direct -mail showerhead and faucet aerator pilot program. According to its survey, 94 percent of
the participants that received the free aerators installed them and only 2 percent disliked the
aerators and removed them.9
6 Seattle Home Water Conservation Study: The Impacts of High -Efficiency Plumbing Fixture Retrofits in
Single -Family Homes, December 2000.
Water Conservation Study: Evaluation of High -Efficiency Indoor Plumbing Fixture Retrofits in Single -
Family Homes in the East Bay Municipal Utility District Service Area, July 2003.
8 Tampa Water Department Residential Water Conservation Study: The Impacts of High -Efficiency
Plumbing Fixture Retrofits in Single -Family Homes, January 2004.
9 Seattle Public Utilities. "Showerhead/Aerator Pilot Program Summary." Unpublished.
Version 1.0 4 October 1, 2007

L '
EPA M High -Efficiency Lavatory Faucet Specification
WaterSense Supporting Statement
WaterSense established a minimum flow rate of 0.8 gpm at 20 psi for several reasons. First,
WaterSense felt this minimum flow rate was reasonable to ensure user satisfaction in homes
with low water pressure based on comments that were received regarding the draft
specification. Second, WaterSense received comments from several utilities regarding
programs in which 1.0 gpm lavatory faucet aerators are provided to customers. These products
have shown a high level of user satisfaction, and WaterSense wants to recognize these
products and the efforts of the utilities to ensure that additional water savings can be achieved
through such programs. Third, WaterSense wants to avoid restricting design options to the
extent possible. The specification leaves open the possibility for the use of fixed orifice flow
control devices (with a maximum flow rate of 1.5 gpm) instead of restricting manufacturers to
the use of pressure compensating devices. Under the specification, a 1.5 gpm maximum flow
rate fixed orifice aerator could qualify for use of the label (according to currently available
product specifications and flow curves). Pressure compensating devices with maximum flow
rates between 1.5 and 1.0 gpm could also qualify for the use of the WaterSense label
(according to currently available product specifications and flow curves). WaterSense believes
that this approach allows for the greatest degree of design freedom for manufacturers and
supports existing utility programs, while still ensuring a high level of performance and user
satisfaction.
In order for high -efficiency lavatory faucets to effectively emerge in the market following the
release of the final version of this specification, the market must ideally be equipped to produce
the faucets or faucet technology that the specification requires. WaterSense is not currently
aware of any lavatory faucets on the market with a maximum flow rate of 1.5 gpm. There are,
however, several types and models of faucet components and accessories currently available
that have the capability to control the flow to the level that is required by this specification. As a
result, WaterSense is confident that faucets and faucet accessories that meet the requirements
of this specification can be readily brought to market.
Potential Water and Energy Savings
To estimate water and energy savings that can be achieved by products that meet this
specification, WaterSense examined the Seattle (2000) and EBMUD (2003) Aquacraft retrofit
studies, which provided actual water consumption reductions generated by the installation of
high -efficiency, pressure -compensating 1.5 gpm aerators on lavatory faucets. WaterSense
expects the results under this specification to be similar to what was found in these two studies.
These studies indicate that installing high -efficiency aerators can yield significant reductions in
household water consumption. Post faucet retrofit, the weighted average daily per capita
reduction in water consumption achieved was 0.6 gallons per capita per day (gcpd). It is
important to note that in both of these studies, kitchen faucets in each household were
retrofitted with 2.2 gpm pressure compensating aerators. While these retrofits contributed in
part to overall reductions in household water consumption, the retrofits simply brought those
kitchen sink faucets up to current water -efficiency standards, therefore, WaterSense decided to
set aside this confounding influence in order to estimate the water savings. Assuming the
average household consists of 2.6 people, this equates to an average annual household
savings of approximately 570 gallons of water (see Calculation 1).
Version 1.0 5 October 1, 2007

EPA
L '
WaterSense
High -Efficiency Lavatory Faucet Specification
Supporting Statement
Calculation 1. Average Household Water Savings
0.6 gpcd • 2.6 people/household • 365 days = 570 gallons annually
Extrapolated to the national level, potential estimated water savings could be as great as 61
billion gallons annually (see Calculation 2). These estimates clearly demonstrate the significant
water savings potential of high -efficiency lavatory faucets and accessories.
Calculation 2. National Water Savings
570 gal/year • 107,574,00010 occupied residences w/ plumbing fixtures = 61 billion gallons
Based upon these estimates, the average household could save more than 70 kWh of electricity
(see Calculation 3) or 350 cubic feet of natural gas (see Calculation 4) each year. National
savings could exceed 3 billion kWh hours and 20 billion cubic feet (Bcf) of natural gas each year
(see Calculations 5 and 6).
Calculation 3. Electricity Saving Per Household
(570 gal/year • 0.70) • (176.5 kWh of electricity/1,000 gal) = 70 kWh of electricity per year
Calculation 4. Natural Gas Savings Per Household
(570 gal/year • 0.70) • (0.8784 Mcf of natural gas/1,000 gal) = 0.35 Mcf (350 cubic feet) of
natural gas per year
Calculation 5. National Electricity Savings Potential
(61,000,000,000 gal • 0.70 • 0.40) • (176.5 kWh of electricity/1,000 gal) = 3 billion kWh of
electricity nationwide
Calculation 6. National Natural Gas Savings Potential
(61,000,000,000 gal • 0.70 • 0.56) • (0.8784 Mcf of natural gas/1,000 gal) = 20 million Mcf of
natural gas nationwide = 20 Bcf of natural gas nationwide
These calculations are based upon the following assumptions:
• Approximately 70 percent of faucet water used in a household is hot water (Tampa and
Seattle Aquacraft studies).
• 42,788,000 (approximately 40 percent) of occupied residences in the United States heat
their water using electricity."
• 60,222,000 (approximately 56 percent) of occupied residences in the United States heat
their water using natural gas.12
10 U.S. Department of Housing and Urban Development and U.S. Census Bureau. American Housing
Survey for the United States 2005. Table 1A-4 page 5.
11 U.S. Department of Housing and Urban Development and U.S. Census Bureau. American Housing
Survey for the United States 2005. Table 1A-5, page 6_
12 U.S. Department of Housing and Urban Development and U.S. Census Bureau. American Housing
Survey for the United States 2005. Table 1A-5, page 6_
Version 1.0 6 October 1, 2007

L '
EPA M High -Efficiency Lavatory Faucet Specification
WaterSense Supporting Statement
Water heating consumes 0.1765 kWh of electricity per gallon of water heated assuming:
o Specific heat of water = 1.0 BTU/Ib ° F
0 1 gallon of water = 8.34 Ibs
0 1 kWh = 3,412 BTUs
o Incoming water temperature is raised from 55° F to 120° F (A 65 ° F).
o Water heating process is 90 percent efficient, electric hot water heater.
Calculation 7.
[(1 gal • 1.0 BTU/Ibs • ° F) (1 KWh/3,412 BTUs) / (1 gallon/8.34 Ibs) • 65° F] / 0.90
= 0.1765 kWh/gal
• Water heating consumes 0.8784 Mcf of natural gas per 1,000 gallons of water heated
assuming:
o Specific heat of water = 1.0 BTU/Ib • ° F
0 1 gallon of water = 8.34 Ibs
0 1 Therm = 99,976 BTUs
o Incoming water temperature is raised from 55° F to 120° F (A 65 ° F)
o Water heating process is 60 percent efficient, natural gas hot water heater
Calculation 8.
[(1 gal • 1.0 BTU/Ibs • ° F) (lTherm/99,976 BTUs) / (1 gallon/8.34 Ibs) • 65° F] / 0.60
= 0.009053 Therms/gal
Calculation 9.
0.010428 Therms/gal • 1,000 gal • 1 Mcf/10.307 Therms = 0.8784 Mcf/kgal
Cost Effectiveness and Payback Period
The average homeowner retrofitting their lavatory faucets with WaterSense labeled high -
efficiency lavatory faucet accessories (e.g., aerator, laminar flow device, flow restrictor) will
realize accompanying $3.26 savings on water and wastewater cost annually due to lower water
consumption (see Calculation 10).
Calculation 10. Annual Water and Wastewater Cost Savings
570 gallons/year • $5.72/1,000 gallonS13 = $3.26/year
Factoring in the accompanying energy savings, the average household with electric water
heating may save an additional $6.65 (70 kWh/year • $.095/kWh), for a combined annual
savings of $9.91. The average household with natural gas water heating, may save an
additional $4.56.(0.35 Mcf/year • $13.04/Mcf), for a combined annual savings of $7.82.
13 Raftelis Financial Consulting. Water and Wastewater Rate Survey. American Water Works Association.
2004.
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EPA M High -Efficiency Lavatory Faucet Specification
WaterSense Supporting Statement
Assuming that the average household has two lavatory faucets 14, replacing the aerators in each
lavatory faucet with a WaterSense labeled aerator would save $1.63 per faucet on annual water
and wastewater costs. The average payback period for the replacement of two lavatory faucet
aerators would be approximately 10 months for those with electric water heating and 12 months
for those heating with natural gas (See Calculations 11 and 12).
Calculation 11. Average Payback Period (Electric Water Heating)
$8.00 / [$3.26/year + (70 kWh/year • $.095/kWh)] = 0.8 years (-10 months)
Calculation 12. Average Payback Period (Natural Gas Water Heating)
$8.00 / [$3.26/year + (0.35 Mcf/year • $13.04 /Mcf)] = 1.0 years (-12 months)
These calculations are based upon the following assumptions:
• WaterSense labeled retrofit devices retail for $4.00 each.
• Average cost of electricity is $0.095/kWh15
• Average cost of natural gas is $13.04/Mcf16
Unit Abbreviations:
Bcf = billion cubic feet
BTU = British thermal unit
F = Fahrenheit
gal = gallon
gpcd = gallons per capita per day
gpm = gallons per minute
kgal = kilogallons
kWh = kilowatt hour
Ibs = pounds
L/min = liters per minute
Mcf = thousand cubic feet
psi = pressure per square inch
WaterSense assumes that the cost of new faucets manufactured and sold as WaterSense
labeled fixtures will not increase significantly since in many cases the manufacturer will simply
need to substitute the current flow regulating device with a similar, more efficient rated device.
In many cases this will be as simple as switching from the current 2.2 gpm aerator or laminar
flow device to a comparable 1.5 gpm WaterSense labeled device
14 U.S. Department of Housing and Urban Development and U.S. Census Bureau. American Housing
Survey for the United States 2005. Table 1A-3 page 4.
15 Average Retail Price of Electricity to Ultimate Customers by End -Use Sector, Energy Information
Administration. <www.eia.doe.gov/cneaf/electricity/epa/epat7p4.html>
16 Short -Term Energy Outlook, Energy Information Administration. <www.eia.doe.gov/steo>
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WaterSense Specification for Showerheads
WaterSense° Specification for Showerheads
1.0 Scope and Objective
This specification establishes the criteria for showerheads labeled under the U.S. Environmental
Protection Agency's (EPA's) WaterSense° program. It is applicable to showerhead fixture
fittings, inclusive of:
Fixed showerheads that direct water onto a user (excluding body sprays) for bathing
purposes; and
Hand-held showers, a subset of showerheads that are moveable devices for directing
water onto a user. Hand-held showers can be installed on a support to function as a
fixed showerhead.
When used in this document the term "showerhead" shall also include hand-held showers.
This specification is designed to ensure sustainable, efficient water use and a high level of user
satisfaction with showerhead performance.
2.0 General Requirements
2.1 The showerhead shall conform to applicable requirements in ASME
A112.18.1 /CSA B125.1.1
2.2 If the showerhead has more than one mode, all modes must meet the maximum
flow rate requirement outlined in Section 3.1.1 and at least one of the modes, as
specified by the manufacturer, must meet all of the requirements outlined in this
specification.
2.3 The showerhead shall not be packaged, marked, or provided with instructions
directing the user to an alternative water -use setting that would override the
maximum flow rate, as established by this specification. Any instruction related to
the maintenance of the product, including changing or cleaning showerhead
components, shall direct the user on how to return the product to its intended
maximum flow rate.
3.0 Water -Efficiency Criteria
3.1 The flow rate of the showerhead shall be tested in accordance with the
procedures in ASME A112.18.1/CSA 13125.1 and shall meet the following criteria:
3.1.1 The manufacturer shall specify a maximum flow rate value (rated flow) of
the showerhead. This specified value must be equal to or less than 2.0
gallons per minute (gpm) (7.6 liters per minute [Umin]).
' References to this and other standards apply to the most current version of those standards.
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3.1.2 The maximum flow rate shall be the highest value obtained through
testing at flowing pressures of 20, 45, and 80 ± 1 pounds per square inch
(psi) (140, 310, and 550 ± 7 kilopascal [kPa]), when evaluated in
accordance with 10 CFR 430 Subpart F, Appendix B, Step 6(b). This
maximum flow rate shall not exceed the maximum flow rate value
specified in Section 3.1.1.
3.1.3 The minimum flow rate, determined through testing at a flowing pressure
of 20 ± 1 psi (140 ± 7 kPa) and when evaluated in accordance with 10
CFR 430 Subpart F, Appendix B, Step 6(a), shall not be less than 60
percent of the maximum flow rate value specified in Section 3.1.1.
3.1.4 The minimum flow rate shall be the lowest value obtained through testing
at flowing pressures of 45 and 80 ± 1 psi (310 and 550 ± 7 kPa), when
evaluated in accordance with 10 CFR 430 Subpart F, Appendix B, Step
6(a). This minimum flow rate shall not be less than 75 percent of the
maximum flow rate value specified in Section 3.1.1.
4.0 Spray Force Criteria
4.1 The spray force of the showerhead shall be tested in accordance with the
procedures outlined in Appendix A and shall meet the following criteria:
4.1.1 The minimum spray force shall not be less than 2.0 ounces (0.56 newtons
[N]) at a pressure of 20 ± 1 psi (140 ± 7 kPa) at the inlet when water is
flowing.
5.0 Spray Coverage Criteria
5.1 The spray coverage of the showerhead shall be tested in accordance with the
procedures outlined in Appendix B and shall meet the following criteria:
5.1.1 The total combined maximum volume of water collected in the 2- and 4-
inch [in.] (50-, 101-millimeter [mm]) annular rings shall not exceed 75
percent of the total volume of water collected, and;
5.1.2 The total combined minimum volume of water collected in the 2-, 4-, and
6-in. (50-, 101-, 152-mm) annular rings shall not be less than 25 percent
of the total volume of water collected.
6.0 Marking
In addition to the marking requirements in ASME All 12.18.1/CSA B125.1, the following
markings shall apply:
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6.1 The product shall be marked with the maximum flow rate value in gpm and L/min
as specified by the manufacturer, verified through testing and in compliance with
this specification.
6.2 The product packaging shall be marked with the maximum flow rate value in gpm
and L/min as specified by the manufacturer, verified through testing and in
compliance with this specification.
6.3 The product packaging shall be marked with the minimum flow rate value in gpm
and L/min at 45 psi, calculated in Section 3.1.4 as 75 percent of the
manufacturer's specified maximum flow rate value, verified through testing and in
compliance with this specification.
6.4 Flow rate marking shall be in gpm and L/min in two or three digit resolutions
(e.g., 2.0 gpm [7.6 L/min]).
7.0 Effective Date
This specification is effective on February 9, 2010.
8.0 Future Specification Revisions
EPA reserves the right to revise this specification should technological and/or market changes
affect its usefulness to consumers, industry, or the environment. Revisions to the specification
would be made following discussions with industry partners and other interested stakeholders.
9.0 Definitions
Definitions within ASME All 12.18.1/CSA B125.1 are included by reference
ASME — American Society of Mechanical Engineers
ASME PTC — American Society of Mechanical Engineers Performance Test Codes
ANSI —American National Standards Institute
CFR — Code of Federal Regulations
CSA — Canadian Standards Association
ISA — International Society of Automation
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WaterSense Specification for Showerheads
Supporting, Statement
WaterSense® Specification for Showerheads
Supporting Statement
I. Introduction
Showering is one of the leading uses of water inside the home, representing approximately 17
percent of annual residential indoor water use in the United States. This translates into more
than 1.2 trillion gallons of water consumed each year',2. The WaterSense program released its
final specification for showerheads on March 4, 2010, to capitalize on this opportunity to further
improve the nation's water and energy efficiency by raising consumer awareness and promoting
the use of more efficient showerheads. The intent of this specification is to help consumers
identify those products that have met EPA's criteria for water efficiency and performance.
WaterSense collaborated with the American Society of Mechanical Engineers
(ASME)/Canadian Standards Association (CSA) Joint Harmonization Task Force to develop the
specification criteria for high -efficiency showerheads. This task force is open to the public and
comprises a wide variety of stakeholders, including showerhead manufacturers, water and
energy utilities, testing laboratories, consultants, and other water -efficiency and conservation
specialists. Their participation, resources, and expertise enabled WaterSense to evaluate
showerhead efficiency and performance and develop meaningful testing protocols that can
effectively differentiate showerhead performance.
Prior to the task force's work there were no universally accepted criteria for measuring
showerhead performance. Federal water -efficiency legislation and national performance
standards only establish product flow rates that dictate water consumption —they do not address
what makes a satisfactory, or unsatisfactory, shower. Now, with this specification, WaterSense
and the task force have bridged this consumer information gap by incorporating performance
requirements for products seeking to earn the WaterSense label. The requirements address
flow rates across a range of pressures, spray force, and spray coverage, three key attributes of
showerhead performance, according to consumer testing. These new requirements are
designed to ensure a high level of performance and user satisfaction with high -efficiency
showerheads.
II. Current Status of Showerheads
With nearly 110 million occupied housing units in the United States3 and an average of two
showerheads per household4, WaterSense estimates that there are 220 million showerheads
'Assumes a per capita shower use of 11.6 gallons. See Mayer, Peter W. and William B. DeOreo.
Residential End Uses of Water. Aquacraft, Inc. Water Engineering and Management. American Water
Works Association. 1998. Page 102.
2 According to the U.S. Census Bureau, there are 300 million persons in the United States.
3 See U.S. Census Bureau and the U.S. Department of Housing and Urban Development's American
Housing Survey for the United States. 2007.
4 Mayer and DeOreo, op. cit., 99.
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Supporting, Statement
currently installed in homes across the United States. WaterSense also estimates that
approximately 10 percent of the existing 220 million showerheads are replaced each year due to
wear, remodeling, or other reasons. This means that the vast majority of these existing
showerheads have flow rates equal to or less than the federal standard of 2.5 gallons per
minute (gpm), which was mandated by the Energy Policy Act (EPAct) of 1992. With normal
replacements and units sold for new construction, WaterSense estimates that approximately
25.6 millions new showerheads are sold each year. Since Congress enacted the federal
requirements in the early 1990s, manufacturers have gone on to develop showerheads that use
significantly less water than the flow rates set in EPAct 1992. These high -efficiency
showerheads can save at least 20 percent compared to standard fixtures, resulting in a potential
savings of more than 1,200 gallons per showerhead per year.
III. WaterSense Specification for Showerheads
Scope
This specification applies to showerheads and hand-held showers. Showerheads are fixed
devices for directing water onto a user for bathing purposes. Hand-held showers, a subset of
showerheads, are moveable devices for directing water onto a user. Hand-held showers can be
installed on a support to function as a showerhead.
Multiple showerheads are eligible to receive the WaterSense label provided the showerheads
are sold in combination in a single device intended to be connected to a single shower outlet.
Further, each showerhead must meet all of the requirements of the specification and the entire
multiple -head system must meet the maximum flow rate requirement of the specification in all
possible operating modes.
Body sprays are excluded from this specification because their function and design are wholly
different than that of a showerhead or hand-held shower. Retrofit devices, including aftermarket
flow control devices, are also excluded because the intent of the specification is to recognize
and label complete, fully functioning fixtures or fittings, and not individual components.
General Requirements
Many showerheads are sold with multiple modes to provide the user with options for different
spray types (e.g., misting, massaging, or pause). WaterSense wants to maintain manufacturing
flexibility and consumer choice for multiple mode showerheads, thus the specification addresses
these types of showerheads by requiring all modes to meet the maximum flow rate requirement
(i.e., no mode can exceed 2.0 gallons per minute [gpm]) and at least one of the modes, as
specified by the manufacturer, must meet all of the requirements contained in the specification,
including the maximum and minimum flow rates, spray force, and spray coverage requirements.
Water -Efficiency Criteria
5 Units sold for replacement is based upon a 10 percent natural replacement rate. Units sold for new
construction is based on 1,797,000 new housing starts per year based on the average number of new
housing starts from 2003-2007.from U.S. Census. 2007 American Housing Survey, Table 1A-1.
www.census.gov/prod/2008i)ubs/h150-07.i)df.
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Supporting, Statement
The water -efficiency component of this specification establishes a maximum flow rate of 2.0
gpm (7.6 liter per minute [L/min]). WaterSense settled on this flow rate after examining the
range of products currently available on the market. This maximum flow rate represents a 20
percent reduction from the current federally allowable maximum flow rate of 2.5 gpm
established by EPAct 1992, which is consistent with WaterSense's stated water -efficiency goal.
The specification also includes minimum flow rate requirements at 80, 45, and 20 pounds per
square inch (psi) of pressure (the upper, mid, and lower range of potential household pressures)
to ensure performance and user satisfaction under a variety of household conditions.
Specifically, at 45 and 80 psi the tested flow rate cannot be less than 75 percent of the
showerhead's maximum "rated ,6 flow rate value. This minimum requirement is specified at both
45 and 80 psi because some showerheads that are designed to compensate and adjust for
changes in water pressure will actually produce maximum flow at 45 psi and not at 80 psi. As a
result, WaterSense wants to ensure that this minimum flow rate requirement is met at both
pressures. Likewise, at 20 psi the tested flow rate cannot be less than 60 percent of the
showerhead's maximum rated flow rate value. Table 1 below provides some examples of the
allowable minimum flow rates for showerheads with various rated flow rates. Defining minimum
flow rate requirements in this manner ensures that the showerhead is designed to provide
consistent flow across a range of pressures.
Table 1. Example Minimum Flow Rates
Showerhead
Rated Flow Rate
Minimum
Allowable Flow Rate
80 psi
45 psi
20
psi
2.0 gpm
1.5
gpm
1.5
gpm
1.2
gpm
1.75 gpm
1.3
gpm
1.3
gpm
1.1
gpm
1.5 gpm
1.1
gpm
1.1
gpm
0.9
gpm
1.0 gpm
0.8
gpm
0.8
gpm
0.6
gpm
WaterSense is requiring both the maximum and minimum flow rates of the showerhead to meet
the testing and verification protocols for sampling outlined in the Code of Federal Regulations
(see 10 CFR 430 Subpart F, Appendix B, Steps 6[b] and 6[a], respectively). The U.S.
Department of Energy currently uses the sampling plan outlined in the CFR for assessing
compliance of showerhead flow rates with EPAct 1992 requirements, and thus referencing it in
this specification provides specific and familiar guidance to third -party certifying bodies for
determining whether a showerhead meets the flow rate requirements established by
WaterSense.
Performance Criteria
Establishing performance -based criteria for WaterSense labeled showerheads is critical to
ensuring user satisfaction and maintaining the integrity of the WaterSense label. Prior to this
specification, however, there were no universally agreed -upon testing protocols for showerhead
performance or measures that adequately defined user satisfaction. WaterSense worked with
6 The "rated" flow rate is the showerhead's maximum flow rate, as specified by the manufacturer, verified
through testing, and in compliance with this specification.
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Supporting, Statement
the task force to determine, through its expertise and supported by consumer testing, the key
performance attributes of showerheads.
To measure those attributes in a laboratory setting, the task force undertook an intensive effort
to develop test protocols. The spray force and spray coverage requirements contained in the
specification are a result of these efforts. Both test protocols subsequently underwent several
iterations of round robin testing in various laboratories by multiple manufacturers and
independent third -party certifiers in order to ensure that the procedures are repeatable and the
results reproducible. Laboratory test data were then compared back to the consumer test data
for a variety of showerheads to determine the specific performance levels that are included in
the specification. These performance levels define the boundaries for user satisfaction for both
spray force and spray coverage.
The spray force component of the specification requires a showerhead's spray force to be at
least 2.0 ounces (0.56 newtons [N]) at an inlet pressure of 20 psi when the water is flowing. The
testing procedure, described in Appendix A of the specification, is a pass/fail test that assesses
the relative force of the shower spray through the use of a force balance fixture. The force
balance fixture is equipped with a force target on one side that receives the shower spray and
counterbalancing weights on the other side, set to the specified force (i.e., 2.0 ounces). As the
shower spray hits the force target, the force balance fixture measures the rotation angle of the
balance at the pivot point of the two sides (the spray and counterbalancing weights).
If the shower spray force is greater than the specified minimum, it will overcome, or move, the
counterbalancing weights to or beyond the point of balance, achieved when the angle rotates
within 0.10 of zero or past it. Under this scenario the showerhead would pass the force
requirements. If the showerhead's force is less than the specified minimum, it will not overcome
the counterbalancing weights and the angle of balance will not rotate within 0.10 of zero or past
it. Under this scenario, the showerhead would fail the force requirements. The target force of 2.0
ounces specified in the specification represents the lower bounds of user satisfaction based on
results from consumer tests using a variety of showerheads.
The spray coverage component of the specification, as described in Appendix B of the
specification, requires the use of an annular ring gauge consisting of a series of concentric
rings, starting with a 2-inch diameter center ring and each successive ring increasing in
diameter by 2 inches out to 20 inches. The showerhead is positioned and turned on directly
above the surface of the annular ring gauge. The relative amount of water captured in each set
of concentric rings provides a representation of the distribution of the spray pattern and can be
used to evaluate the showerhead's spray coverage.
Simultaneous to the development of the test apparatus, WaterSense gathered consumer test
data to determine user preferences with respect to spray coverage. Data showed general
dissatisfaction with showerheads that spray with a hollow spot in the center or that have too
much water flowing in the center to form a very narrow beam. Thus the criteria contained in the
specification were crafted to capture and disqualify showerheads with these types of coverage
characteristics. Specifically, to meet the spray coverage requirement, the total volume of water
collected in the two center rings (out to 4 inches) cannot exceed 75 percent of the total collected
water volume (i.e., the showerhead cannot deliver all its water through a narrow beam in the
center). In addition, the total combined volume of water collected in the three center rings (out to
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Supporting, Statement
6 inches) must be at least 25 percent of the total collected water volume (i.e., the showerhead
cannot have a hollow spot in the center).
Marking
With this specification, WaterSense has adopted a new approach to product and package flow
rate marking. The requirements are designed to clarify and clearly indicate which maximum flow
rate value the manufacturer is to use. At the outset of certification, the manufacturer specifies a
maximum flow rate value ("rated" flow rate), not to exceed 2.0 gpm, which is subsequently
verified through testing. WaterSense requires the manufacturer to mark the product and product
packaging with this rated flow rate value, so that the information provided to the consumer is
both informative and accurate.
In addition to marking the product and packaging with the maximum rated flow rate, the product
packaging (but not the product itself) must also be marked with the showerhead's minimum flow
rate at 45 psi. This minimum flow rate is calculated as 75 percent of the manufacturer's
specified maximum flow rate value and is subsequently verified through testing. The purpose of
this marking requirement is to assist installers in properly matching showerheads and
automatic -compensating mixing valves for installation in order to provide protection against
thermal shock and scalding events (see Section V below for more information).
Potential Water and Energy Savina
Note: Refer to Appendix A for the assumptions and calculations used to derive these estimates.
Showerheads with a flow rate of 2.0 gpm or less have the potential to save significant amounts
of water both individually and at the national level. Replacing standard showerheads with
WaterSense labeled showerheads could save more than 1,200 gallons per showerhead or
2,300 gallons of water per household per year. Based upon the amount of water saved, the
average household could save 300 kilowatt hours (kWh) of electricity or 1,500 cubic feet of
natural gas that would otherwise be required to heat the water.
Nationwide, if WaterSense labeled showerheads were purchased for all normal showerhead
replacements and installed in all new construction, WaterSense estimates that water savings
could reach 30.3 billion gallons per year. National energy savings could exceed 1.6 billion kWh
of electricity and 10.9 million cubic feet (Mcf) of natural gas each year.
Cost -Effectiveness
Note: Refer to Appendix A for the assumptions and calculations used to derive these estimates.
The average homeowner retrofitting his or her showerheads with WaterSense labeled
showerheads will realize an accompanying $14 savings on water and wastewater costs
annually due to lower water consumption. Factoring in the accompanying energy savings, the
average household with electric water heating may save an additional $36, for a combined
annual savings of $50. The average household with natural gas water heating may save an
additional $18 for a combined annual savings of $32.
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Supporting, Statement
If the average showerhead costs $30 retail, the average payback period for the replacement of
two standard showerheads per household with WaterSense labeled models would be
approximately 14 months for those with electric water heating and about two years for those
heating with natural gas.
IV. Certification and Labeling
WaterSense has established an independent third -party product certification process, described
on the WaterSense Web site at www.er)a.gov/watersense/partners/certification.html. Under this
process, products are certified to conform to applicable WaterSense specifications by
accredited third -party licensed certifying bodies. Manufacturers are then authorized to use the
WaterSense label in conjunction with certified products.
V. Other Issues
Detailed Drawings for the Force Balance Test Apparatus
As the specification indicates, the spray force performance requirement is measured via a force
balance test apparatus. This force balance test apparatus was developed by the task force
specifically for the purpose of determining a showerhead's compliance with the specification's
force requirements; therefore it is not a readily available or mass-produced piece of testing
equipment. In addition, the test apparatus needs to be manufactured with very specific
tolerances to ensure the results are repeatable and reproducible in any laboratory setting.
WaterSense has made available the specification drawings to facilitate the construction of this
test equipment. Detailed drawings for the force balance test apparatus are available on the
WaterSense Web site at www.er)a.gov/watersense/products/showerheads.html.
Health and Safetv
In developing this specification, WaterSense and the task force considered potential negative
impacts of reducing the flow rate on consumer satisfaction, including potential health and safety
issues once these products are installed in the plumbing system. Of particular concern is the
potential for increasing the risk of thermal shock or scalding as shower flow rates are reduced.
Thermal shock or scalding can be caused when a hot- or cold -water -using device is activated
(e.g., flushing the toilet or running the dishwasher) while the shower is running. Water is
diverted away from the shower, causing a pressure drop in either the hot or cold water supply
line to the shower. As a consequence, the balance of hot and cold water is shifted either to a
hotter or colder temperature mix. This sudden change in temperature can either cause a user to
abruptly move away from the shower stream, potentially resulting in an injury or fall, or if the
temperature increase is severe enough, scalding can occur.
To mitigate the risks of temperature -related shower injuries, most U.S. plumbing codes require
showers to be outfitted with individual automatic -compensating mixing valves that comply with
either the American Society of Sanitary Engineers (ASSE) 1016 or ASME Al 12.18.1/CSA
B125.1 standards. An automatic -compensating mixing valve is a device that is installed as part
of the shower's flow control that helps to regulate water temperature; it is not part of the
showerhead itself. The valve works either through balancing the incoming hot and cold water
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Supporting, Statement
pressures or through controlling the mixed outlet temperature with a thermostatic element that
can maintain water temperature to within +/- 3.6°F.
Despite advances in plumbing codes and mixing valve technology, thermal shock and scalding
risks are still present under two scenarios. First, automatic -compensating mixing valves are
currently only required to be tested and certified at a flow rate of 2.5 gpm at 45 psi. When these
devices are outfitted with a showerhead that has a lower flow rate, there may not be adequate
assurance that the valve is sensitive enough to provide the required protection. This is
potentially true for all showerheads, as standard showerheads are currently tested and certified
at a flow rate of 2.5 gpm at 80 psi. Second, not all homes are equipped with an automatic -
compensating mixing valve. The risks are of particular concern for showerhead retrofits in
homes built prior to 1987.
As a part of the development of the criteria for showerheads, WaterSense and the task force
evaluated the link between flow rate and temperature deviations associated with pressure and
temperature changes. The task force gathered and presented data to compare the temperature
profiles that result from a drop in hot and cold water pressure for both standard and high -
efficiency showerheads under the two risk scenarios: (1) installation with various types of
automatic -compensating mixing valves (thermostatic, pressure balancing, or combination)
designed for a flow rate of 2.5 gpm at 45 psi and (2) installation without the protection of an
automatic -compensating mixing valve. The data showed that the risks are present for
showerheads of all flow rates, but that more efficient showerheads are more sensitive to sudden
changes in water pressure. As a consequence, a temperature change in water exiting the
shower may be amplified when the pressure within the cold water or hot water supply plumbing
suddenly changes.
Ultimately, WaterSense and the task force came to the conclusion that the thermal shock and
scalding risks cannot be fully addressed through the specification for showerheads. First, there
is a clear disconnect between the showerhead and automatic -compensating mixing valve
compatibility, as the products are tested at different pressures (80 psi and 45 psi, respectively)
and currently automatic -compensating mixing valves are only tested at a flow rate of 2.5 gpm.
Second, the potential temperature of the hot water is controlled by the design of the hot water
heater and delivery system, which can discharge water well in excess of the code required
140OF due to "layering" and the location of the thermostat at a point that is not necessarily the
location of the hottest water. Because of the interrelated nature of these three components in
the plumbing system, the control of the risks cannot solely rest on the design of the
showerhead. In fact, the showerhead itself has very little, if any, control over the outlet water
temperature.
To the extent possible, WaterSense has addressed this issue in the specification by
requiring manufacturers to mark the product packaging with the minimum flow rate at 45 psi as
determined by testing at that pressure. This is a vital step toward providing the information
necessary to "match" the showerhead with a compatible automatic -compensating mixing valve
that is rated to perform at the same flow rate and tested pressure. In addition, industry is
currently working to harmonize automatic -compensating mixing valve standards and
showerhead standards to address potential incompatibilities of these plumbing system
components. This will go a long way toward addressing the risks of thermal shock and scalding
associated with the installation of a WaterSense labeled showerhead, indeed with all
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showerheads, particularly in new construction. WaterSense is also educating consumers and
program partners regarding the issue and associated risks so that consumers can continue to
make informed purchasing decisions.
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Appendix A: Calculations and Key Assumptions
Potential Water Savings Calculations
Assumptions:
• Average actual flow rate for an existing showerhead is 2.22 gpm' (the average flow rate
is less than the standard rated flow rate of 2.5 gpm most likely because the products are
rated at 80 psi, but installed in homes with less pressure)
• Average shower duration is 8.2 minutes"
• The average person takes 0.67 showers per day$
• A WaterSense labeled showerhead reduces the flow rate by 20 percent
• An estimated 10 percent of existing showerheads are replaced each year due to wear,
remodeling, or other reasons
• There are an estimated 1,797,000 new housing starts per year based on the average
number of new housing starts from 2003-20079
Equation 1. Annual Water Savings Potential from Replacing a 2.5 gpm Rated Showerhead
(((2.22 gpm — (2.22 gpm x (1-0.2))) x 8.2 minutes/shower x 0.67 showers/person/day x 2.6
people/household x 365 days/year) = 2,300 gal/household/year
(2,300 gal/household/year / 2 showerheads/household) = 1,200 gal/showerhead/year
Equation 2. Annual National Water Savings Potential from Replacing All Existing 2.5 gpm
Showerheads
(1,200 gal/showerhead/year x 220 million existing showerheads) = 260 billion gal/year
Equation 3. Annual National Water Savings Potential from Natural Replacement with
WaterSense Labeled Showerheads
(1,200 gal/showerhead/year x 220 million showerheads * 0.10) = 26 billion gal/year
Equation 4. Annual National Water Savings Potential from Installation of WaterSense Labeled
Showerheads in New Construction
(1,200 gal/showerhead/year x 1,797,000 annual new housing starts x 2
showerheads/household) = 4.3 billion gal/year
Unit Abbreviations:
gal = gallon
gpm = gallons per minute
psi = pressure per square inch
Potential Energy Savings Calculations
Mayer and DeOreo, Op. cit., 102.
8 Calculated based upon an assumed 17.2 gallons per shower and 11.6 gallons per day for showering.
�lbid.)
U.S. Census. 2007 American Housing Survey, Table 1A-1. www.census.gov/prod/2008pubs/h150-
07.pdf.
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WaterSense
WaterSense Specification for Showerheads
Supporting, Statement
Assumptions:
• Approximately 73 percent of showerhead water used in a household is hot water10
• 42,239,000 (approximately 40 percent) of occupied residences in the United States heat
their water using electricity"
• 60,998,000 (approximately 56 percent) of occupied residences in the United States heat
their water using natural gas'1,12
• Water heating consumes 0.18 kWh of electricity per gallon of water heated assuming:
o Specific heat of water = 1.0 Btu/Ib x ° F
0 1 gallon of water = 8.34 Ibs
0 1 kWh = 3,412 Btus
o Incoming water temperature is raised from 550 F to 1200 F (A 65 ° F)
o Water heating process is 90 percent efficient for electric hot water heaters
Water heating consumes 0.88 Mcf of natural gas per 1,000 gallons of water heated
assuming:
o Specific heat of water = 1.0 Btu/Ib x ° F
0 1 gallon of water = 8.34 Ibs
0 1 Therm = 99,976 Btus
o Incoming water temperature is raised from 551 F to 1200 F (A 65 ° F)
o Water heating process is 60 percent efficient for natural gas hot water heaters
Electricity
Equation 5. KWh Required to Raise 1 Gallon of Water 65° F
[(1.0 Btu/Ibs x ° F) (1 kWh/3,412 Btus) / (1 gal/8.34 Ibs) x 651 F] / 0.90 = 0.18 kWh/gal
Equation 6. Electricity Saving Potential per Household
(2,300 gal/year x 0.73) x (180 kWh of electricity/1,000 gal) = 300 kWh of electricity per year
Equation 7. National Electricity Savings Potential from Replacing All Existing 2.5 gpm
Showerheads
(260 billion gal/year x 0.73 x 0.40) x (180 kWh of electricity/1,000 gal) = 14 billion kWh of
electricity nationwide
Equation 8. National Electricity Savings Potential from Natural Replacement with WaterSense
Labeled Showerheads
(26 billion gal/year x 0.73 x 0.40) x (180 kWh of electricity/1,000 gal) = 1.4 billion kWh of
electricity nationwide
Equation 9. National Electricity Savings Potential from Installation of WaterSense Labeled
Showerheads in New Construction
10 DeOreo, William B., and Peter W. Mayer. The End Uses of Hot Water in Single Family Homes From
Flow Trace Analysis. 2000. Aquacraft, Inc.
11 U.S. Department of Housing and Urban Development and U.S. Census Bureau. American Housing
Survey for the United States: 2007. 2008. Table 1A-5, page 7.
12 Ibid.
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EPA
WaterSense
WaterSense Specification for Showerheads
Supporting, Statement
(4.3 billion gal/year x 0.73 x 0.40) x (180 kWh of electricity/1,000 gal) = 230 million kWh of
electricity nationwide
Natural Gas
Equation 9. Therms Required to Raise 1 Gallon of Water 65° F
[(1.0 Btu/Ibs x ° F) (1 Therm/99,976 Btus) / (1 gal/8.34 Ibs) x 651 F] / 0.60 = 0.009 Therms/gal
Equation 10. Converting Therms to Mcf
0.009 Therms/gal x 1,000 gal/kgal x 1 Mcf/10.307 Therms = 0.88 Mcf/kgal
Equation 11. Natural Gas Savings Potential per Household
(2,300 gal/year x 0.73) x (0.88 Mcf of natural gas/1,000 gal) = 1.5 Mcf (1,500 cubic feet) of
natural gas per year
Equation 12. National Natural Gas Savings Potential from Replacing All 2.5 gpm Showerheads
(260 billion gal x 0.73 x 0.56) x (0.88 Mcf of natural gas/1,000 gal) = 94 million Mcf of natural
gas nationwide
Equation 13. National Natural Gas Savings Potential from Natural Replacement with
WaterSense Labeled Showerheads
(26 billion gal x 0.73 x 0.56) x (0.88 Mcf of natural gas/1,000 gal) = 9.4 million Mcf of natural gas
nationwide
Equation 14. National Natural Gas Savings Potential from Installation of WaterSense Labeled
Showerheads in New Construction
(4.3 billion gal/year x 0.73 x 0.56) x (0.88 Mcf of natural gas/1,000 gal) = 1.5 million Mcf of
natural gas nationwide
Unit Abbreviations:
Bcf = billion cubic feet
Btu = British thermal unit
F = Fahrenheit
kgal = kilogallons
kWh = kilowatt hour
Ibs = pounds
Mcf = thousand cubic feet
Cost -Effectiveness Calculations
Assumptions:
• Price of water and wastewater is $6.06/1000 gallonS13
• 2009 Price of electricity is $0.12/kWh14
• 2009 Price of natural gas is $11.98/Mcf15
13 Raftelis Financial Consulting. Water and Wastewater Rate Survey. American Water Works Association.
2006.
14 U.S. Department of Energy, www.eia.doe.gov/cneaf/electricity/epm/table5 3.html.
Version 1.0 11 March 4, 2010

EPA
WaterSense
WaterSense Specification for Showerheads
Supporting, Statement
Equation 15. Annual Household Water and Wastewater Cost Savings
2,300 gallons/year x $6.06/1,000 gallons = $14/year
Equation 16. Annual Household Electricity Savings
(300 kWh/household/year * $0.12/kWh) = $36/year
Equation 17. Annual Household Natural Gas Savings
(1.5 Mcf/household/year * $11.98/Mcf) = $18/year
Equation 18. Annual Water, Wastewater, and Electricity Savings
($14/year + $36/year) = $50/year
Equation 19. Annual Water, Wastewater, and Natural Gas Savings
($14/year + $18/year) = $32/year
Equation 11. Average Full Payback Period (Electric Water Heating)
($30/showerhead x 2 showerheads/household) / $50/year = 1.2 years (-14 months)
Equation 12. Average Full Payback Period (Natural Gas Water Heating)
($30/showerhead x 2 showerheads/household) / $32/year = 1.9 years (- 23 months)
15 U.S. Department of Energy, www.eia.doe.gov/steo.
Version 1.0 12 March 4, 2010

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WaterSense
WaterSense° Specification for Tank -Type Toilets
Version 1.2
June 2, 2014

FPA 16
WaterSense
WaterSense® Specification for Tank -Type Toilets
WaterSense° Specification for Tank -Type Toilets
1.0 Scope and Objective
This specification establishes the criteria for a tank -type high -efficiency toilet under the U.S.
Environmental Protection Agency's (EPA's) WaterSense program. It is applicable to:
• Single -flush, tank -type gravity toilets
• Dual -flush, tank -type gravity toilets
• Dual -flush, tank -type flushometer tank (pressure -assist) toilets
• Tank -type, flushometer tank (pressure -assist) toilets
• Tank -type electrohydraulic toilets
• Any other tank -type technologies that meet these performance specifications
The specification is designed to ensure both sustainable, efficient water use and a high level of
user satisfaction with flushing performance.
2.0 General Requirements
2.1 The toilet shall conform to applicable water closet requirements in ASME
All 12.19.2/CSA B45.1,' except as otherwise indicated in this specification.
2.2 If the toilet has dual -flush capabilities, it shall conform to requirements in ASME
All 12.19.14.
3.0 Water Efficiency Criteria
3.1 Single -flush toilets: The effective flush volume shall not exceed 1.28 gallons (4.8
liters) when evaluated in accordance with the sampling plan contained in 10 CFR
429.30. For single -flush toilets, the effective flush volume is the average flush
volume when tested in accordance with ASME All 12.19.2/CSA B45.1.
3.2 Dual -flush toilets: The effective flush volume shall not exceed 1.28 gallons (4.8
liters) when evaluated in accordance with the sampling plan contained in 10 CFR
429.30. For dual -flush toilets, the effective flush volume is the average flush
volume of two reduced flushes and one full flush. Flush volumes shall be tested
in accordance with ASME All 12.19.2/CSA B45.1 and ASME All 12.19.14.
3.3 Samples with average flush volume in excess of 0.10 gallon (0.4 liter) greater
than their rated flush volume shall be deemed to fail testing requirements due to
excessive flush volume.2
References to this and other standards apply to the most current version of that standard.
2 For example, fixtures rated at 1.28 gallons per flush (the maximum flush volume) but flushing at greater than 1.38 gallons (5.2 liter)
when adjusted in accordance with the water consumption test procedure in ASME Al 12.19.2/CSA B45.1 shall be deemed to have
"failed" the requirements of this specification.
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WaterSense° Specification for Tank -Type Toilets
3.4 Samples with average flush volumes less than or equal to 0.10 gallon (0.4 liter)
greater than their rated flush volume shall be adjusted, if possible, to their rated
flush volume prior to performance testing.
3.5 Samples with average flush volumes less than their rated flush volume shall be
tested at measured volume and this volume shall be recorded on the test report.
4.0 Flush Performance Criteria
4.1 Toilet model performance is identified as either a "pass" or "fail" depending upon
whether it can successfully and completely clear all test media from the fixture in
a single flush in at least four of five attempts. Flush performance testing shall be
conducted in accordance with the waste extraction test protocol provided in
ASME All 12.19.2/CSA B45.1.
5.0 Product Marking
5.1 Toilet fixtures shall be marked in accordance with requirements in ASME
All 12.19.2/CSA B45.1 with the exception identified in Section 5.1.1 below.
5.1.1 Toilet bowls intended to be used with tanks of varying consumption levels
(e.g., 1.6 and 1.28 gallons per flush) shall be marked with a dual
consumption marking or a consumption range, as indicated in ASME
All 12.19.2/CSA B45.1; however, toilet bowls shall not be marked with the
words "or less" to indicate compatibility with tanks of varying consumption
levels.
5.2 Toilet tanks shall not be packaged, marked, nor provided with instructions
directing the user to an alternative water use setting that would override the rated
flush volume, as established by this specification. Any instruction related to the
maintenance of the product shall direct the user on how to return the product to
its rated flush volume.
6.0 Effective Date
This specification is effective on June 2, 2014.
7.0 Future Specification Revisions
EPA reserves the right to revise this specification should technological and/or market changes
affect its usefulness to consumers, industry, or the environment. Revisions to the specification
would be made following discussions with industry partners and other interested stakeholders.
8.0 Definitions
Definitions within ASME All 12.19.2/CSA B45.1 and ASME All 12.19.14 are included by
reference.
Version 1.2 2 June 2, 2014

EPA 16
WaterSense
WaterSense® Specification for Tank -Type Toilets
Pressure -assist toilet: A water closet that uses a flushometer tank as a flushing
device, as defined in ASME All 12.19.2/CSA B45.1.
Rated flush volume: The maximum flush volume, as specified by the
manufacturer, verified through testing and in compliance with this specification.
Version 1.2 3 June 2, 2014

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WaterSense
WaterSense' Specification for Tank -Type Toilets
Appendix A: Requirements for WaterSense Labeling
The following requirements must be met for products to be bear the WaterSense label.
1.0 WaterSense Partnership
The manufacturer of the product must have a signed partnership agreement in place with EPA.
2.0 Conformity Assessment
Conformance to this specification must be certified by an EPA licensed certifying body
accredited for this specification in accordance with the WaterSense Product Certification
System.
3.0 Clarifications
3.1 Adjustability
Toilet tanks with adjustable water use settings that can be identified and activated by a
user or plumbing professional to override the rated flush volume, as established by this
specification, do not comply with the intent of this specification or the WaterSense
program and do not qualify for use of the WaterSense label.
3.2 Tanks and Bowls Manufactured and Sold by Different Companies
WaterSense requires every combination tank and bowl to be tested and certified for
conformance to this specification in order to ensure that the toilet as a whole provides
the expected water efficiency and performance. Wall -hung bowls and in -wall carrier
systems manufactured and sold by different companies can earn the WaterSense label,
provided that the combination unit is tested and certified. However, since these products
might not necessarily be sold as a unit, WaterSense has established some additional
certification requirements that these products must meet in order to earn the
WaterSense label. Both manufacturers must agree to have their products tested and
certified together in order for the tank and bowl combination to receive the WaterSense
label.
Certification Listing
In order to control the use of the WaterSense label, EPA is requiring each manufacturer
(e.g., the tank manufacturer and the bowl manufacturer) to obtain a certification listing
with one of EPA's licensed certifying bodies to show that the toilet, formed by the
combination tank and bowl, was certified for conformance to the specification. The
listings must identify both components, along with the respective manufacturers' names,
3 Manufacturer, as defined in the WaterSense program guidelines, means: "Any organization that produces a product for market that
might be eligible to meet WaterSense criteria for efficiency and performance. Manufacturers can also produce 'private label'
products that are sold under the brand name of a separate organization, which is treated as a separate partner/application from the
original product manufacturer." In the case of private labeling, the private labeling organization that ultimately brands the product for
sale must have a signed WaterSense partnership agreement in place with EPA.
Version 1.2 A-1 June 2, 2014

FVA 16
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WaterSense' Specification for Tank -Type Toilets
brand names, model names, and model numbers by which the products are identified
and sold. Separate listings will allow the licensed certifying body to directly authorize
each manufacturer to use the WaterSense label on their tanks or bowls. Note that
though a certification listing is required for each manufacturer, WaterSense is not
requiring the combination toilet to be tested more than once. The licensed certifying
body must ensure that the listing information is complete prior to issuing the certification
and the WaterSense label to either manufacturer.
As an alternative to separate listings, and at the discretion of the licensed certifying
body, the manufacturer of one of the components (e.g., either the tank or bowl
manufacturer) can become listed as an additional company under the certification listing
of the manufacturer of the corresponding component (e.g., the bowl or tank). However,
both components, along with the respective manufacturer's names, brand names, model
names, and model numbers by which the products are identified and sold, must be
identified under both the certification file owner's listing and the additional company's
listing. This will ensure that there is no confusion about which products were certified in
combination to earn the WaterSense label.
3.3 Product Packaging Marking and Labeling
Though every combination tank and bowl must be tested and certified for conformance
to this specification in order to ensure that the toilet as a whole provides the expected
water efficiency and performance, in some cases the tank and bowl might be packaged
individually and/or sold separately. To ensure that it is clear to the purchaser that a
particular combination tank and bowl is labeled, EPA is providing clarification regarding
how the packaging must be marked and how the WaterSense label must be used.
These marking and labeling requirements apply to tanks and bowls made by the same
company and those made by different companies, as is the case for some wall -hung
bowls and in -wall carrier systems.
Manufacturers must adhere to the following product packaging marking and labeling
requirements for toilet tanks and bowls packaged and sold individually:
• In all cases, the toilet tank and toilet bowl packaging must bear the WaterSense
label.
• Toilet bowl packaging must indicate all of the specific brand names, model
names, and model numbers, as applicable, of the counterpart tanks it can be
used with to form a WaterSense labeled tank -type toilet. For example, the toilet
bowl packaging might say:
"This [insert description of bowl] is WaterSense labeled when used with
[list brand names, model names, and model numbers, as applicable, of
the tank(s) that the bowl can be used with to form a WaterSense labeled
tank -type toilet]."
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WaterSense' Specification for Tank -Type Toilets
• Product specification sheets or other product documentation for both the toilet
tank and bowl must indicate all of the specific brand names, model names, and
model numbers, as applicable, of the counterpart products (e.g., the bowl or
tank) that the product can be used with to form a WaterSense labeled tank -type
toilet.
Note that for toilet tanks and bowls packaged and sold together as a unit, the packaging
must bear the WaterSense label.
Version 1.2 A-3 June 2, 2014

6
i 11A Summary of Revisions to the
WaterSense WaterSense° Specification for Tank -Type Toilets
Summary of Revisions to the
WaterSense° Specification for Tank -Type Toilets
Version 1.2
The U.S. Environmental Protection Agency's (EPA's) WaterSense program is announcing the
release of Version 1.2 of its WaterSense Specification for Tank -Type Toilets (specification). The
purpose of this document is to summarize the revisions made to the specification, share the
reasoning for the changes, and provide a timeline for compliance with the new requirements.
It is important to note that EPA considers the revisions made in Version 1.2 of the specification
to be minor in nature. The revisions are meant to provide clarification of the existing
requirements and do not materially affect the scope, performance, or efficiency requirements.
The revisions also do not affect the status of existing certified, WaterSense labeled tank -type
toilets.
Background
WaterSense released its initial Tank -Type High -Efficiency Toilet Specification in January 2007
and issued the first revision to the specification in May 2011. Since that time, the American
Society of Mechanical Engineers (ASME) and Canadian Standards Association (CSA) have
revised ASME All 12.19.2/CSA B45.1 Ceramic Plumbing Fixtures to include the waste media
extraction test, fill valve integrity test, and tank trim adjustability test protocols established in the
WaterSense Specification for Tank -Type Toilets. To align with the revised ASME
All 12.19.2/CSA B45.1 standard, to the extent possible, WaterSense is issuing Version 1.2 of the
specification. The changes to the specification, described in this document, will ensure
consistency and reduce redundancy in toilet testing for manufacturers seeking the WaterSense
label. WaterSense has also taken this opportunity to make some additional minor revisions to
the specification to align it with the other WaterSense product specifications. All of the revisions
contained in Version 1.2 will ensure that tank -type toilets receiving the WaterSense label are
certified and labeled consistently, in accordance with EPA's intent, and will continue to meet
consumer expectations for efficiency and performance.
Section 2.0 General Requirements
EPA has revised the title of the section from "Summary of Criteria" to "General Requirements."
This change does not affect the specification's original scope of objective, but rather aligns the
organization of the specification with other WaterSense product specifications.
Similarly, to align with other WaterSense product specifications, EPA has revised the content of
Section 2.0 to provide the general and overarching requirements that products must meet to
earn the WaterSense label, rather than a summary of the specification requirements. This
section now indicates that all tank -type toilets shall conform to the applicable water closet
requirements in ASME All 12.19.2/CSA B45.1, and all dual -flush tank -type toilets must conform
to applicable requirements within ASME All 12.19.14 Six -Liter Water Closets Equipped With a
June 2, 2014

6
FM,1 Summary of Revisions to the
WaterSense WaterSense° Specification for Tank -Type Toilets
Dual Flushing Device. This change now more fully and clearly aligns the specification with the
requirements of the guiding national standards for tank -type toilets.
Section 3.0 Water Efficiency Criteria
Flush Volume Measurement Requirements
The majority of the fixture performance testing protocol, originally provided in Appendix A of the
specification, is included in the recent revisions to the ASME All 12.19.2/CSA B45.1 standard.
The fixture performance testing protocol is now incorporated by reference in Section 2.0 of the
specification. However, the ASME/CSA standard does not address the average flush volume
limits that dictate whether a toilet is deemed to pass or fail the flush volume test or whether the
flush volume should be adjusted to complete the test. As a result, WaterSense has retained
these requirements in the specification. As discussed below, Appendix A was removed from the
specification because a majority of the requirements are now redundant with the
All 12.19.2/CSA B45.1 standard; therefore, WaterSense moved these flush volume limit
requirements to Section 3.0 Water Efficiency Criteria. This change does not affect the
specification's original requirements or intent.
Section 4.0 Flush Performance Criteria
Testing Protocol Reference
In Version 1.1 of the specification, the fixture performance testing protocol was identified in
Appendix A. Since the protocol is now included in the recent revisions to the ASME
All 12.19.2/CSA B45.1 standard, WaterSense has updated Section 4.0 Flush Performance
Criteria to reference compliance with the standard rather than Appendix A (Appendix A has
been subsequently deleted). In addition, under Version 1.1, this section summarized the test
media requirements. It also stipulated that the protocol was only applicable to single -flush toilets
and to the full flush option of dual -flush toilets. These requirements are also covered in the
referenced standards and, therefore, WaterSense removed them from this section to minimize
redundancy.
In addition, in the development of the revised ASME All 12.19.2/CSA B45.1 standard, there was
consensus that the casing used for the test media did not materially affect the results of the test.
Either cased or uncased media were deemed acceptable for performance testing. In view of this
decision and because of the desire for the WaterSense specification to be consistent with the
standard, EPA has determined that performance testing using cased or uncased media is
acceptable under this specification. This allowance is included by reference to the standard.
Section 5.0 Supplementary Requirements for Flush Volume Adjustability (Version 1.1)
Section Removal
June 2, 2014

6
FM,1 Summary of Revisions to the
WaterSense WaterSense° Specification for Tank -Type Toilets
In Version 1.1 of the specification, Section 5.0 Supplementary Requirements for Flush Volume
Adjustability included testing protocols intended to limit the flush volume adjustability of certified
tank -type toilets. These testing protocols included the fill valve integrity test protocol (Appendix
B of Version 1.1 of the specification) and the tank trim adjustability testing protocol (Appendix C
of Version 1.1 of the specification). These testing protocols were adopted by the ASME
All 12.19.2/CSA B45.1 standard, which is now incorporated by reference in Section 2.0 of the
specification. Therefore, WaterSense removed these requirements from the specification to
minimize redundancy. This change does not affect the specification's original requirements or
intent.
Section 5.0 Product Marking
Tank Marking Requirements
Toilet tank marking requirements identified in ASME Al 12.19.5 Flush valves and spuds for
water closets, urinals, and tanks (referenced in Version 1.1 of the specification) require
manufacturers to permanently mark or label the tank with information pertaining to the
appropriate flush valve replacement parts. These requirements have subsequently been
incorporated into ASME All 12.19.2/CSA B45.1. Therefore, WaterSense updated the
specification to reference compliance with the toilet fixture marking requirements identified in the
ASME All 12.19.2/CSA B45.1 standard.
Bowl Marking
Version 1.1 of the specification allowed toilet bowls to be marked in a manner that indicated
compatibility with flush volumes below 1.6 gallons per flush (gpf). This requirement was
intended to alleviate confusion because many manufacturers were marking their toilet bowls
with a 1.6 gpf flush volume despite compatibility and certification with tanks that flush at lower
volumes (e.g., 1.28 gpf). The revisions to ASME All 12.19.2/CSA B45.1 now include provisions
clarifying the marking requirements for bowls that are compatible with lower (or varying) flush
volumes. Specifically, the standard allows toilet bowls to be marked using the words "or less," a
dual consumption marking, or a consumption range.
WaterSense is incorporating by reference the bowl marking requirements from the ASME/CSA
standard, which will provide clarity on the appropriate ways to mark bowls that are compatible
with a range of flush volumes. However, WaterSense is taking exception to the allowance for
the use of the words "or less." Placing a marking on the bowl that identifies a maximum flush
volume along with the words "or less" could imply that the bowl is compatible with tanks of any
flush volume, potentially below the minimum the flush volumes with which the bowl was certified
to perform.
Section 8.0 Definitions
Referenced Standards
June 2, 2014

6
FM,1 Summary of Revisions to the
WaterSense WaterSense° Specification for Tank -Type Toilets
WaterSense has removed the reference to ASME All 12.19.5, as the marking requirements have
been incorporated into ASME All 12.19.2/CSA B45.1.
Definitions
WaterSense has removed the definition of an electrohydraulic toilet because it is incorporated
by reference in ASME All 12.19.2/CSA B45.1.
WaterSense has revised the definition of a pressure -assist toilet to use language consistent with
definitions included in ASME All 12.19.2/CSA B45.1.
WaterSense has revised the definition of rated flush volume to be consistent with the definition
included in other WaterSense product specifications. The new definition clarifies that the rated
flush volume is specified by the manufacturer and verified through testing to ensure compliance
with the specification.
Appendix A: Fixture Performance Testing Protocol (Version 1.1)
Section Removal
As mentioned previously, a majority of the fixture performance testing protocol, originally
provided in Appendix A of Version 1.1 of the specification, is now incorporated by reference in
the ASME All 12.19.2/CSA B45.1 standard. One exception is the flush volume measurement
limits that dictate whether the toilet passes, fails, or should be readjusted for testing. To reduce
redundancy with the standard, WaterSense has subsequently moved these requirements to
Section 3.0 and has removed the entirety of Appendix A from the specification. This change
does not affect the specification's original requirements or intent.
Appendix B: Fill Valve Integrity Test Protocol (Version 1.1)
Section Removal
As mentioned previously, the fill valve integrity test protocol, originally provided in Appendix B of
Version 1.1 of the specification, is now incorporated by reference in the ASME All 12.19.2/CSA
B45.1 standard. To reduce redundancy with the standard, WaterSense has subsequently
removed the entirety of Appendix B from the specification. This change does not affect the
specification's original requirements or intent.
Appendix C: Tank Trim Adjustability Testing Protocol (Version 1.1)
Section Removal
As mentioned previously, the tank trim adjustability testing protocol, originally provided in
Appendix C of Version 1.1 of the specification, is now incorporated by reference in the ASME
All 12.19.2/CSA B45.1 standard. To reduce redundancy with the standard, WaterSense has
June 2, 2014

6
FM,1 Summary of Revisions to the
WaterSense WaterSense° Specification for Tank -Type Toilets
subsequently removed the entirety of Appendix C from the specification. This change does not
affect the specification's original requirements or intent.
Appendix A: Requirements for WaterSense Labeling
Section 3.3 Product Packaging Marking and Labeling
Section 3.3 of Appendix A provides additional product packaging marking and labeling
requirements for toilet tanks and bowls that are packaged and sold individually. Version 1.1
prohibited the WaterSense label on toilet bowl packaging that indicated compatibility with flush
volumes greater than the rated flush volume identified in this specification. WaterSense
developed that requirement to prevent confusion about whether a bowl with an advertised flush
volume higher than the maximum allowed by the specification was actually labeled.
The new bowl marking requirements identified in ASME All 12.19.2/CSA B45.1, and now
incorporated by reference in the specification, should eliminate this confusion as toilet bowls can
be marked with a dual consumption marking or a consumption range to indicate compatibility
with multiple flush volumes. Therefore, EPA is now requiring the toilet tank and bowl packaging,
in all cases, to bear the WaterSense label.
Timeline for Compliance with Version 1.2 of the Specification
Version 1.2 of this specification goes into effect June 2, 2014. EPA is providing manufacturers
with a six-month grace period to begin complying with the new requirements. By December 2,
2014 all certification activities must be completed in accordance with Version 1.2 of this
specification, in order for tank -type toilets to earn the WaterSense label. The existing licensing
agreements between EPA and the licensed certifying body will remain in full force and effect.
June 2, 2014

Clothes Washer
Clothes Washer I Home Water Works
Terms of Use
Water Calculator
Water Conservation
Tips
Indoor Water Use
Toilets
Clothes Washer
Showers
Faucet
Dishwasher
Leaks
DIY - Installation
How to Read Your
Water Meter
Landscape & Irrigation
Water & Energy
About Us
Crisp, Clean Clothes Without the Waste
Washing laundry is a significant use of water in the average home; accounting for
15% to 40% of the overall water consumption inside the typical household of four
persons. The average American family washes almost 400 loads of laundry each
year.
Water Factor
Because washers come in various sizes and capacity, the water efficiency of
clothes washers is rated using the term "Water Factor" to accurately compare water
use. Water Factor (WF) is measured by the quantity of water (gallons) used to wash each cubic foot of laundry.
Older Washers
An old school washer will use approximately 40 to 45 gallons (151.4 L to 170.3 L) of water per load and have a
water factor of 10 or higher. A family of four using a standard clothes washer will generate more than 300 loads
per year, consuming 12,000 gallons (45.4 m3) of water annually.
High Efficiency Washers
New, High -Efficiency Washers (HEW) (front loading or top loading machines are available) can use 14 to 25
gallons (53 L to 94.6 L) of water per load and will have a water factor of 8 or less. Replacing an old and
inefficient clothes washer can reduce this water use by more than 6,000 gallons per year (22.7 m3), save energy,
clean the clothes better, and reduce fabric wear.
Clothes Washer Water Saving Tips
1. Run full loads only, even if the washer has an adjustable load setting. A full load is the most efficient way to
wash clothes.
2. Replace the old inefficient clothes washer with a new high -efficiency model to save water and energy.
https://www.home-water-works.org/indoor-use/clothes-washer 1 /2

1 /28/2020 Clothes Washer I Home Water Works
More Information About Clothes Washers
Standard Washers
The standard top loading clothes washer, using a vertical -axis drum, has changed
little from General Electric's design in 1947. The vertical axis design requires enough
water in the drum to suspend the fabric in the soapy water while the agitator churns
the clothes to help remove dirt and stains. The large amount of water required to
suspend the fabric in the tub limits the ability for this type of washer to efficiently use
water. Historically, vertical axis washers consumed 45 gallons per load (170 L),
though newer models of the past few years have reduced this to less than 40 gallons
per load (151.4 L). Even the best designs manufactured today require more than 9
gallons (34.1 L) of water per cubic foot of capacity (28.31 L).
High -Efficiency Washers
High -efficiency front or top loading washers facilitate greater efficiency because they use less
water and energy. These high-tech machines are proven to be more effective in cleaning the
clothes with less water, and is gentler on the fabric when compared to old -school vertical axis
washers. Additional benefits of lower water use are: a) less laundry detergent is required; and, b)
less water needs to be heated resulting in energy conservation. Most high -efficiency washers use
only 15 to 30 gallons (56.8 to 113.6 L) of water to wash the same amount of clothes as older
washers (29 to 45 gallons per load (109.7 to 170 L). The most efficient washers use less than 5
gallons (18.9 L) per cubic foot of capacity.
Water Efficiency of Washers
The smaller the water factor rating, the more water efficient the clothes washer. A typical
residential clothes washer has a capacity of approximately 3 cubic foot, though sizes range from
1.7 cubic feet (48.13 L) to more than 4.2 cubic feet (118.9 L) for the extra large capacity machines. The Water
Factor provides a means to directly compare water efficiency of different sized machines.
Efficiency Example
Washer A uses 32 gallons of water per load (wash and rinse cycles) with a 4 cubic foot capacity of laundry; thus,
has a Water Factor rating of 8 (32-4=8).
Washer B uses 30 gallons of water (wash and rinse cycles) with a 2.5 cubic foot capacity; thus, has a Water
Factor rating of 12 (30-2.5=12).
Washer A uses water more efficiently (WF=8) than Washer B (WF=12). While Washer A uses slightly more
water per load, it can clean 40% more clothes per load.
Looking for a New Water Efficient Washer?
When buying a new machine, finding the Water Factor rating of a clothes washer is not always easy. Though
manufacturers measure Water Factors for each model of washer, manufacturers are not required to display the
rating on the machine. Fortunately, the Energy Star Program reports Water Factors and energy use for nearly
every HEW in the market.
Listing of High Efficiency Clothes Washers
Are you in the market for a new clothes washer? The most recent listings of high -efficiency clothes washers are
provided here:
CEE Residential Clothes Washers Qualifying Product List
https://www.home-water-works.org/indoor-use/clothes-washer 2/2

1 /28/2020
Energy Efficient Washing Machine I ENERGY STAR
CLOTHES WASHERS
OVERVIEW
SPECIFICATION
BUYING GUIDANCE
PROMOTIONS
For Partners
The average American family washes about 300 loads of laundry each year. ENERGY STAR can help families cut their related
energy and water costs. ENERGY STAR certified clothes washers use about 25% less energy and 33% less water than
regular washers. Over the lifetime of the product, models that have earned the ENERGY STAR can save $380 in energy costs.
They have a greater tub capacity which means you can wash fewer loads to clean the -
same amount of laundry. They are available in front -load and top -load models from brands
including Blomberg, Asko, GE, Kenmore, LG, Samsung, Whirlpool, and many more. ENERGY
STAR top -load models utilize new technologies that do not require the tub to fill with
r
water. They clean using sophisticated wash systems to flip or spin clothes through a
stream of water. Many have sensors to monitor incoming water levels and temperature.
They also rinse clothes with repeated high-pressure spraying instead of soaking them in a
full tub of water.
Consider the following:
• Use less energy. On average, a new ENERGY STAR certified clothes washer uses 316 kWh of electricity and can save
you about $35 a year on your utility bills compared to a standard model.
• Use less water. A full-sized ENERGY STAR certified clothes washer uses 14 gallons of water per load, compared to
the 20 gallons used by a standard machine. That's a savings of more than 2,000 gallons of water, per year!!
• Is your washer over 10 years old? It's estimated that there are 74 million top -loading washers and 24 million front -
loading washers - 26 million of which are at least 10 years old, still in use across the country. Washers that are
approximately 10 years old are significantly less efficient than newer models. Together, these inefficient washers
cost consumers about $4.7 billion each year in energy and water. If you have a standard clothes washer that is
approximately 10 years old, it's costing you, on average $185 a year.
If every clothes washer purchased in the U.S. was ENERGY STAR certified, we could save more than $3.3 billion each year
and prevent more than 19 billion pounds of annual greenhouse gas emissions, equal to the emissions from more than 1.8
million vehicles.
https://www.energystar.gov/products/appliances/clothes—washers

5. Technical Advisory Council Report for Wastewater Flows from
Single Family Dwellings.

Executive Summary
Wastewater Flows from Single Family Dwellings
Study done for the Michigan Technical Advisory Council for Onsite Wastewater Treatment
Danielle N. McEachin and Ted L. Loudon
Student Intern and Professor, respectively,
Agricultural Engineering Department
Michigan State University
The purpose of this study was to collect, organize and present what is known about the amount of wastewater that can be expected to flow from dwellings. Th
goal is to provide designers and regulators with an actual flow based data set from which to develop design flow numbers for sizing systems. The data in this
document comes from a variety of sources. Most were found on the Internet, some were found in the library, and others were provided from file data collected
by entities in Michigan. The study was restricted to data collected during the years 1980-2000, so that the values determined would be representative of life
styles of the present generation. In fact, only two numbers in the data tables are from before 1987.
A group of studies providing metered home water use rates presented in units of gpd per capita from around the country were reviewed and summarized.
When averages were weighted based on the number of homes per study, the overall weighted average per capita daily water use was just under 51 gpd (Table
1). The value of this data is limited by the fact that much of the data was total use, including outdoor water use, and had to have a correction factor applied.
Numerous sources containing recommended per capita design flows were reviewed. Most recommendations are in the 50-70 gpd/c range (Table 4).
Perhaps the most valuable data is data gathered in Michigan. A study of metered data from 700 homes in southern Michigan showed an average daily use
per home of 214.3 gallons. The three bedroom home average was 221.3 gpd (74 gpd/br) and the four bedroom average was 285.5 gpd (71 gpd/br). A study
of measured flows from 66 homes in Jackson County showed flows of 56 gpd per bedroom.
Average per person flows, averaged over large numbers of people, appear to be in the 50-55 gpd/c range. Average flows expressed per bedroom, for 3-4
bedroom homes appear to be in the 70-75 gpd/br range. While bedrooms do not generate flow, people do, it is common to design on the basis of number of
bedrooms since occupancy varies. For large clusters of homes, designing on the basis of 75 gpd/br would appear to be supported by the data available. For
an individual home design, a significant safety or peaking factor must be applied. Many of the references consulted suggest a factor of 2 or even 2.5. Use of
a high design flow for individual homes helps to compensate for the state of the art in site evaluation and the occasional high water use occupancy.
The Technical Advisory Council will produce a companion guidance document providing recommendations for applying this data in design
recommendations.
Wastewater Flows from Single Family Dwellings
Study done for the Michigan Technical Advisory Council for Onsite Wastewater Treatment
Danielle N. McEachin and Ted L. Loudon
Student Intern and Professor, respectively,
Agricultural Engineering Department
Michigan State University
Purpose: Rational design of wastewater treatment and dispersal systems is based on the flow that the system must be able to handle. This is usually
expressed on a daily flow basis and typically includes a factor of safety which is large for individual home systems and may be reduced as systems are
clustered together. The purpose of this study was to collect, organize and present what is known about the amount of wastewater that can be expected to
flow from dwellings. The goal is to provide designers and regulators with an actual flow based data set from which to develop design flow numbers for
sizing systems.
The data in this document comes from a variety of sources. Most were found on the Internet, some were found in the library, and others were provided from
file data collected by entities in Michigan. Every effort was made to ensure that the data reflect indoor water use, which eliminates most consumptive uses
and represents the flow that would be expected in the wastewater system. Because consumptive uses are hard to eliminate completely, particularly in and
climates, we restricted our data to the more humid states. One exception is that a study from Denver, CO is included in which a significant effort was made
to eliminate outdoor consumptive uses in the design of the study. The numbers in the Colorado study are higher than those from more humid states but we
cannot determine exactly what the reason for this might be. Wherever total water use numbers were encountered they were multiplied by a factor of 0.70 to
give indoor water use only. These values are indicated by a *. This factor is based on the findings of multiple studies which measured both indoor and
outdoor usage. We restricted our selection of data to include only data collected during the years 1980-2000, so that the values determined would be
representative of life styles of the present generation. In fact, only two numbers in the data tables are from before 1987, and these are from a study deemed
to be sufficiently reliable that we did not wish to exclude it.
The data are divided into four tables. Table I contains data from literature and internal sources that were obtained through actual measurement. This means
that the numbers were derived from meter readings at occupied residences. These numbers are from studies where multiple homes were metered and the
indoor water use was determined. Only some of these studies reported indoor water use only. For those where the reported values were total use, the 0.70
factor was used to obtain indoor water use numbers. See footnotes following the tabulated data for the basis of this factor. The study done by the American

Water Works Association Research Foundation metered 1188 homes to obtain their data. The Denver Board of Water Commissioners metered 5649 homes
in the city and county of Denver.
The U.S. Department of Housing and Urban Development has conducted many studies on residential water use. In some of their work, they designed
studies to obtain as diverse a group of homes as possible by gathering data on each household through issuing a questionnaire to each resident. Their study
entitled "Water Saved by Low -flow Fixtures" included water meter data from over 200 homes. They also conducted a study of flow from apartment
buildings in which they collected data from 23 buildings. The apartments were noted to be especially leaky and they found unusually high per capita water
use. The U.S. Geological Survey published a table with water use values for every state. We selected data from the more humid states and applied the 0.70
factor to obtain indoor water use values. Data were collected from homes where the water supply was from both self -supplied (SS) and public -supplied (PS)
sources.
Table 2 contains data that was found through actual measurement but is presented as gallons per day per home. The Michigan study done by Equinox Inc.
for use in the design of the Mill Valley Condominium Subdivision metered over 700 homes in Livingston and Oakland counties and determined average
water use per dwelling. The first 7 entries in Table 2 represent flows averaged over multiple single family dwellings and would be representative of flows to
be expected from a cluster of homes. The average flow equals 159 GPD/home over 640 homes. The Michigan Department of Environmental Quality study
involved determination of metered flows from over 500 homes in Oakland County and Highland Township. Both of these Michigan studies are believed to
be highly reliable but resulted in per home flows that were higher.
Table 3 contains data found through actual measurement but the values were presented in the original studies in units of gallons per day per bedroom. This
data is from a study done by the Michigan Department of Environmental Quality. In this study, 66 homes were metered in Jackson County and the size of
home determined so that the data could be presented in terms of a per bedroom water use average.
Table 4 contains data from publications which give representative numbers that are recommended for design of wastewater systems. These are not well
referenced so it is unclear whether they originally came from actual use studies or are estimates, possibly including a safety factor, that are simply repeated
from another publication. These sources were mostly found on the Internet.
After the tables are a set of statements and observations gleaned from literature. The effect of income level and household size on water use is analyzed.
Our reasons for using the 0.70 factor are given, a comparison of self -supplied and public -supplied water use is given. Typical times of peak water use are
analyzed as are the effects of metering and water pressure.
Conclusions that can be drawn:
From Table 1, the per capita metered indoor water use data from nationwide studies show an average value of 69 gallons per person per day. The per capita
data obtained by applying the 0.70 factor to total water use data found in humid climates shows an average value of 55.2 gallons per day, with a self -supplied
average of 50.5, a public -supplied average of 57.7 and a range of 35-86.8. The weighted average per capita water use data for all homes in Table 1 show an
overall average use of 50.7 gallons per day, with a self -supplied use of 51.1 and a public -supplied use of 50.47.
The per home metered indoor data in Table 2 shows an average of 214.3, with a 3 bedroom average of 221.3, a 4 bedroom average of 285.5 and a range of
140-327. The first 7 entries in Table 2 represents measured flow data from 640 Michigan homes and shows an average of 159 GPD/home.
The nationwide data sets show somewhat higher per capita water use. Humid region data suggest that average per capita indoor water use averages between
50 and 70 gpd. Total water use per home averages between 160 and 285 GPD with the larger figure for larger homes.
This should be considered a work in progress. We would like to include additional data. If the reader has or is aware of additional data that could be
included, we would like to receive it. This summary will be modified if additional data are received or otherwise located.
Residential Water Consumption Data, From a Variety of Sources Report by: Danielle McEachin
Table 1. Sources whose data was found by actual measurement, measured in GPD/Person
Sponsor
Source
Study
Area of Study
Time Period
Indoor
Type of
Per capita
use or
Dwelling
daily
Total
water use
use?
AWWA Research
http://www.awwarf.com/exsums/90781.htm
Residential End
12 study sites,
Copyright1999
Indoor
1,188 Single-
69.3,
Foundation
Uses of Water
across the U.S.
family
Including
[Project#241]
homes
Leakage
Denver Board of
Litke and Kauffman, "Analysis of Residential Use of
16 groups of
Data From
Indoor
5,649 Single-
64-119
Water
Water in the Denver Metropolitan Area, CO, 1980-87
homes in the
1980-87
family
Mean =
Commissioners
city and county
homes
85.6
of Denver
Rhode Island
M. A. Horn, P.A. Craft & Lisa Bratton, "Estimation of
Cumberland,
Data From
Indoor
Single-
70 SS
Governor's Office of
Water Withdrawal and Distribution, Water Use, and
Rhode Island
1988
and
family
(Total)
Housing, Energy,
Wastewater Collection and Return Flow in
Total
homes
77 PS
and
Cumberland, Rhode Island, 1988
(Indoor)
Intergovernmental
& 90 PS
Relations
(Total)
U.S. Department of
Brown and Caldwell, "Residential
Water Saved by
Nationwide
Data from
Indoor
200 Single-
66.2
Housing and Urban
Water Conservation Projects,
Low -flow
1983
family
Development, Office
Summary Report", 1984
Fixtures
homes

Retrofit of Washington, Data From Indoor 23 100**
Apartment I D. C. 1 198 1 1 Apartment I Including
of Policy
Development and
Research
Table 1. (cont.)
Source
Study
Area of Study
Time
Indoor
Type of
Per
Sponsor
Period
use or
Dwelling
capita
Total
daily
use?
water
use
United States
http://water.usgLgov//watuse/tables/dotab.st.html
Table12.
Alabama
Data
Indoor
Single-family
52.5* SS
Geological Survey
Domestic
From
homes
70* PS
Freshwater Use
1990
by State (States
Arkansas
Data
Indoor
Single-family
61.6* SS
chosen with
From
homes
74.2* PS
humidity similar
1990
to that of
Connecticut
Data
Indoor
Single-family
52.5* SS
Michigan)
From
homes
49* PS
1990
Delaware
Data
Indoor
Single-family
55.3* SS
From
homes
54.6* PS
1990
Georgia
Data
Indoor
Single-family
52.5* SS
From
homes
80.5* PS
1990
Illinois
Data
Indoor
Single-family
58.8* SS
From
homes
63* PS
1990
Indiana
Data
Indoor
Single-family
53.2* SS
From
homes
53.2* PS
1990
Kentucky
Data
Indoor
Single-family
35* SS
From
homes
49* PS
1990
Louisiana
Data
Indoor
Single-family
58.1* SS
From
homes
86.8* PS
1990
Maine
Data
Indoor
Single-family
63* SS
From
homes
40.6* PS
1990
Maryland
Data
Indoor
Single-family
58.1* SS
From
homes
73.5* PS
1990
Massachusetts
Data
Indoor
Single-family
50.4* SS
From
homes
46.2* PS
1990
Michigan
Data
Indoor
Single-family
51.1* SS
From
homes
53.9* PS
1990
Mississippi
Data
Indoor
Single-family
35* SS
From
homes
86.1 * PS
1990
Table 1. (cont.)
Sponsor
Source
Study
Area of Study
Time
Indoor
Type of
Per
Period
use or
Dwelling
capita
Total
daily
use?
water
use
United States
http://water.usgs.gov//watuse/tables/dotab.st.html
Table12.
Missouri
Data
Indoor
Single-family
42* SS
Geological Survey
Domestic
From
homes
59.5* PS
Freshwater Use
1990
by State (States
New Hampshire
Data
Indoor
Single-family
45.5* SS
chosen with
From
homes
49.7* PS
humidity similar
1990
to that of
New Jersey
Data
Indoor
Single-family
52.5* SS
Michigan)
From
homes
52.5* PS
(cont.)
1990
New York
Data
Indoor
Single-family
40.6* SS
From
homes
83.3* PS
1990
North Carolina
Data
Indoor
Single-family
38.5* SS
From
homes
39.9* PS
1990

Ohio
Data
Indoor
Single-family
52.5* SS
From
homes
37.5* PS
1990
Pennsylvania
Data
Indoor
Single-family
36.4* SS
From
homes
43.4* PS
1990
Rhode Island
Data
Indoor
Single-family
49* SS
From
homes
46.9* PS
1990
South Carolina
Data
Indoor
Single-family
52.5* SS
From
homes
53.2* PS
1990
Tennessee
Data
Indoor
Single-family
45.5* SS
From
homes
59.5* PS
1990
Vermont
Data
Indoor
Single-family
50.4* SS
From
homes
56* PS
1990
Virginia
Data
Indoor
Single-family
52.5* SS
From
homes
52.5* PS
1990
West Virginia
Data
Indoor
Single-family
56* SS
From
homes
51.8* PS
1990
Wisconsin
Data
Indoor
Single-family
42.7* SS
From
homes
36.4* PS
1990
Table 1. (cont.)
Sponsor
Source
Study
Area of
Time
Indoor
Type of
Per
Study
Period
use or
Dwelling
capita
Total
daily
use?
water
use
United States
http://oh.water.usgs.gov/water use/95huc.html
Estimated Water
Ohio
Data
Indoor
Single-family
70 SS*
Geological Survey
Use for Ohio, 1995,
From
homes
50 PS*
by Hydrologic
1995
Cataloging Unit
Michigan Department of Public Health
Oakland County
Oakland
Data
Total
1512
56.7*
Water
County, MI
From
bedroom
Use/Population
1991
homes
Study
4453
49*
bedroom
homes
1864
51.8*
bedroom
homes
30 5 bedroom
57.4*
homes
SS = Self -supplied Average per capita indoor water use = 50.76
PS = Public -supplied SS average per capita indoor water use = 51.1
*Converted to Indoor Use From Total Use by using the formula Indoor Use = (0.70) Total Use PS average per capita indoor water use = 50.47
** This study stated these apartments to have an especially large amount of leakage and Range of per capita water use = 3 5- 100
therefore the numbers from these apartments were not used in any averages
Table 2. Sources whose data was found by actual measurement, measured in GPD/Home
Sponsor
Study
Area of Study
Time
Indoor use
Type of Dwelling
GPD/
Period
or Total
Home
use?
Equinox, Inc., Stephens
Daniel C. Schrauben and David R.
Deer Creek
Data From
Indoor
3 single-family
148
Consulting, Inc.
Beschke, "Basis of Design, Flow
1990
homes
Adjustment, Wastewater System, Mill
Greenock Hills
Data From
Indoor
20 single-family
158
Valley Condominium Subdivision", June
No. 3
1990
homes
17, 1999.
Lake Tyrone
Data From
Indoor
182 single-family
165
1990
homes
Portage Bay
Data From
Indoor
20 single family
140
1990
homes
Runyan Lake
Data From
Indoor
274 single-family
164
1990
homes
Sandy Creek
Data From
Indoor
5 single-family
154
1990
homes
Tanglewood
??
Indoor
136 single-family
145

City of Novi
City of Novi
Eagle Ravine
Milford Bluffs
Milford Bluffs
Settler's Pointe
Table 2. (cont.)
Data From
Indoor
1990-1992
Data From
Indoor
1990-1992
Data From
Indoor
1990
Data From
Indoor
1990
Data From
Indoor
1990
Data From
Indoor
1990
homes
4 bedroom home
327
3 bedroom home
234
8 Single-family
homes
270
3 bedroom home
222
4 bedroom home
255
3 bedroom home
213
Sponsor
Study
Area of Study
Time
Indoor use
Type of Dwelling
GPD/
Period
or Total
Home
use?
Equinox, Inc., Stephens
Daniel C. Schrauben and David R.
Settler's Pointe
Data From
Indoor
4 bedroom home
281
Consulting, Inc.
Beschke, "Basis of Design, Flow
1990
Adjustment, Wastewater System, Mill
Village of Milford
??
Indoor
4 bedroom home
209
Valley Condominium Subdivision", June
17, 1999.
(cont.)
Village of Milford
??
Indoor
3 bedroom home
206
Michigan Department of
Oakland County Water Use/Population
Oakland County,
Data From
Total
3 Bedroom home
197
Public Health
Study
MI
1991
4 Bedroom home
257
Highland Township, Four Bedroom and
Highland
Data From
Total
3 Bedroom home
256
Three Bedroom Water Usage Comparison
Township
1993
4 Bedroom home
284
Average per home indoor water use (all homes) = 214.3
Average indoor water use (3 bedroom homes) = 221.3
Average indoor water use (4 bedroom homes) = 285.5
Range of indoor water use (all homes) = 140-327
Table 3. Sources whose data was found by actual measurement, measured in GPD/BR
Sponsor
Study
Area of Study
Time
Indoor use
Type of Dwelling
GPD/
Period
or Total
Bedroom
use?
Michigan Department of
Engineering Company Review of One
Jackson County
Data From
Total
66 single-family
56
Public Health
Subdivision, Jackson County
1991
homes (3 & 4
bedrooms)
Tnhle 4 1,ources using nuhlieherl numbers (recommended for rlesion use)
Sponsor
Source
Study
Area of
Time
Indoor
Type of
Per capita
Study
Period
use or
Dwelling
daily
Total
water use
use?
Auburn
http://bermes.ecn.purdue.edu cgi/convertwq97696
Conserving
Alabama
Data
Indoor
Single-
50-70
University
Water,
From
family
Developing
1995
homes
Water -
Conserving
Habits: A
Checklist
Domestic
http://freehostingl.at.webjump.com/6eba64886/pu/pumpman-
Planning
N/A
Last
Indoor
Single-
75
Wastewater
webjump/plan.htm
Your Water
Modified
family
Systems &
System
May
homes
Pump Talk,
2000
R.L. Peeks
Pump Sales
Individual
http://www.co.scott.mn.us/EFFISTS/sep ic hun
Water Usage
Minnesota
Data
Indoor
Single-
52.5*-70*
Sewage
and Your
From
family
Treatment
On -Site
1990
homes
System
Sewage
(ISTS), Scott
Treatment
County
System
Kennewick
http://www.ci.kennewick.wa.us/pw/watercon.htm
32 Tips on
Washington
Last
Indoor
Single-
63.75
Public
Water
Modified
family
Works
Conservation
June
homes
Department
2000
Michigan
hup://he—es.ecn.purdue.edu/cgi/convertwq?5373
How to
Michigan
Data
Indoor
Single-
50-70
State
Conserve
from
family

University,
Water in
1987
homes
Extension
Your Home
and Yard
Missouri
http://www.dnr.state.mo.us/de/residential/waterusgge.htm
Residential
Missouri
Last
Indoor
Single-
50
Department
Energy
Modified
family
of Natural
Efficiency,
Mar.
homes
Resources,
Water Usage
2000
Energy
Center
North
http://www.bae.ncsu.edu/bae/programs/extension pubhcat/wgwm/he250.htm1
Focus on
North
Last
Indoor
Single-
52.5*
Carolina
Residential
Carolina
Modified
family
Cooperative
Water
Mar.
homes
Extension
Conservation
1996
Services
Polk County,
http://www.co.polk.ia.us/departments/conserv/kids.asp.html
Water
Iowa
Last
Indoor
Single-
50
Department
Conservation
Modified
family
of Water
for Kids
June
homes
Conservation
2000
Sponsor
Source
Study
Area of Study
Time
Indoor
Type of
Per
Period
use or
Dwelling
capita
Total
daily
use?
water
use
Prairie Water
http://www.quantumlvnx.com/water/back/voll2nol/v21 st2.htm1
Bill
Saskatchewan
Spring,
Indoor
Single-
50 SS
News, Vol. 12,
Anderson,
1992
family
no. 1
"Water Use
homes
Trends on the
Prairies"
Ron Crites and George Tchobanoglous, "Small and Decentralized Wastewater
N/A
Copyright,
Indoor
High rise
55
Management Systems, 1999.
1999
Low rise
55
Hotel
40
Newer
70
home
Older
50
home
Summer
40
cottage
Motel
100
w/kitchen
Motel w/o
95
kitchen
Trailer
40
ark
United States
http://www.epa.gov/OGWDW/wot/howmuch.htnl
How Much
N/A
Last
Indoor
Single-
54.5
Environmental
Drinking
Modified
family
Protection
Water Do We
June 2000
homes
Agency (EPA),
Use in Our
Office of Water
Homes
United States
http://water.usgs.gov/outreach osp ter3/grade school/Page7.htm1
Water
N/A
Last
Indoor
Single-
79
Geological
Resources
Modified
family
Survey
Outreach
Mar. 2000
homes
Program
University of
http://hennes.ecn.purdue.edu/cgi/convertwq?7541
Home Water
Arkansas
Data From
Indoor
Single-
63.75
Arkansas
Use
1992
family
Management
homes
University of
http://hennes.ecn.purdue.edu/cgi/convertwq?6229
Conserving
Georgia
Data From
Indoor
Single-
50-75
Georgia
Water at
1991
family
Home
homes
University of
http://hennes.ecn.purdue.edu/cgi/convertwq?6453
Conserving
Maine
Data From
Indoor
Single-
45-50
Maine
Water at
1991
family
Home
homes
Sponsor
Source
Study
Area of
Time
Indoor
Type of
Per
Study
Period
use or
Dwelling
capita
Total
daily
use?
water
use
University
http://hennes.ecn.purdue eedu/cgi/cov rrtwq?5321
Margaret T.
Maryland
??
Indoor
Single-
50-75
of
Ordonez,
family
Maryland
"Water
homes
Conservation

In the
Home."
University
htip://www.extension.umn.edu/distribution/youthdevelopment/components/0328-
Water Use
Minnesota
Last
Indoor
Single-
50
05.html
of
and
Modified
family
Minnesota
Conservation
June
homes
2000
University
http://hermes.ecn.purdue.edu/cgi/convertwq?6425
Alyson
Rhode
Data
Indoor
Single-
50-75
of Rhode
McCann and
Island
From
family
Island
Thomas P.
1991
homes
Husband,
"Water
Conservation
In and
Around the
Home.",
1999.
SS = Self -supplied Range of per capita water use for homes = 40-79
PS = Public -supplied
*Converted to indoor use from total use by using the formula Indoor Use = (0.70) Total Use
Interesting Observations on the Effects of Some Factors on Water Use
Water -conserving toilets were shown to leak more often than non -conserving ones in the "Water Saved by Low -flow Fixtures" study done by the U.S.
Department of Housing and Urban Development.
Effects of income level and household size on water use:
To determine the effects of income on residential water use, the study "Water Saved by Low -flow Fixtures" by the U.S Department of Housing
and Urban Development compared the average interior water use in gallons per capita -day for each household with the average income range for
that household. The scatter plot of this data showed a wide variation of per capita water use within each income range.
The average interior water use values for each income bracket were also compared, and showed little or no correlation between income and water
use.
In this same study, the average interior water use in gpcd was compared with household size. A wide variation of water usage within each
household size was observed. However, the comparison of average interior water use for each group of household sizes did show a decreasing
trend in per capita use as the number of people in the house increased.
If outside use were also included in this study, a correlation between income and water use would most likely be observed, due to bigger yard
size and pools.
In the study, "Analysis of Residential Use of Water in the Denver Metropolitan Area, Co", it was found that Indoor water use correlated best with
persons per household and that correlation with assessed value was very low.
The Oakland County Water Use/Population Study also showed little or no correlation between assessed value and water use.
It is interesting to note, however, that homes with low incomes may not have washing machines or dishwashers, while homes with higher
incomes usually do. This could have a great effect on water use.
Indoor water use as a function of total water use:
Indoor water use is said to be about seventy-five percent of total water use in the document, "Focus on Residential Water Conservation" by the North
Carolina Cooperative Extension Service.
The book "Small and Decentralized Wastewater Management Systems" states that, "If a community has a water system but not a wastewater
collection system, the average wastewater flow -rate can be estimated by multiplying the water use by a factor of sixty -eighty percent, depending on
the landscaping." This is approximately equivalent to saying that base water use is sixty -eighty percent of total water use.
The Oakland County Water Use/Population Study shows a difference between winter and summer water use of sixty-six percent.
Based on these observations some of the total water use data in the above table was multiplied by a factor of 0.70 to get the indoor water use.
The study "Analysis of Residential use of Water in the Denver Metropolitan Area, Co" states that, "Water used to grow lawns in Denver is forty-two
percent of water consumption." This is because Colorado is a very dry state.
Times of peak water use:
In the study, "Analysis of Residential Use of Water in the Denver Metropolitan Area, Co", it is stated that, "more water is used in the summer, on
Sundays, and from 7 a.m.— 9 a.m."
On the ETA's website "How Much Drinking Water Do We Use In Our Homes?", it states that
The lowest rate of use is from 11:30 p.m. to 5:00 a.m.
There is a sharp rise in use from 5:00 a.m. to noon, with a peak hourly use from 7:00 a.m. to 8:00 a.m.
There is a moderate use from noon to 5:00 p.m., with a lull around 3:00 p.m.
There is an increase in use in the evening from 5:00 to 11:00 p.m., with the second minor peak from 6:00 to 8:00 p.m.
Metered versus flat rate customers:
The study, "Water Saved by Metering", done by the U.S. Department of Housing and Urban Development compares metered customers' water use
with that of flat rate customers.
Denver is unique because it has both metered and flat rate customers. Since 1957, all new homes have been required to be metered. In spite of this,
most customers are flat rate because they pre-existed this policy. Because of this, nearly identical homes in the same area can have different billing
systems.
To study the effect of metering, one group of twenty-five metered homes and two groups of flat -rate homes (forty-two homes total) were identified,
and there water use data collected for a period of three -years.
The test groups were selected so those factors such as fire hydrants and downstream water uses were eliminated.
Over the three-year period of data collection, water use in metered homes averaged about 453 gallons per day (total, 42% is yard watering), and
water use in flat -rate homes averaged about 566 gpd. Thus, metered homes used twenty -percent less water than flat -rate homes.
The basic effect of metering is to reduce the amount of water used for irrigation. Therefore, water use would be reduced more in a dry area such as
Denver than a more humid area.
Effect of water pressure on water use:
- Reducing water pressure can be one means of reducing water use. A decrease in water pressure causes a decrease in water flow related to the square
root of pressure drop.

Many water use appliances regulate the volume of water they use, eliminating the effect of water pressure. Water pressure does, however, have an
effect on water leakage and outdoor water use.
The U. S. Department of Housing and Urban Development did a study on water pressure entitled, "Effect of Water Pressure on Water Use", in which
they studied different pressure zones in Denver, Los Angeles, and Atlanta. They found a difference of about two -three percent in the water use of
homes with high compared to low pressure (difference of about 35 psi).
Equations Related to Water Use
The book, "Small and Decentralized Wastewater Management Systems", states that the equation for flow from a residence can be given as: Flow,
gal/home*day = 40 gal/home*day + 35 gal/person*day x (number of persons/home).
The document, "Water Use", given to me by Larry Stephens describes three types of residences, with separate equations for estimating water use.
In a Type I residence the total floor area of the residence divided by the number of bedrooms is more than 800 square feet, or more than two of
the following water -use appliances are installed: automatic washer, dishwasher. In a Type I residence the estimated water use is equal to 150
gpd/bedroom. This assumes an occupancy of two people per bedroom, each using 75 gpd.
In a Type II residence the total floor area of the residence divided by the number of bedrooms is more than 500 square feet and there are no more
than two water -use appliances. Water use in a Type II residence is obtained by multiplying 75 times a factor equal to the number of bedrooms
plus one.
In a Type III residence the total floor area of the residence divided by the number of bedrooms is more than 500 square feet and there are no
more than two water -use appliances. Water use in a Type III residence is obtained from the formula: 66+38(number of bedrooms +1).
References
Anderson, Bill. 2000. Water Use Trends on the Prairies. Prairie Water News Vol. 12, No. 1 (1992) August 2000.
<http://www.quantumlynx.com/water/back/vol2nol/v2l st2.html>.
AWWA Research Foundation Webpage. 2000. "Residential End Uses of Water
[Project#241]" June2000<http://www.aw-warf.com/exsums/90781.htm>.
Brown and Caldwell. 1984. Residential Water Conservation Projects, Summary Report. USDHUD.
University of Georgia. August 2000. Conserving Water At Home.
<http://hermes.ecn.purdue.edu/cgi/convertwq?6229>.
University of Maine. August 2000. Conserving Water At Home.
<http://hermes.ecn.purdue.edu/cgi/convertwq?6453>.
Auburn University. August 2000. Conserving Water, Developing Water -Conserving Habits: A Checklist. <http://hermes.ecn.purdue.edu/cgi/convertwq?
7696>.
Crites, Ron and Tchobanoglous, George, "Small and Decentralized Wastewater
Management Systems", 1999.
R. L. Peeks Pump Sales. July 2000. Domestic Wastewater Systems and Pump Talk.
<http://freehostingl.at.we.b-ump.com/6eba64886/pu/pumpman
webjump/plan.htm>.
United States Geological Survey. August 2000. Estimated Use of Water in the U. S. in 1990. <http://water.usgL.gov//watuse/tables/dotab.st.html>.
United States Geological Survey. August 2000. Estimated Water Use for Ohio, 1995. <http://oh.water.usgs.gov/water use/95huc.html>.
North Carolina Cooperative Extension Service. August 2000. Focus on Residential Water Conservation.
<http://www.bae.ncsu.edu/bae/programs/extension/publicat/wgwm/he250.htm1.
University of Arkansas. August 2000. Home Water Use Management.
<http://hermes.ecn.purdue.edu/cgi/convertwq?7541>.
Horn, M.A., Craft, P.A., Bratton, Lisa. 1988. Estimation of Water Withdrawal and
Distribution, Water Use, and Wastewater Collection and Return Flow in Cumberland, Rhode Island. Rhode Island's Governor's Office of Housing,
Energy and Intergovernmental Relations.
United States Environmental Protection Agency (EPA), Office of Water. August 2000. How Much Drinking Water Do We Use in Our Homes.
<http://www.e /www.ep
Michigan State University Extension. July 2000. How to Conserve Water in Your Home and Yard. <http://hermes.en.purdue.edu/cgi/convertwq?5373>.
Litke and Kauffman. 1988. Analysis of Residential use of Water in the Denver Metropolitan Area. Denver Board of Water Commissioners.
Michigan Department of Environmental Quality. 1999. Oakland County Water
Use/Population Study, 1991, Highland Township Water Use Data, 1993, and Jackson County Sanitary Flow Comparison.
Missouri Department of Natural Resources Energy Center. August 2000. Residential Energy Efficiency.
<http://www.dnr.state.mo.us/de/residential/waterusage.htm>.
Schrauben, Daniel and David Beschke. 1999. Basis of Design Flow Adjustment, Wastewater System Mill Valley Condominium Subdivision. Equinox Inc.
June 1999.

Polk County, Department of Water Conservation. August 2000. Water Conservation For Kids.
<http://www.co.p2lk.ia.us/departments/conserv/kids.asp.html>
U of Rhode Island. August 2000. Water Conservation In and Around the Home.
<http://hermes.ecn.purdue.edu/cgi/convertwq?6425>.
University of Maryland. August 2000. Water Conservation In the Home.
<http://hermes.ecn.purdue.edu/cgi/convertwq?5321>.
Unites States Geological Survey. August, 2000. Water Resources Outreach Program Page.
<http://water.usga.gov/outreach poster3/grade school/Page7.html>.
Water Usage and Your Onsite Sewage Treatment System. Individual Sewage Treatment System (ISTS), Scott County, MN. July 2000
<http://www.co.scott.mn.us/EH/ISTS/septic.htm>.
University of Minnesota. August 2000. Water Use and Conservation.
<http://www.extension.umn.edu/distribution/y. uthdevelopment/components/0328-05.html>.
Kennewick Public Works Department. July, 2000. 32 Tips on Water Conservation <http://www.ci.kennewick.wa.us/pw/watercom.htm>.

3:44 P M
Document i1
13367
4/30/2019
FILED
(:;Person Countv
)6sell Jones
Administrator
0
X0001�\
\00, Is
FILED in PERSON County NC
on Apr 30 2019 af 04.11:�7 PM
by: fONYA R. WILSON
REGISTER OF DEEDS
Book 1006 Pa 128
sued Apr 30, 20L9
Q -I $5,500.00
\00Stafis Of North Carolina
Person County
Esfato Excm"
Tax
381076
NORTH CARO INA SPECIAL WARRANTY DEED
WITH EASEMENT RESERVATION
Site Nos.: 104540 1070299 106874
Land Unit Nos.: 1183742, 1183673, 1183625, 1183749,
11841089 11846639 1183601, 1183559
Project No.: 104540-461850
Excise Tax: $5,500-.00
Tax Parcel Identifier Nos.: I�le'�IN (Parcel #1), 9070-03-13-5472 CFParcel #2). and 9070-03-10-5402 (Parcel #3)
Verified by
TZ 1.1 1
ounty on the day o
Mail/Box to: Grantee xol�\
f
GrantoaZn i
120
This instrument was prepared by: Ithi Anderson, Blount, Dorsett, Mitchell
(Without title examination. No title onion t*s expressed directly or indirectly
Brief description for the Index:
1417m-wj
& Jernigan, L.L.P. (DWB)
bv our DreDarafion of this Deed.
Parcels/Tracts -Cunningham Townshi
THIS DEED made this 29th day of April, S6)q!,> by and between
GRANTOR
DUKE ENERGY PROGRESS, LLC,
a North Carolina limited liability company I
(f/k/a DUKE ENERGY PROGRESS, INC. and
CAROLINA POWER & LIGHT COMPANY d/B/,,a',
PROGRESS ENERGY CAROLINAS, INC.) Y�
c/o Data & Document Management
550 South Tryon Street DEC 22A
Charlotte, North Carolina 28202 X
The de
assigns, and sha
GRANTEE
EAST COAST INVESTORS, LLC
a South Carolina limited liability company
3129 Springbank Lane, Suite 200
Charlotte, North Carolina 28226
IV
signation Grantor and Grantee as used herein shall include said parties, their heirs., successors, and
I&
11 include singular, plural, masculine, feminine or neu asrequired �er by context.
as
WITNESSETH, that Grantor, for a valuable consideratio id by Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and iey unto Grantee in fee simple, subject to the
restrictive covenants herein set forth and easement reserved unto
asset forthinExhibit Battachedhereto
andincorporatedhereinbyreference,allofthosecertaintracts,lots,orparl's of land situated in Cunningham Township,
6
Person County. North Carolina and more Darticularlv described as follows'.
See Exhibit A attached hereto and incorporated herein b
#7327308v3
NC Bar Association Form No. 6O 1/1/201012013
Printed by Agreement with the NC Bar Association
refere
the "Prooerty"
This standard form
North Carolina Bpi
0
4as been approved by:
association - NC Bar Form No. 6
O
�CD

BOOK 1006 PAGE 429 38107
Page 373; Book 98, Pnge 327 398:
a portion of the Property herein conveyed does not include the primary residence of Grantor.
MMWM�
howing portions) of the Property described on Exhibit A hereof are recorded in Plat I ook 15, Page 379;
all Person County Registry.
shall not include (I*) anv lands located below the 420 contour (NGVD 29)
t. title, or interest wha
and Plat Book 15. Paize 399
, facilities,
equipmentwor other personal property now located at the Property or as the same may hereafter be located a
t the Property pursuant to the terms and conditions of the easement herein reserved b y
Property an
Grantor.
d(t�at shall remain a<0 _AL
PERSO
YO
X0001�\
�81
,,,Bbok 660, Page 603, all Person County Registry.
All or
Plats s
Plat I oA 15, Page 397
Tract 2 only
The Property was acquired by Grantor by instruments recorded in Book 98, Page
); Book 659, Page 2
135; Book 98, Page 125; Book
18; Book 660, Page 599; and
0
Plat Book 15, Page
T e Property conveyed in this Deed
IP
surround1�g Hyco Lake-, and/or (ii) any righ
Book 98, Page 287
tsoever in or to Grantor's lines
fixtures.
t the
ASWELL LAKE AUTHORITY GUIDELINES. The terms and conditions of the Person-
""b '
Caswell Lake Authfiy's "Guidelines for the Use of Residential Leased Properties at Hyco Lake", effective October 1,
2006 and as revised a0adopted September 111 20069 by the Person -Caswell Lake Authority and Progress Energy (the
"Person- Caswell Lake Authority Guidelines") shall be, appurtenant to, and shall run with Parcel #1 and Parcel #2 of
the Property described on Exhibit A hereof and shall be binding upon Grantee, any future owner(s) of Parcel #1 and
Parcel #2 of the Property, and/or any other persons possessing an interest in said Parcel #1, Parcel #2, or portion(s)
thereof. As used in this De 6dthe term "Person -Caswell Lake Authority Guidelines" also shall include any future
amendments and/or modificatio S thereto made by Grantor, the Person -Caswell Lake Authority, or any other federal,
state, or local governmental age c having jurisdiction over Parcel #1 and Parcel #2 of the Property, Grantor's Hyco
Lake property located below the 4?(Vontour (NGVD 29) surrounding Hyco Lake, and/or Hyco Lake.
C'
RESTRICTIVE COVENAOPrS. Grantee, by the acceptance of this conveyance and the recording of this
Deed, on behalf of itself and any subseqIpt owner of an interest in the Property agrees that the Property is and shall be
subject to the following restrictive covena A ; which shall burden and run with title to the Property: The Property shall
not be used for any industrial or manufa<o_ ring purpose, dangerous or noxious trade or business, landfill, or any
illegal purposes (collectively the "RestrictCovenants"). Grantee further acknowledges and agrees that Grantor,
Grantee, or any future fee owner of the Property (orportionithereof) shall have the right to enforce any violations) of the
aforesaid Restrictive Covenants pursuant to any a fable remedies at law or equity, including without limitation the right
to bring an action in the Superior Court of PersoXgounty or any other proper venue in the State of North Carolina
seeking a mandatory injunction and/or any other ap�r .priate relief to enforce the Restrictive Covenants.
TO HAVE AND TO HOLD the aforesaid P rty, together with all privileges and appurtenances thereto
belonging to Grantee in fee simple.
And Grantor covenants with Grantee, that Grantor one nothing to impair such title as Grantor received, and
Grantor will warrant and defend the title against the lawful chic s of all persons claiming by, under or through Grantor,
other than the following exceptions:
1. The easement reserved unto Grantor as set forth in Exhiffil't 11 hereof;
2. The Restrictive Covenants set forth in this Deed; 111,10
3. All real and personal property takes and assessments for 2019 aRll;�Ubsequent years not yet due and
payable;
\00,
4. All present and future environmental and zoning laws, ordinances, re°• �.utions, orders, and regulations of all
municipal, county, state, or federal governments having jurisdiction o er, he Property and/or the use thereof;
#72892120
NC Bar Association Form No. 6O 1/1/2010.2013 This standard form as been approved by:
Printed by Agreement with the NC Bar Association North Carolina ssociation — NC Bar Form No. 6
0
Yy

BOOK 1006 PAGE 130 38107
(: X
0
5. Any liens arising out of or resulting from the performance ot any inspections, work, or activities at the Property
.0 @
V.00)� bV or on behalf of Grantee, Sunbelt Acquisitions, LLC
xo� officers, directors,
\00,
6. All buil
- V
insurance and
affecting the Property and/or its use as heretofore or hereinafter
gauthority having urisdiction over the Property and the use thereof;
VW_
or by any o
members, managers, employees, contractors, surveyors,
V
7. AAV and all public transportation, road, and railroad easements and/or rights ot way ot record affecting the
f Grantee's or Sunbelt Acquisition LLC
agents, or representatives;
'S
ding codes, regulations, ordinances, and restrictions heretofore or hereafter adopted by a public agency,
rating codes and regulations, and any other laws, regulations, ordinances, or requirements
adopted by any federal, state, or local
erty;
8. An
9. Rid
10. Thy
Pay
ity easements and rights of way of record affecting the Property;
rt
in and to the continued uninterrupted flow of any creeks or streams crossing the Property;
itions, and restrictions of the Person -Caswell Lake Authority Guidelines affecting Parcel #1 and
Property (or any po
ions thereof) as set forth herein;
11. All matters that would be revealed bv a current and accurate survey of the Property, including without fin-itation
(i) all matters shown o
379; Plat Book 15, I�ja
unrecorded survey e
ar
any of the following plats recorded in the Person County Registry: Plat Book 15, Page
397; Plat Book 15, Page 398; and Plat Book 15, Page 399 d "Prope
(ii) all matters shown on the
rty of Carolina Power & Light Company Hyco Land — Portion of L.P. Stigall
r\00
t
Tract", dated Apri119 $�nd prepared by Moore, Gardner &Associate s, Inc. (Dwg. No. L-F-6310); and/or all
matters shown on the y entitled "Boundary Survey for Peninsula at Hyco Lake for Sunbelt Land
Management LLC date wary 22, 2019, and prepared by McKim &Creed;
12. Grantor's Mo
gage and Dee Trust, dated May 1, 1940, and recorded in Book 49, Page 500, Person County
Registry, as supplemented. Gra rpresaid
shall apply for, obtain, and record in the Person County Registry a release
of the Property from the lien of t?he€oMortgage and Deed of Trust within one (1) year from the date this
Deed is recorded; and
13. Judgment in a Criminal Case imposed May 14, 2015, in the matter of United States of America v. Duke
Energy Progress, Inc. (n/k/a. Duke Ener rogress, LLC) (U.S. District Court for the Eastern District of North
Carolina Case No.,: 5:15-CR-62, 67 & 6 orded in Book 908, Page 537, Person County Registry.
[REMAINDER OF PAG TENTIONALLY LEFT BLANK]
_41
#7327308v3
NC Bar Association Form No. 6O 1/1/2010, 2013
Printed by Agreement with the NC B
Association
XFO
Ise
YO
C•
eils standard form has been approved by:
North Carolina Bar ,Association — NC Bar Form No. 6
J
`Y
YX

BOOK 1006 PAGE 43138107
IN WITNESS WHEREOF, Grantor has duly executed the foregoing North Carolina Special Warranty Deed
h Easement Reservation as of the day and year first above written.
D��•
a NoI�,
(f/k/a
ENERGY PROGRESS, LLC,
,Carolina limited liability company
DUKE ENERGY PROGRESS, INC. and
f/k/a CA
PROGR
By:
LINA POWER & LIGHT COMPANY d/b/a
ENERGY CAROLINAS9 INC.)
Name: I R. Fadden
Title: DirB�tbr, Real Estate Strategy and Transactions
STATE OF NORTH CAROL9 A
0
COUNTY OF MECKLENBURGXAF"'
I, the undersigned Notary P4 fic of --(10.-- County, North Carolina, certify that Carol R.
Fadden personally came before me this Oa,and being personally known to me or proven by satisfactory evidence to be
the individual whose name is subscribed tkt *e within instrument, and acknowledged that she is the Director, Real Estate
4&
Strategy and Transactions, an authorized re*sentafive of DUKE ENERGY PROGRESS, LLC, a North Carolina limited
liability company (f/k/a Duke Energy Progreonc. and f/k/a Carolina Power & Light Company d/b/a Progress Energy
Carolinas, Inc.), and that she, in such capacity, bein authorized to do so, executed the foregoing instrument on behalf of
the limited liabiIt liIt ty company for the purposes St t therein.
Witness my hand and Notarial stamp o
My Commission Expires: -2,
(Affix Notary StaA
VA
�l)ui��
T Notary Public �q
_ co Gaston cn MOP
Now aw
lob
ow County
My Comm. Exp. left
yO 09q& 18-2023 V
``
#73273080 CAR���
NC Bar Association Fo;A11f4h1.1VW /1/2010, 2013
Printed by Agreement with the NC Bar Association
0 `�j
r seohisz)q, day of April, 2019.
0
01
Notary Public Sig"te
04
Notary Public's Printed or Typed
befpotument shows prof nowledgemen
officer authorized to toe of /acknowledgement;
acknowledgement inclu s �cers signature,
com ion pi tionlllllll,lldaiiiiiiiiiiiiiiilllllIll""I'll"'I +cial seal, if reqired.
i11111111111�1�
Tanya R. Wilson, Person County e ister of deeds
standard form has been apprvved by:
North Carolina Bar -Association — NC Bar Form No. b

BOOK 1006 PAGE 132 38107
EXHIBIT A
(DESCRIPTION OF THE PROPERTY)
The Property is comprised of three (3) tracts or parcels of land, which are more particularly
d&(cribed as follows:
Parcel # 1:
Leg and being in Cunningham Township, Person County, North Carolina:
0
more oi
6
Martin -
i 4
ecc ml
urawing
of that certain tract or parcel of land containing approximately 389.59 acres,
ss, as the same is more particularly, described on that plat prepared b y Davis-
ell & Associates, Inc. for Progress Energy Carolinas, Inc. entitled
Kion Map of Portions of HvcoyTracts 14, 21? 2219 2315 9(G and 90H" o. L-C-10137), dated October 30, 2007
1, and recorded on December 18,
2007, in Plat Book 15, Page 398, Person County Registry, which
by reference. J,
Parcel #2.9
CeOA
10
is incorporated herein
The courses in the folloN g description are based on the North Carolina State Plane
Coordinate system.. 0
- � T
Being that certain tract or tral�el of land lying and being iinCunnngham Township,
Person County, North Carolina and
re particularly described as follows:
BEGINNING at a southeastern comer of now or formerly J. B. Hob9ood in a western
property line of Carolina Power & ht Company (now d/b/a as Progress Energy
Carolinas, Inc.), said corner having Carolina Coordinates Y = 190040542-M174
and X=1971.867.833: and runs thenclona, and with said western property line of
41 degree 53 minutes 45 seconds West
F)Vrolina Power & Light Company and
northwestern corner of now or formerly Kenneth Royster; thence along and with a
Carolina Power & Light Company Sou
1,153.84 feet to a southwestern corner o
western property line of now or formerly Kenneth Royster South 0 1 degree OS
minutes 58 seconds West 1267054 feet to a point in the northern property line of
Carolina Power & Light Compan.,; thence along with the northern property line
of Carolina Power &Light Company the followin ur (4) courses and distances:
South 86 degrees 56 minutes 42 seconds West 21 feet, South 20 degrees 36
minutes 12 seconds West 135.37 feet, South 75 degree minutes 50 seconds West
145.98 feet, and South 88 degrees 30 minutes 45 second,��Vest 258.36 feet; thence
along and with a new line North 02 degrees 11 minutes Seconds West 2,517.97
feet to a point in a southern property line of now cr form�i'y J. B. Hobgood; and
thence along and with said southern property line of now or f�n� grly J. B. Ho ood
#72892120
NC Bar Association Form No. 6 C 1/1/2010,2013 This standard form has been approved by:
Printed by Agreement with the NC Bar Association North Carolina ssociation — NC Bar Form No. 6
0
�y

North 84 degrees 03 minutes 47 seconds
BEGINNING, containing 41.950 acres,
"TRACT R" on Carolina Power & Light
BOOK 1006 PAGE 133 30107
East
more or less, as shown and depicted as
822.15 feet to the po10
int of
Company Drawing No. L-F-63 10 (dated
April 1980), which is incorporated herein by reference; and being the same land
described in a deed from William E. Brady and wife, Elizabeth P. Brady to UP&L
d/b/a Progress Energy Carolinas, Inc. dated and recorded on December 20, 2007, in
in a deed from W1*11i"am Book 660Page 599Person County Registry; and further being the same
in a deed from E. Brady et al. to William E. Brady and wife,
il 15,11 1993 and recorded in Book 227 Page 442, Person
described
zabeth P. Brady dated Apr
byhl
at Pa.
ty
egistry
and being a portion of the 1
land
and conveyed to Carolina Power & Light
ed from L. P. StiLall., et ux, dated October ?.-4
45,
Person County Registry.
1963 andrecDrdedin Book 98
(Parcel #Vs- designated by Person County as PIN 9070-03-ft 13 -5472) 0
Parcel #3..0
Lying and being unn*ingham Township, Person County, North Carolina:
BEGINNING at a P il marking a southwestern corner of now or formerly David
Royster, et al., i"n th nterli"ne of Zion Level Church Road (NCSR 1314), the
location of said PK r� having N.C. Grid Coordinates Y = 999,719.91 and
X = 1971 758.141P and Ahence along and with the centerline of Zion Level
Church Road (NCSR 1314� e following two (2) courses and distances: South 59
degrees 07 minutes OS secon est 444.23 feet to a PK nail and South 58 degrees 57
minutes 06 seconds West 135.90 feet to a PK nail; thence North 21 degrees 20
minutes 51 seconds West 994.6<1et to an iron pipe-* thence North 10 degrees 43
minutes 30 seconds West 882.75 t to an iron pipe in a southern property line of
Carolina Power & Light Company /a Progress Energy Carolinas9 Inc.; thence
along and with said southern property of Carolina Power & Light Compan y d/b/a
Progress Energy Carolinas, Inc., North degrees 44 minutes 56 seconds East 153.66
feet to a monument marking a western c6e er of now or formerly David Royster, et
al.., thence along and with westerly pro perty�nes of now or formerly David Royster,
et al., the followingwot(2) courses and distances: South 10 degrees 43 minutes 30
seconds East 899.97 feet to a monument and South 22 degrees 58 minutes 54 seconds
East 921.58 feet to a monument in the northwesterright of way edge of Zion Level
Church Road (NCSR 1314)1, and thence continalong and with a westerly
property line of now or formerly David Royster, et South 22 degrees 58 minutes
54 seconds East 31.40 feet to the point of BEGINNIN"ontaining 6.74 acres, more
or less, as shown on that certain plat recorded on Decen)e& 18,, 2007,1*n Plat Cabinet
15, Hanger 397 Person County Registry (Progress Enemy Carolinas, Inc. Drawing
No. -C- 10227 dated November 28, 2007 & and being thee land described in a
#7327308v3
NC Bar Association Form No. 6O I/l/2010,2013
Printed by Agreement with the NC Bar Association
)eis standard form has been approved by:
North Carolina Bar Association - NC Bar Form No. 6

BMK 10M PAGE 1313810)
(: X
YQ deed from Top Farms
Inc. to CP&L d/b/a Progress Energy Carolinas, Inc. dated and
recorded on December 20, 2007
and further being a portion of the
\00,00
Pass
n Book 660, Page 603
Person CountyRegi
stry;
land described ir a quitclaim deed from Thomas O.
Jr., and wife, Pqtrl*cia T. Pass, to TOP Farms
- recorded in Book 191 Page 679. Person County Registry.
\000
Cal
dated June 30, 1986, and
Parcel #3 is designated by Person County as PIN 9070-,.-03-10-5402)*
� GETHER WITH the following appurtenant easements running with Parcel #3 pursuant to
the Accd
Temporw
Registry, and
11 of the
and a
asement Agreement
tion Easement
nstruc
fight Distance Easement recorded in Book 660
40
ntor s rights, privileges, and obligations thereunder which are hereby assigned b y
Grantor to Gran
recorded in Book 660, Page 616, Person County Registry.0
Agreement recorded in Book 660, Page 607, Person County
Page 613, Person County Registry,
and assumed by Grantee as of the recording date of this Deed
#7327308v3
NC Bar Association Fo No. 6O I/l/2010,2013
Printed by Agreement with the NC Bar Association
a
(: X
0
X00
Ise
eisstandard farm has been approved by:
North Carolina Bar.Association -- NC Bar Form Na. b

BOOK 1006 PAGE 435 3810)
EXHIBIT B
GRANTOR'S RESERVATION OF DISTRIBUTION EASEMENT
\000` SUBJECT TO AND FURTHER RESERVING unto the Grantor, Duke Energy Progress, LLC
("D�, its successors,, lessees", licensees', transferees, permittees, appo
11
rtionees, and assigns, the perpetual
nght,`�rivilege, and easement to go in and upon the Property hereinabove-descnbed in Exhit biA hereof, and
to constru
electric
poles, cab
and other a
9
econstruct, operate, patrol, maintain, inspect, repair, replace, relocate, add to, modify, and remove
or communication facilities thereon, including but not limited to, supporting structures such as
wires, guy wires, anchors, underground conduits, enclosures/transfonners, vaults, and manholes,
enant apparatus
and equipment (collectively the "Facilities) within an easement area thirty
(30) feet wide the overhead portion of said Facilities and ten (10) feet wide for the underground portion of
said Facilities, ther with an easement area ten (10) feet wide on all sides of the foundation of anv DEP
enclosure/trans o r,, vault or manhole (the "Easement Area"), for the purpose of
distributing electri nergy and for communication purposes of DEP and Loca
centerline of the Facilities shall be the centerline of the Easement Area.
transmitting and
1 Exchange Carriers. The
The right, privilege and easement reserved by DEP herein shall include the following rights: (a)
ingress and egress over thee,,Oement Area and over adjoining portions of the Property (using lanes, driveways
and paved areas where practi�l as determined by DEP); (b) to reasonably relocate the Facilities and Easement
Area on the Property to confoe to any future highway or street relocation, widening or improvement; (c) to
trim and keep clear from the Boiltuent Area, now or at any time in the future, trees, limbs, undergrowth,
structures or other obstructions,, a Mo trim or clear dead, diseased, weak or leaning trees or limbs outside of
the Easement Area which, in the opi ion of DEP, might interfere with or fall upon the Facilities; (d) to install
guy wires and anchors extending bey�r�d the limits of the Easement Area-* and (e) all other rights and privileges
reasonably necessary or convenient�or DEP's safe, reliable and efficient installation, operation, and
maintenance of the Facilities and for th4Yment and use of the Easement Area for the purposes described
herein. DEP shall not install Facilities7ultsi'de said Easement Area without obtaining another separate
easement of record, except for those Faciliti*e.�Ahat may be installed as set forth above.
Notwithstanding anything to the contr"'
erein, it is understood and agreed that the easement herein
reserved is for DEP's Facilities existing as of the z e of this Deed and also for Facilities to be installed at any
point where needed on the Property, portions of 'ch Facilities may be installed immediately, and other
portions installed in the future as the need develops. y such future Facilities shall be installed at locations
mutually agreeable to DEP and Grantee.
#7327308v3
NC Bar Association Form No. 6 O I/l/2010,2013
Printed by Agreement with the NC Bar Association
YO
X00
C•
Ise
This standazd forth has been approved by:
North Carolina BZ3
ssociation - NC Bar Form No. 6
0
Y
X

TAX MAP A13-18
MICHAEL LUNSFORD
PC. 1, PG. 24
DB. 1033 PG. 717
Tj
TAX MAP A13-48
II
DANNY EUGENE SMITH
DB
PB. N/A, PG. N/A
DB. 1026, PG. 710
1,8:
TAX MAP A13-50
JUDITH BLACKARD
ROBERT BLACKARD
PB. N/A, PG. N/A
DB. 169, PG. 171
30' ACCESS EASEMENT PER
DB. 169, PG. 175
DB. 169, PG. 177
DB. 169, PG. 184
A SURVEY BY MOORE,
GARDNER & ASSOCIATES, INC.
DRAWING NUMBER: L—F-6310
TO BE ABANDONED
i
TAX MAP A14-88 \
JAMES SUTTON
PB. 1, PG. 10 \
DB. 923, PG. 20
TRACT 1
TAX MAP A14-147
EAST COAST INVESTORS, LLC
PB. 15. PG. 397
DB. 1006, PG. 428
6.738 ACRES, 293525.47 SQ. FT.
LU 1184663
•
a m
Know what's below.
Call before you dig.
400
LAKE
rma"■<<" a i"■" m���1 mmm
SEE SHEET 5 OF 10
LAKE
w P,TERSA1� w } COURT
60 PRNATE R/ 45' PRIVATE R/W /
'YOpCjAIL FOR \N 41 40 39 38
NA
45 37
33
,LEAST LANE PR 32 \\ //
34
5' PRIVATE R/W 26 27 28 29 30 35 3s i // v
22 23 24 25
31
21
15 77 18 /
14 19 20 / • \ /
12 13
10 11 \
8
s / \\
7
uo. i ivu, rya. ova O 6
-� SEE SHEET 4 OF 10 100,
M&C POINT #3 SEE SHEET 3 OF 10 1 / / -\ �''
3
REBAR AND CAP / \
N=1,003,050.55' I 2
E=1,974,259.65' / \
ELE=458.34'
NC GRID (NAD83/2011) , / ^ N. _
HYCO LAKE
AV Ul �5
5p� .
�-- SEE SHEET 2 OF 10
_ J
CANE CREEK
SEE SHEET 2 OF 10
TAX MAP A14-130
� 'Y� EDNA ROYSTER
A \ PB. 9, PG. 34-5
-p DB. 241, PG. 143 � O
TAX MAP A14-101
\ O NANCY MANDL
MICHAEL MANDL
PB. 13, PG. 821
DB. 509, PG. 661
TAX MAP A14-127
JAMES SUTTON
NYDA SUTTON
PB. 8, PG. 45-3
DB. 678, PG. 394
GRAPHIC SCALE
200 400 800
DUKE ENERGY LAND ACCOUNTING INFORMATION
1600
SITE: 104540
LAND UNITS: 1184663, 1184108
PROJECT (MAP): 104540-004876
CURRENT OWNER:
EAST COAST INVESTORS
3129 SPRINGBANK LANE, SUITE 201
CHARLOTTE, NC, 28226
SETBACKS:
FRONT: 25' (FRONT SETBACKS FOR FLAG LOTS SHALL BEGIN AT THE
MINIMUM LOT WIDTH — SEE BUILDING ENVELOPE FOR EACH LOT)
SIDE: 10'
REAR: 15'
REAR ALONG THE LAKE (420' NGVD 29 CONTOUR): 0'
PROJECT AREA TABLE:
TOTAL PROJECT AREA: 438.225 AC / 19,089,076 SF
TOTAL AREA OF RW DEDICATION: 24.097 AC / 1,049,684 SF
TOTAL AREA OF LOTS 1-89: 70.527 AC / 3,072,164 SF
TOTAL AREA OF COMMON OPEN SPACE: 4.090 AC / 178,178 SF
REMAINING AREA (FUTURE DEVELOPMENT): 339.511 AC 14,789,044 SF
I, TIM VAN GELDER, PLS L-3660, CERTIFY THAT THIS
PLAT WAS DRAWN UNDER MY SUPERVISION FROM AN
ACTUAL SURVEY MADE UNDER MY SUPERVISION FROM
INFORMATION SHOWN IN DEED BOOKS REFERENCED ON
MAP AND MAP BOOKS REFERENCED ON MAP; THAT
ANY LINES NOT ACTUALLY SURVEYED APPEAR AS
BROKEN LINES AND WERE PLOTTED FROM INFORMATION
AS NOTED ON THE PLAT; THAT THE RATIO OF
PRECISION AS CALCULATED IS BETTER THAN 1:10,000;
THAT THE AREA IS COMPUTED BY COORDINATE METHOD;
THAT THIS PLAT WAS PREPARED IN ACCORDANCE WITH
G.S. 47-30 AS AMENDED. WITNESS MY ORIGINAL
SIGNATURE, REGISTRATION NUMBER, AND SEAL THIS
THE _10TH_ DAY OF ___ MAY ______ A.D., 2022.
I, TIM VAN GELDER, PLS CERTIFY THAT THIS MAP WAS
DRAWN UNDER MY SUPERVISION FROM AN ACTUAL GPS
SURVEY MADE UNDER MY SUPERVISION AND THE FOLLOWING
INFORMATION WAS USED TO PERFORM THE SURVEY.•
1. CLASS OF SURVEY: A
2. POSITIONAL ACCURACY. H- 0. 07' / V- 0.10'
3. TYPE OF GPS FIELD PROCEDURE. STATIC/OPUS
4. DATES OF SURVEY. 1-14-2019 / 1-15-2019
5. DATUM/EPOCH: NAD 83 NSRS 2011 - NAVD 88
6. PUBLISHED/FIXED CONTROL: SEE BELOW
7. GEOID MODEL: 12B
8. AVERAGE COMBINED GRID FACTOR: 1.000092033
(GROUND TO GRID)
9. UNITS. US SURVEY FEET
FIXED STATIONS UTILIZED FOR THE PROJECT.
DESIGNA TIONS:
DURHAM COOP CORS ARP
REIDSVILLE CORS ARP
BURLINGTON CORS ARP
LOYOLA LS06 CORS ARP
REFER TO THE NGS AND/OR NCGS WEBSITES FOR DETAILS
ON THESE FIXED STATIONS
SURVEY NOTES:
1. THE PURPOSE OF THIS PLAT IS TO PERFORM A SUBDIVISION OF THE
FOLLOWING PERSON COUNTY PARCELS: A14-147, A13-51, AND A14-165.
2. THE DEPICTED SURVEY WAS DERIVED FROM AN ACTUAL FIELD SURVEY
MADE BY THIS OFFICE AND PERFORMED BETWEEN JANUARY 2019 AND
MAY 2022.
3. OWNER INFORMATION PER DEEDS AND PLATS OF THE PERSON COUNTY
REGISTER OF DEEDS.
4. STATIC GPS OBSERVATIONS WERE MADE ON FOUR (4) MAIN CONTROL
POINTS TO ESTABLISH GEODETIC AND STATE PLANE GRID COORDINATES
(NAD83 NSRS 2011). THESE STATIC GPS OBSERVATIONS WERE PROCESSED
USING THE NATIONAL GEODETIC SURVEY'S (NGS) ONLINE POSITIONING
USER SERVICE (OPUS). THE VERTICAL DATUM USED IS THE NORTH
AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) BASED ON GEOID 12B.
5. ALL DISTANCES ARE HORIZONTAL GROUND DISTANCES IN US SURVEY
FEET. BEARINGS ARE BASED ON NC GRID (NAD83/2011).
6. ALL AREAS SHOWN WERE COMPUTED BY THE COORDINATE CALCULATION
METHOD.
7. THE LOCALIZED COORDINATE SYSTEM USED FOR THIS PROJECT IS BASED
ON MCKIM & CREED POINT NUMBER 3 HAVING THE FOLLOWING LOCALIZED
NAD 83-2011 COORDINATES AND NAVD 88 ELEVATION:
N- 1,003,050.554' E- 1,974,259.646 ELEV.- 458.34'
8. THE AVERAGE PROJECT COMBINED GRID FACTOR USED IS 1.000092033
(GROUND TO GRID)
9. UNDERGROUND UTILITIES WERE NOT FIELD DESIGNATED AS PART OF THIS
PROJECT. NORTH CAROLINA LAW REQUIRES CONTACTING NC 811 BEFORE
ANY EXCAVATION CAN BE PERFORMED ON SITE.
10. PORTIONS OF THE PROPERTY SHOWN HEREON FALL WITHIN FLOOD HAZARD
ZONES, REFERENCE THE FOLLOWING DFIRM MAP 3711907000J WITH AN
EFFECTIVE DATE OF MAY 4, 2007 FOR FURTHER INFORMATION.
11. UNLESS OTHERWISE NOTED ALL NEW IRON PINS (NIP) WERE SET USING
5/8" REBAR SET FLUSH WITH THE GROUND.
12. THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF A TITLE REPORT
AND IS SUBJECT TO ALL EASEMENTS, RIGHTS OF WAYS, AND OR
ENCUMBRANCES THAT MAY EFFECT THIS PROPERTY.
13. LAKE BOUNDARY LINE FOLLOWS THE 420' (NGVD 29) CONTOUR LINE.
14. A HORIZONTAL CONTROL MONUMENT OF A FEDERAL OR STATE AGENCY
WAS NOT FOUND WITHIN 2000 FEET OF THE SUBJECT PROPERTY.
15. DELTA ANGLES ARE LISTED IN DECIMAL DEGREES.
16. THE SUBDIVISION WAS APPROVED FOR THREE SUBDIVISION VARIATIONS BY
THE PERSON COUNTY BOARD OF COMMISSIONERS ON 12103118 INCLUDING
THE USE OF FLAG LOTS.
17. SUBDIVISION FLAG LOTS ARE AS FOLLOWS. 1, 2, 3, 6, 15, 16, 17, 18, 19,
20, 31, 37, 38, 42, 43, 47, 49, 70, 71, 72, AND 73.
18. THE CURRENT ZONING IS R (RESIDENTIAL).
19. WATER USE LINES (WUL) INDICATE THE DIRECTION A PROPOSED DOCK
MAY BE CONSTRUCTED. THESE ARE MAPPED FOR THE PERSON-CASWELL
LAKE AUTHORITY AND WERE NOT REVIEWED BY THE PERSON COUNTY
PLANNING DEPARTMENT.
20. LOT FIT ANALYSIS BASED ON THE PERSON-CASWELL LAKE AUTHORITY
GUIDELINES FOR THE USE OF RESIDENTIAL PROPERTIES AT HYCO WITH AN
EFFECTIVE DATE OF APRIL 9, 2020 BY PERSON-CASWELL LAKE
AUTHORITY AND DUKE ENERGY.
I, _ _____ __ ____ REVIEW OFFICER OF
PERSON COUNTY, CERTIFY THAT THE MAP OR PLAT TO WHICH
THIS CERTIFICATE IS AFFIXED MEETS ALL STATUTORY
REQUIREMENTS FOR RECORDING.
DATE
PROFESSIONAL_LAND SURVEYOR Vvvv I HEREBY CERTIFY THAT THE SUBDIVISION PLAT AS DEPICTED
HREON HAS BEEN GRANTED FINAL APPROVAL PURSUANT TO
THE PERSON COUNTY SUBDIVISION REGULATIONS.
I, TIM VAN GELDER, PLS L-3660, CERTIFY THAT THE
SURVEY CREATES A SUBDIVISION OF LAND WITHIN
THE AREA OF A COUNTY OR MUNICIPALITY THAT HAS
AN ORDINANCE THAT REGULATES PARCELS OF LAND. ---------------------------------------
PLANNING AND ZONING DATE
ADMINISTRATOR
ATE________
LEGEND
CF
COMBINED FACTOR
AX
0
AXLE STONE
IRON PIPE FOUND
OIPF
IRF
IRON ROD FOUND
0
SET IRON ROD (#5 REBAR)
0CMF
CONCRETE MONUMENT (FOUND)
COMPUTED POINT
fj
POWER POLE
C.O.S.
COMMON OPEN SPACE
AC
ACRES
WUL
WATER USE LINE
PROPERTY LINE
ADJOINER (NOT SURVEYED)
CL CREEK / STREAM
EASEMENT (AS DESCRIBED)
— R/Mr RIGHT OF WAY
v
v
SETBACK LINE
— ZONE AE FLOOD HAZARD LINE (413' NAVD 88 CONTOUR)
NO WELLS ALLOWED
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA)
SEE SHEET 9 FOR LINE AND CURVE TABLES.
( IN FEET )
1 inch = 400 ft.

N: 1004613.95'
TAX MAP A13-18
MICHAEL LUNSFORD
PC. 1, PG. 24
DB. 1033, PG. 717
JU.
Know what's below.
Call before you dig.
'O
DO
N
J
IPF
IPF
E: 1971964.84' BOUNDARY LINE HEREBY ABANDONED
Sp .� (83
1 S7 44 �5 Q`
Mq Tit N£ S££ iTp igC � 60•
SN££T 3 c210
C20�
r�
30' ACCESS EASEMENT PER
DB. 169, PG. 175
DB. 169, PG. 177
DB. 169, PG. 184
A SURVEY BY MOORE,
GARDNER & ASSOCIATES, INC.
DRAWING NUMBER: L-F-6310
TO BE ABANDONED
378.02
TAX MAP A13-48
DANNY EUGENE SMITH
PB. N/A, PG. N/A
DB. 388, PG. 195
IPF
/
N
J
/
IRF
IRF
nI
00
N
J
IRF
N88°30'24"E
63.73' o
C20s �/
L306-
1
EXISTING VARIABLE WIDTH
ACCESS EASEMENT
BOOK 1006 PAGE 449
I PLAT BOOK 15, PAGE 399
30.00'
/
I
I
mLj#
Q Z
Q
i
L297
c�
O\ ^
1b �rn
L290 ;0) M'
cry o
rn rn
o .
FUTURE
DEVELOPMENT
L293
N: 1001554.73'
E: 1971299.0�
CM
C202 o
L285
/-C203
IPF
I
I
I
I
GRAPHIC SCALE
150 0 75 150 300 600
TRACT 3
TAX MAP A14-165
EAST COAST INVESTORS, LLC
DB. 1003. PG. 428
389.588 ACRES
16,970,447 SQ. FT.
LU 1183625
LU 1183601
LU 1183559
LU 1183749
LU 1183742
LU 1183673
98
30.00'
20910,
(25487')*� 14��E:
N: 1003463.16'
289 1971925.41'
Ott
INC
S££
' SH££T 3
60' TRACT 2
TAX MAP A13-51 FUTURE
EAST COAST INVESTORS. LLC DEVELOPMENT
DB. 98, PG. 345
DB. 660, PG. 599
41.899 ACRES
1.825,104 SQ. FT.
LU 1184108
TAX MAP A14-16 I
DAVID ROYSTER
& OTHERS
PB. N/A, PG. N/A
DB. 115, PG. 436 I
ZONE AE
Sp0 58 H
3gW 1270 39
IPF i
/
N /
J /
/
IRF
WA T pRs1gIL
RIvATE/W R AY l
IRF j 03
W /
NO2 30'20', M . Ada/
126 19. N /
02
°1� —1NO2 Sp2gW251772,(roTAL 0"E 1267 19, IRF �! /
/
co N88°30'24"E
63.73' ^�
C2j4 L284
L306
TAX MAP A13-50 T `
JUDITH BLACKARD V ,
ROBERT BLACKARD
PB. N/A. PG. N/A EXISTING VARIABLE WIDTH
DB. 169, PG. 171 ACCESS EASEMENT \ \ N: 1001554.73'
BOOK 1006 PAGE 449 �093 \ E: 1971299.0
PLAT BOOK 15, PAGE 399 304 F CM
2S �
C202
r F
I Z L285 C203
J 0
I rU A IP
W
NC GRID N.qD I � �
83�NSRszo,,J
I
I
I
O I
orn
a�
�O
03
� n
10
T
TAX MAP A14-16
DAVID ROYSTER y
& OTHERS TAX MAP A14-101
PB. N/A. PG. N/A TAX MAP A14-130 _ _ _ _ _ _ _ NANCY MANDL
"1 C� � MICHAEL MANDL
DB. 115. PG. 436 DAVID ROYSTER r PB. 13, PG. 821
A ROYSTER
PB. N9. PG. 34-5 \\ DB. 509, PG. 661
DB. 241, PG. 143 \ O 1 V E
TRACT 1
TAX MAP A14-147 r STE wp.�
EAST COAST INVESTORS, LLC -A l OF
PB. 15, P G. 606 — R/w - 1?0 �E R�GN
C.
'AC 6.738 ACRES, 293525 SO. FT. JEFF RD. �a 0(; K o+ pR\� 8, 8, p .G
`#1 LU 1184663 30 ACCESS ROAD PER PB. 9, PG. 34-5 CMF L287 1 " 5 pER p
L286
921.50' O L288
S10°47'10"899.91/ S23'02'
45" E cD rn
E'
CMF TAX MAP A14-127
CMF
C201 JAMES SUTTON
WATERSAIL WAy NYDA SUTTON
60' PRIVATE R/W PB. 8, PG. 45-3
30.80' DB. 678, PG. 394
C204
N10°46'41 "W g82 48'
N21-2509,.W 964.03 \
IPF C.O.S. 10' X 70' SIGHT TRIANGLE
PER PB. 15, PG. 397
1.61 AC. \
1. DB. 660, PG. 613
TAX MAP A14-88
JAMES SUTTON
PB. 1. PG. 10
DB. 923, PG. 20
LEGEND
CF
COMBINED FACTOR
AX
0
AXLE STONE
IRON PIPE FOUND
pIPF
IRF
IRON ROD FOUND
0
SET IRON ROD (#5 REBAR)
0CMF
CONCRETE MONUMENT (FOUND)
X
COMPUTED POINT
A'
POWER POLE
C.O.S.
COMMON OPEN SPACE
AC
ACRES
WUL
WATER USE LINE
PROPERTY LINE
ADJOINER (NOT SURVEYED)
CL CREEK / STREAM
— —
EASEMENT (AS DESCRIBED)
R/W
RIGHT OF WAY
— —
SETBACK LINE
— —
ZONE AE FLOOD HAZARD LINE (413' NAVD 88 CONTOUR)
NO WELLS ALLOWED
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA)
SEE SHEET 1 FOR NOTES AND LEGEND.
SEE SHEET 9 FOR LINE AND CURVE TABLES.
( IN FEET )
1 inch = 150 ft.

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A SURVEY BY MOORE,
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185°59'37"E 370.85'
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NO WELLS ALLOWED
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA)
GRAPHIC SCALE
100 0 50 100 200 400
m
Know what's below.
Call before you dig. ( IN FEET )
1 inch = 100 ft.
5.23,
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COMBINED FACTOR
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SEE SHEET 1 FOR NOTES AND LEGEND. I
SEE SHEET 9 FOR LINE AND CURVE TABLES.

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C VICINITY MAP HYCO LAKE
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DATE REVISION INITIAL
v
v MCIED,4&CREED
GRAPHIC SCALE
• 100 0 50 100 200 400 8020 Tower Point Drive
m Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
Know what's below. F-1222
Call before you dig. ( IN FEET )
1 inch = 100 ft. Internet Site: httP: //www. m ckim creed. com
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IP 85.63' p� - - ZONE AE FLOOD HAZARD LINE (413' NAVD 88 CONTOUR) ti
6, _ S39°03'18"E HYCO LAKE b
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w rn 'I� A ��� NO WELLS ALLOWED
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA) b
IPF 00
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86.42'
l 100 01
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S79°05'33"E �" r' I L143 3'pF �I
56.36' ^�/ ��/�\ IPF 1 �1 a�01
146
106.03' \�J�i �� IPF i j 1 001 ,
S34`0T47"E IPF �� d �p �� i \ qo A� � 1001 \
FUTURE 66.18' 13.02' I 5s,' Ai �`�� 0 i 7�' EE- �I 31 Jj / If
FUTURE /
DEVELOPMENT �, 24.17 I IPF 1 I �1 N�2°28'30"E
IPF �; ' , , I 47.76 8 57' �c 1 1 �1 / 72.48' 6'\
"06 � ' I �' I I I 36.95' 49 �I N32'34'56"E I �nCO k37°46'51"E
i i I 43.59' i i i i �32.36' i 84.°2• 1.s 66.2301 IPF,L*52.1. IPF<1 i3 PA. 85' i
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89 I 1 ' 7 I 60.91 I S5 °4�`3` IPF ^ , 75> ZONE AE
0.57 AC' 88 I ��� o� 1 26.78' s- -j1 6'66' i�
' 0.59 AC., 87 S 1 I I 1
86 85 84 1 !� `'o 1 IPF
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0.55 AC.1 0.50 AC. 10.58 AC.1 10.60 AC.i 83 I i I ' { ,off 1 I ' ,' 9 IP
co �, I , 0.54 AC.I 1 82 , Ip, I �N' >0 1 I 1 ?S / i
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C271 n1j35 S C164 C78 C77 �__J yr S'v �°� S? ' 4h % I n� 76> °
323 W 333 C323 C76 L487 C7S 80.00'-J-----J y 77 76 I I p � i .g9,
4j E 5 C74 80.00' 80.00' .7 %__ 0.50 AC. 0.51 AC.' , 73 4.1
S65'41'02"W 38.11' C253 C262 N76°35 2a 32 70 5 q3'W C46 C47 C48 N 1�7ERSAjL yVA (80.00' n % I I 75 I 0.50 AC.
51 Ca5 C49 1 i N85'46'36"W 332.34' TOTAL) C73 4$g' _' gi ;�' 0.57 ACj
PRELIMINARY PLAT:
NOT FOR RECORDATION,
CONVEYANCES, OR SALES
DATE:
165
ZONE AE
FINAL SUBDIVISION PLAT
OF
THE POINTE AT HYCO LAKE
FOR
EAST COAST INVESTORS, LLC
DATE: 04/14/2022 SCALE: 1" = 100'
CUNNINGHAM TOWNSHIP PERSON COUNTY NORTH CAROLINA
SEE SHEET 1 FOR NOTES AND LEGEND.
SEE SHEET 9 FOR LINE AND CURVE TABLES.
PROJECT #
7666-0001
PROJ. SVYR
WAE
DRAWN BY
PAS, JLM
FIELD BK.
N/A
COMP. FILE
THE PENINSULA AT HYC
SHEET #
5 OF 9
DWG. # : 7666-0001 SUBDIVISION

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55.39'
LEGEND
V
CF
COMBINED FACTOR
Al
AX
/ N65
0
AXLE STONE
IRON PIPE FOUND
oIPF
IRON ROD FOUND
oIRF
�
SET IRON ROD (#5 REBAR)
/
�CMF
CONCRETE MONUMENT (FOUND)
1C,`Lh1
O
COMPUTED POINT
POWER POLE
C.O.S.
COMMON OPEN SPACE
AC
ACRES
0
WUL
WATER USE LINE
PROPERTY LINE
ADJOINER (NOT SURVEYED)
ISosso
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0
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— — -�O
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RIGHT OF WAY
C'2 G
C281 �
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MATCHLINE
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NO WELLS ALLOWED
W 45 g1' 100000000
N13°20,2� S83°26
' 3g,3g'W 240.3g, C291 WATERSAIL 'WAY
� to _� �'t49"E 7ao S76 60' PRIVATE R/W C236
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA)
GRAPHIC SCALE
100 0 50 100 200 400
SEE SHEET 1 FOR NOTES AND LEGEND.
SEE SHEET 9 FOR LINE AND CURVE TABLES.
( IN FEET )
1 inch = 100 ft.

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1 inch = 100 ft.
IPF
FUTURE
DEVELOPMENT
S75°37'23"W 21.30'
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C310 ` S2
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/ N13°20 22 W
/ N73.5A' 49 E C292
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C300 C�20 Vry
N78°11124''E 255.61' N13°06'49"W 35.96'
S13°06'49"E 33.93'
R/W
LEGEND
CF
COMBINED FACTOR
AX
0
AXLE STONE
IPF
IRON PIPE FOUND
0
IRON ROD FOUND
OIRF
SET IRON ROD (#5 REBAR)
0CMF
CONCRETE MONUMENT (FOUND)
0
COMPUTED POINT
fj
POWER POLE
C.O.S.
COMMON OPEN SPACE
AC
ACRES
WUL
WATER USE LINE
PROPERTY LINE
ADJOINER (NOT SURVEYED)
CL CREEK / STREAM
EASEMENT (AS DESCRIBED)
RIGHT OF WAY
SETBACK LINE
ZONE AE FLOOD HAZARD LINE (413' NAVD 88 CONTOUR)
NO WELLS ALLOWED
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA)
SEE SHEET 1 FOR NOTES AND LEGEND.
SEE SHEET 9 FOR LINE AND CURVE TABLES.

JU.
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Call before you dig.
I `
I � \ / I
I 1000,
HYCO LAKE'- 6�$
///, i� 556,.E
IP
TAX MAP A13-171 N81°29"E N 79 41'
WILLIAM LOGSDON y/ 13°51'S� E IPF g4 g6
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v
IPF ion tiN N
r \_N30°09'29"E
77.68'
IPF
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E: 1971964.84'
IMATCHLINE SEE SHEET 3
� I N7 5�
cn ..w 195,23 � N
N I N86'01'50"W 379.52' S75°37 23 w
WATERSAIL WAY C319
w E 311 53 w
Z 60' PRIVATE R/W N75°37 23
< S86'0150"E 379.52' C217 a
I G216
TRACT 3
TAX MAP A14-165
EAST COAST INVESTORS, LLC
DB. 1006, PG. 428
FUTURE
DEVELOPMENT
' / IPFs7542'33„ \
116 98 E , IPF
/ F
N � ,
IPF
/J z Z •I
OF L, �,',
GRAPHIC SCALE
100 0 50 100 200 400
N 70°19'24"E
69.62'
IPF S7726'59"
� 86 —. E
S07'
S36°4•
LEGEND
CF
COMBINED FACTOR
AX
0
AXLE STONE
IPF
IRON PIPE FOUND
0
IRF
IRON ROD FOUND
0
SET IRON ROD (#5 REBAR)
0CMF
CONCRETE MONUMENT (FOUND)
}g(
COMPUTED POINT
fj
POWER POLE
C.O.S.
COMMON OPEN SPACE
AC
ACRES
WUL
WATER USE LINE
PROPERTY LINE
ADJOINER (NOT SURVEYED)
CL CREEK / STREAM
— —
EASEMENT (AS DESCRIBED)
R/W
RIGHT OF WAY
— —
SETBACK LINE
— —
ZONE AE FLOOD HAZARD LINE (413' NAVD 88 CONTOUR)
NO WELLS ALLOWED
(WITHIN 100' OF SPRAY SYSTEM WETTED AREA)
SEE SHEET 1 FOR NOTES AND LEGEND.
SEE SHEET 9 FOR LINE AND CURVE TABLES.
( IN FEET )
1 inch = 100 ft.

PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C1
35.76
50.00
40.97
S8° 58' 40"E
35.00
C2
38.77
50.00
44.43
S51 ° 40' 43"E
37.81
C3
38.77
50.00
44.43
N83° 53' 40"E
37.81
C4
44.45
50.00
50.94
N36° 12' 42"E
43.00
C5
22.12
25.00
50.70
N36° 05' 39"E
21.41
C6
22.12
25.00
50.70
N86° 47' 52"E
21.41
C7
55.89
50.00
64.05
N80" 07' 27"E
53.03
C8
49.01
50.00
56.16
N20° 01' 02"E
47.07
C9
74.63
50.00
85.52
N50° 49' 28"W
67.89
C10
38.93
50.00
44.61
S6° 58' 27"W
37.95
C11
36.38
50.00
41.69
S36° 10' 29"E
35.59
C12
28.36
50.00
32.49
S73° 16' 01"E
27.98
C13
39.64
50.00
45.43
N67° 46' 25"E
38.61
C14
79.64
50.00
91.26
NO° 34' 03"W
71.48
C15
22.12
25.00
50.70
N20° 50' 38"W
21.41
C16
68.68
277.50
14.18
N11° 35' 52"E
68.50
C17
39.27
25.00
90.00
N63° 41' 15"E
35.36
C18
61.84
322.50
10.98
S76° 48' 23"E
61.75
C19
75.00
322.50
13.32
S88° 57' 44"E
73.43
C20
43.97
322.50
7.81
1 N80° 28' 11 "E
1 43.93
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C101
90.99
172.50
30.22
N40° 12' 08"W
89.94
C102
19.77
172.50
6.57
N58° 35' 48"W
19.76
C103
22.12
25.00
50.70
N36° 31' 43"W
21.41
C104
15.69
50.00
17.98
N20° 09' 55"W
15.62
C105
38.78
50.00
44.44
N51° 22' 17"W
37.81
C106
38.76
50.00
44.42
S84° 12' 06"W
37.80
C107
44.94
50.00
51.49
S360 14' 42"W
43.44
C108
82.03
172.50
27.25
N29° 30' 58"W
81.26
C109
37.29
172.50
12.39
N49° 20' 00"W
37.22
C110
35.39
172.50
11.76
N61° 24' 16"W
35.33
C111
19.33
172.50
6.42
N70° 29' 32"W
19.32
C112
16.44
277.50
3.39
N72" 00' 19"W
16.44
C113
31.27
277.50
6.46
N67° 04' 47"W
31.26
C114
22.12
25.00
50.70
N38° 29' 58"W
21.41
C115
23.46
50.00
26.89
N26° 35' 25"W
23.25
C116
66.98
50.00
76.75
N78° 24' 27"W
62.08
C117
79.01
50.00
90.54
S17° 57' 00"W
71.04
C118
76.13
50.00
87.24
370' 56' 11"E
68.99
C119
22.12
25.00
50.70
S89° 12' 10"E
21.41
C120
32.64
322.50
5.80
S66° 45' 03"E
32.63
WATER USE LINE TABLE
LINE
BEARING
WUL1
S00°38'33"E
WUL2
N00°27'29"W
WUL3
S00°33'37"E
WUL4
S18'31'17"E
WUL5
SO4°29'09"E
WUL6
S13°25'12"E
WUL7
S12°25'08"E
WUL8
S32`47'15"E
WUL9
S27°24'28"E
WUL10
S74`21'05"E
LINE TABLE
LINE
LENGTH
BEARING
L36
121.33'
N30°40'13"E
L37
109.68'
N19°05'54"E
L142
47.06'
S27°19'45"E
L143
119.05'
N89°11'11"E
L144
122.25'
S39°26'13"E
L145
140.44'
N55°02'05"E
L146
68.92'
S83'00'32"E
L147
77.13'
S57°11'16"E
L148
96.34'
S79`57'44"E
L149
116.38'
S73-48'57"E
LINE TABLE
LINE
LENGTH
BEARING
L253
120.96'
S01 °38'36"E
L254
80.07'
S42°23'26"W
L255
87.44'
N89°44'57"W
L256
73.58'
S12°25'08"W
L257
93.35'
S72°10'18"W
L258
110.91'
S46°12'47"E
L259
80.50'
S35°09'12"E
L260
82.82'
S01°29'10"E
L261
159.59'
S68°58'29"W
L262
161.04'
S71 °01'06"W
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C21
36.93
270.00
7.84
N80° 28' 58"E
36.91
C22
87.39
270.00
18.54
S86° 19' 36"E
87.00
C23
6.31
530.00
0.68
S77° 23' 44"E
6.31
C24
85.81
530.00
9.28
S82° 22' 30"E
85.72
C25
9.18
25.00
21.04
S76° 29' 37"E
9.13
C26
63.81
50.00
73.13
N77° 27' 48"E
59.57
C27
39.42
50.00
45.17
N18° 18' 53"E
38.41
C28
42.51
50.00
48.71
N28° 37' 41 "W
41.24
C29
91.24
50.00
104.56
S74' 44' 10"W
79.10
C30
30.77
25.00
70.53
S57° 43' 20"W
28.87
C31
84.30
485.00
9.96
N82° 02' 03"W
84.19
C32
7.63
315.00
1.39
N77° 44' 55"W
7.63
C33
35.00
50.00
40.11
S76' 59' 22"E
34.29
C34
39.67
50.00
45.45
N60° 13' 48"E
38.63
C35
1.15
25.00
2.64
N38° 49' 13"E
1.15
C36
20.97
25.00
48.07
N64° 10' 20"E
20.36
C37
27.93
322.50
4.96
N85° 43' 32"E
27.92
C38
80.93
322.50
14.38
N76° 03' 20"E
80.72
C39
86.84
322.50
15.43
N61 ° 09' 08"E
86.58
C40
30.99
1 322.50
1 5.51
1 N50° 41' 08"E
1 30.98
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C121
22.81
322.50
4.05
S71' 40' 36"E
22.80
C122
39.18
222.50
10.09
N15° 43' 45"W
39.13
C123
22.12
25.00
50.70
N4' 34' 41"E
21.41
C124
86.35
50.00
98.95
N19° 32' 38"W
76.01
C125
35.76
50.00
40.97
N89° 30' 17"W
35.00
C126
85.26
50.00
97.71
S21° 09' 19"W
75.30
C127
38.20
50.00
43.78
S49' 35' 1FE
37.28
C128
22.12
25.00
50.70
S46° 07' 31"E
21.41
C129
80.77
177.50
26.07
S3° 03' 39"E
80.07
C130
0.15
977.53
0.01
N14° 12' 22"W
0.15
C131
80.08
977.50
4.69
N11° 51' 00"W
80.06
C132
55.43
977.50
3.25
N7' 52' 43"W
55.42
C133
53.43
1022.50
2.99
N7° 45' 05"W
53.43
C134
49.27
1022.50
2.76
N10° 37' 44"W
49.26
C135
21.88
25.00
50.15
N13' 03' 50"E
21.19
C136
58.00
50.00
66.46
N40 54' 22"E
54.80
C137
60.96
50.00
69.85
N63° 14' 59"W
57.25
C138
42.28
50.00
48.45
S570 35' 59"W
41.03
C139
84.33
50.00
96.64
S14° 56' 44"E
74.69
C140
20.01
25.00
45.86
S400 20' 09"E
19.48
WATER USE LINE TABLE
LINE
BEARING
WUL11
S25°30'41"E
WUL12
S22°15'35"E
WUL13
S42°29'59"E
WUL14
S45°31'15"E
WUL15
N11°33'54"W
WUL16
S00°47'03"W
WUL17
S00°07'32"E
WUL18
S47°38'13"W
WUL19
Sol °10'19"W
WUL20
S02°58'40"E
WATER USE LINE TABLE
LINE
BEARING
WUL21
S09°05'30"E
WUL22
S20°33'34"E
WUL23
S36°05'46"E
WUL24
S10'26'03"E
WUL25
S09°14'50"W
WUL26
SO4°35'56"E
WUL27
S12'07'29"E
WUL28
S31`38'28"E
WUL29
S29°43'47"E
WUL30
S45°10'12"E
LINE TABLE
LINE
LENGTH
BEARING
L150
121.75'
S53'04'10"E
L151
66.23'
N32°34'56"E
L152
87.69'
N81 °34'38"E
L153
78.69'
S67°45'26"E
L154
101.80'
S29°46'22"E
L155
72.48'
N42°28'30"E
L156
69.85'
N37°46'51 "E
L157
95.20'
S72°06'28"E
L158
92.57'
S47°13'11 "E
L159
64.54'
S24-19'45"E
LINE TABLE
LINE
LENGTH
BEARING
L241
111.27'
S65°45'19"W
L242
114.53'
S81 °19'01 "W
L243
137.65'
N69°14'32"W
L244
103.32'
N29°18'48"W
L245
181.89'
N21 °09'51 "W
L246
60.61'
S03°29'l9"W
L247
138.44'
S33°15'54"W
L248
71.84'
N53°44'57"W
L249
121.29'
N30°24'35"W
L252
73.12'
S23-32'37"W
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C41
83.49
172.50
27.73
N34° 04' 02"E
82.68
C42
113.61
172.50
37.74
N1 ° 19' 59"E
111.57
C43
38.45
25.00
88.13
N26° 31' 48"E
34.77
C44
29.00
745.00
2.23
N71 ° 42' 38"E
29.00
C45
82.95
745.00
6.38
N76° 00' 56"E
82.91
C46
108.96
745.00
8.38
N83° 23' 43"E
108.86
C47
117.74
745.00
9.06
S87° 53' 14"E
117.62
C48
69.74
745.00
5.36
S80° 40' 41"E
69.71
C49
25.94
1030.00
1.44
S78° 43' 03"E
25.93
C50
113.93
1030.00
6.34
S82° 36' 28"E
113.88
C51
9.47
970.00
0.56
S85° 29' 49"E
9.47
C52
92.05
970.00
5.44
S82° 29' 56"E
92.01
C53
89.69
970.00
5.30
S77° 07' 53"E
89.66
C54
32.01
1030.00
1.78
S75° 22' 22"E
32.01
C55
80.31
1030.00
4.47
S780 29' 48"E
80.29
C56
86.52
1030.00
4.81
S83° 08' 13"E
86.49
C57
80.08
1030.00
4.45
S87° 46' 14"E
80.06
C58
14.02
25.00
32.13
S74° 17' 33"E
13.84
C59
4.69
25.00
10.75
S52° 51' 12"E
4.68
C60
73.35
50.00
84.05
SW 30' 16"E
66.94
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C141
2.38
25.00
5.45
S14° 40' 49"E
2.38
C142
97.24
977.50
5.70
S9° 06' 15"E
97.20
C143
27.42
1022.50
1.54
S7° 01' 21"E
27.42
C144
107.67
1022.50
6.03
S10° 48' 27"E
107.62
C145
51.08
127.50
22.95
N7° 57' 46"W
50.74
C146
22.12
25.00
50.70
N28° 51' 58"E
21.41
C147
68.42
50.00
78.40
N15' 01' 07E
63.20
C148
47.91
50.00
54.90
N51 ° 37' 45"W
46.10
C149
36.62
50.00
41.97
S79° 56' 17"W
35.81
C150
64.37
50.00
73.77
S22° 04' 17W
60.02
C151
28.25
50.00
32.38
S31' 00' 01"E
27.88
C152
22.12
25.00
50.70
S21 ° 50' 14"E
21.41
C153
104.53
172.50
34.72
N32° 18' 53"E
102.94
C154
50.73
172.50
16.85
N60 31' 47"E
50.55
C155
50.73
172.50
16.85
N10° 19' 10"W
50.55
C156
58.06
172.50
19.28
N28° 23' 11"W
57.79
C157
6.91
172.50
2.30
N39° 10' 36"W
6.91
C158
30.77
25.00
70.53
N5° 03' 37"W
28.87
C159
88.94
50.00
101.92
N20° 45' 18"W
77.67
C160
48.74
282.50
9.89
N18° 14' 30"E
48.68
WATER USE LINE TABLE
LINE
BEARING
WUL31
S13°38'23"E
WUL32
S07°58'32"W
WUL33
S23°09'32"E
WUL34
S28°19'06"E
WUL35
S25°17'03"E
WUL38
S87°25'47"E
WUL39
N31 °30'54"E
WUL40
N20°52'25"E
WUL41
S18'55'32"E
WUL42
N14`58'11"E
LINE TABLE
LINE
LENGTH
BEARING
L160
167.89'
S68'45'36"E
L161
85.76'
S57°27'53"E
L162
76.32'
S15'39'05"E
L163
105.36'
S17°32'43"W
L164
87.28'
S37°37'04"W
L165
87.38'
S65°48'35"W
L166
91.87'
S46'11'35"W
L167
67.18'
N82°04'38"W
L168
45.43'
N52°34'18"W
L169
57.26'
S54°49'55"W
LINE TABLE
LINE
LENGTH
BEARING
L231
93.55'
S30°21'42"W
L232
48.50'
N78°24'04"W
L233
60.09'
S06°29'51 "W
L234
60.30'
S50°06'00"W
L235
104.24'
S80°25'51 "W
L236
137.07'
N86°31'27"W
L237
205.04'
N36°18'28"W
L238
75.82'
S16°11'34"W
L239
99.51'
S12°35'38"W
L240
134,05'
S48'02'52"W
WATER USE LINE TABLE
LINE
BEARING
WUL43
S14°29'52"E
WUL44
N11 °32'24"E
WUL45
S51 °41'32"E
WUL46
S23°27'39"W
WUL47
S31 °23'17"W
WUL48
S10°11'34"W
WUL49
S21°52'25"E
WUL50
S18`13'18"E
WUL51
S18°27'32"E
WUL52
S22`21'47"E
LINE TABLE
LINE
LENGTH
BEARING
L170
98.09'
S58°34'35"W
L172
55.84'
N53°06'40"W
L173
82.08'
S78°15'04"W
L174
130.33'
S76°31'04"W
L175
147.20'
N25°36'03"W
L176
54.99'
N62°55'14"W
L177
140.45'
S43°27'42"W
L178
70.51'
S71°08'34"W
L179
113.34'
S79°07'27"W
L180
99.17'
N64'20'36"W
LINE TABLE
LINE
LENGTH
BEARING
L221
187.20'
S61°35'24"W
L222
87.06'
S75°02'42"W
L223
97.07'
N62°33'06"W
L224
95.92'
N89°24'33"W
L225
67.73'
N82°28'18"W
L226
100.17'
S53°30'28"E
L227
60.27'
S25°48'51 "E
L228
118.84'
S36°45'52"W
L229
66.31'
S28°18'14"W
rL230
42.25'
S02°14'01 "W
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C61
25.43
50.00
29.14
N33° 54' 14"E
25.15
C62
23.85
50.00
27.33
N5° 40' 24"E
23.62
C63
23.78
50.00
27.25
N21 ° 36' 58"W
23.56
C64
30.04
50.00
34.42
N52° 27' 15"W
29.59
C65
52.61
50.00
63.48
S78° 35' 36"W
52.61
C66
18.67
25.00
42.79
S68° 14' 48"W
18.24
C67
47.03
970.00
2.78
N88° 58' 13"W
47.03
C68
82.26
970.00
4.86
N85° 09' 06"W
82.24
C69
80.44
970.00
4.75
N80° 20' 46"W
80.42
C70
59.05
970.00
3.49
N76° 13' 35"W
59.04
C71
45.30
1030.00
2.52
N750 44' 32"W
45.29
C72
80.45
1030.00
4.48
N79° 14' 24"W
80.43
C73
77.29
1030.00
4.30
N830 37' 38"W
77.27
C74
73.51
970.00
4.34
N83° 36' 21 "W
73.49
C75
58.22
970.00
3.44
N790 42' 56"W
58.21
C76
0.73
805.00
0.05
N78° 01' 20"W
0.73
C77
80.31
805.00
5.72
N80° 54' 23"W
80.28
C78
80.04
805.00
5.70
N86° 36' 47"W
80.01
C79
22.12
25.00
50.70
N29° 40' 07"E
21.41
C80
49.88
1 50.00
1 57.16
N26° 26' 26"E
47.84
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C161
57.68
317.50
10.41
N170 58' 47"E
57.60
C162
86.74
100.00
49.70
S41 ° 08' 45"W
84.04
C163
51.78
65.00
45.64
S43° 10' 18"W
50.42
C164
44.67
805.00
3.18
N88° 56' 55"E
44.67
C165
42.31
25.00
96.97
N44° 09' 44"W
37.44
C166
6.50
1030.00
0.36
N89° 49' 17E
6.50
C167
14.49
177.50
4.68
S18° 26' 05"E
14.49
C168
111.25
277.50
22.97
N2° 53' 33"W
110.50
C169
58.11
127.50
26.11
N21 ° 38' 53"E
57.60
C170
33.32
127.50
14.97
N42° 11' 22"E
33.22
WATER USE LINE TABLE
LINE
BEARING
WUL53
S08°41'59"E
WUL54
S01°07'38"E
WUL55
S12°46'08"E
WUL56
N11°20'50"W
WUL57
S20°28'53"E
WUL58
S05'54'15"W
WUL59
S16°58'56"W
WUL60
SO4°54'54"W
WUL61
S16°06'58"E
WUL62
N32°01'26"W
LINE TABLE
LINE
LENGTH
BEARING
L181
59.28'
N27°36'57"W
L182
62.15'
N58°46'10"W
L183
55.40'
S38°55'27"W
L184
107.02'
S31 °18'19"W
L185
95.18'
S61 °23'47"W
L186
86.66
S81 °56'42"W
L187
69.43'
N68°32'16"W
L188
42.85'
S33°47'43"W
L189
63.23'
SO4°03'50"E
L190
99.14'
S25°06'05"W
LINE TABLE
LINE
LENGTH
BEARING
L263
100.47'
N55`38'45"W
L264
108.56'
S41 °54'40"W
L265
114.50'
N45`07'37"W
L266
122.64'
N25'27'45"W
L267
115.97'
N35`02'37"W
L268
85.72'
S12°28'56"W
L269
130.63'
S07°35'24"E
L270
80.82'
S13°42'59"E
L271
89.19'
S21 °40'09"W
L272
31.33'
S75°42'41 "W
WATER USE LINE TABLE
LINE
BEARING
WUL63
S10°17'34"W
WUL64
S64°27'38"W
WUL65
S06°36'34"W
WUL66
S19°04'57"E
WUL67
S03°33'40"E
WUL68
SO4'57'57"E
WUL69
S02'00'43"E
WUL70
S22°08'15"E
WUL71
S70'39'50"E
WUL72
N89°19'12"E
LINE TABLE
LINE
LENGTH
BEARING
L191
66.91'
S73°17'52"W
L192
78.22'
S38°06'22"W
L193
50.65'
S09°13'42"E
L194
98.21'
S57°52'20"W
L195
170.43'
N86°53'17"W
L196
165.92'
N66°20'56"W
L197
104.28'
N39°07'28"W
L198
104.41'
N32°02'12"W
1-199
64.76'
S26°57'45"W
L200
101.87'
S06°13'12"W
LINE TABLE
LINE
LENGTH
BEARING
L273
95.38'
S76`14'23"W
L274
140.74'
S87°34'05"W
L275
31.97'
N30°34'15"W
L276
195.63'
N88°12'30"W
L277
49.98'
N01 °49'44"E
L278
50.00'
S01 °51'49"W
L279
105.21'
N88°07'17"W
PARCEL CURVE TABLE
CURVE #
LENGTH
RADIUS
DELTA
CH. DIRECTION
CH. LENGTH
C81
51.27
50.00
58.75
N31 ° 30' 59"W
49.06
C82
35.87
50.00
41.11
N81 ° 26' 47"W
35.11
C83
34.71
50.00
39.78
S58° 06' 46"W
34.02
C84
73.84
50.00
84.61
S4° 04' 51"E
67.31
C85
22.12
25.00
50.70
S21' 02' 06"E
21.41
C86
98.96
277.50
20.43
N26° 56' 36"W
98.43
C87
98.52
277.50
20.34
N6° 33' 25"W
98.00
C88
19.36
322.50
3.44
N 1 ° 53' 37"E
19.36
C89
22.54
322.50
4.00
N 1 ° 49' 43"W
22.54
C90
29.47
172.50
9.79
N8° 43' 28"W
29.43
C91
81.35
172.50
27.02
N27° 07' 44"W
80.60
C92
22.12
25.00
50.70
N15' 17' 17W
21.41
C93
33.15
50.00
37.99
N8° 55' 45"W
32.55
C94
81.16
50.00
93.00
N74' 25' 19"W
72.54
C95
52.93
50.00
60.65
S28° 45' 13"W
50.49
C96
78.17
50.00
89.58
S46° 21' 35"E
70.45
C97
20.49
25.00
46.95
S67° 40' 19"E
19.92
C98
89.82
127.50
40.36
S24° 00' 48"E
87.98
C99
89.82
127.50
40.36
S24° 00' 48"E
87.98
C100
36.06
277.50
7.44
SO° 06' 31"E
36.03
WATER USE LINE TABLE
LINE
BEARING
WUL73
N27°51'14"E
WUL74
N47°13'13"E
WUL75
N29°02'09"E
WUL76
N24'26'55"W
WUL77
N06°15'57"E
WUL78
N21'06'27"E
WUL79
N08°00'15"E
WUL80
N07°42'18"E
WUL81
N06°51'25"E
WUL82
N04°19'00"E
LINE TABLE
LINE
LENGTH
BEARING
L201
77.25'
S18°06'11 "W
L202
87.01'
S63°43'59"W
L203
70.84'
N75°56'58"W
L204
42.37'
S36°40'51 "W
L205
63.04'
S87°31'45"W
L206
87.73'
S61°31'24"W
L207
60.58'
S88'51'04"E
L208
54.05'
S62°40'27"E
L209
65.67'
S88`07'01 "E
L210
111.30'
S74°27'46"E
LINE TABLE
LINE
LENGTH
BEARING
L280
186.87'
N84'00'41 "E
L281
211.62'
S86°55'45"W
L282
135.29'
S20°34'45"W
L283
145.99'
S75°43'26"W
L284
258.37'
S88°30'24"W
L304
135.44'
N88°30'24"E
L306
59.21'
S88°30'24"W
WATER USE LINE TABLE
LINE
BEARING
WUL84
N04°01'34"E
WUL86
N18°04'27"W
WUL87
N37°08'12"E
WUL88
N16°11'23"E
WUL89
NO3°37'53"E
WUL90
N55°01'40"E
WUL91
S12'31'23"E
WUL92
S67'51'08"E
LINE TABLE
LINE
LENGTH
BEARING
L211
96.39'
S64°48'49"E
L212
89.12'
S43°06'45"E
L213
36.39'
S86°09'20"E
L214
124.27'
S62°00'30"E
L215
54.31'
S78°32'30"E
L216
55.45'
S32°35'44"E
L217
75.03'
S48'28'12"W
L218
124.96'
S67°18'13"W
L219
93.24'
S62°25'00"W
L220
52.34'
S49-12'57"W
LINE TABLE
LINE
LENGTH
BEARING
L289
41.64'
N88°06'15"W
L290
334.65'
N43°15'20"W
L291
165.41'
N60°32'59"W
L292
325.27'
N69°05'44"W
L293
50.94'
N84°24'02"W
L294
59.01'
S84°24'32"E
L295
331.54'
S69°08'44"E
L296
172.22'
S60°32'59"E
L297
326.84'
S43°15'21 "E
L298
29.26'
S88°06'15"E
LINE TABLE
LINE
LENGTH
BEARING
L285
153.61'
N66°40'58"E
L286
31.65'
S23°17'02"E
L287
44.23'
S59°07'05"W
L288
135.90'
S58°57'06"W
L299
21.71'
S67°09'20"W
L300
53.27'
N58°41'15"E
L301
24.87'
N58°41'15"E
L302
41.11'
S58°41'15"W
1-303
69.92'
1 S66'40'58"W
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C201
470.00'
77.64'
77.55'
S16°45'30"E
009'27'53"
C202
470.00'
32.71'
32.70'
S10°01'57"E
003*59'13"
C203
530.00'
20.72'
20.71'
S10°54'22"E
002°14'22"
C204
530.00'
87.55'
87.45'
S16°45'30"E
009'27'53"
C205
530.00'
180.43'
179.56'
N07°14'50"E
019`30'21"
C206
270.00'
454.80'
402.91'
S45°45'01 "W
096'30'43"
C207
50.00'
46.83'
45.13'
N59°09'51 "W
053`39'32"
C208
85.00'
159.21'
136.94'
S85°59'37"E
107*19'03"
C209
50.00'
46.83'
45.13'
S67°10'37"W
053`39'32"
C210
50.00'
46.83'
45.13'
S59'09'51"E
053'39'32"
C211
85.00'
159.21'
136.94'
N85°59'37"W
107`19'03"
C212
50.00'
46.83'
45.13'
N67°10'37"E
053'39'32"
C213
330.00'
555.87'
492.44'
S45°45'01 "W
096`30'43"
C214
470.00'
180.23'
179.12'
N08°28'47"E
021'58'15"
C215
330.00'
476.81'
436.40'
N52°36'48"E
082°47'09"
C216
270.00'
389.94'
356.93'
S52'35'42"W
082'44'56"
C217
330.00'
105.67'
105.22'
N84°47'46"E
018*20'47"
C218
270.00'
166.73'
164.09'
N86-41'12"W
035°22'51"
C219
330.00'
188.99'
186.42'
S85°24'11"E
032°48'49"
C220
25.00'
38.70'
34.95'
N57°27'42"W
088°41'47"
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C261
127.50'
43.67'
43.45'
N27°20'50"W
019°37'24"
C262
25.00'
44.15'
38.63'
N33'03'14"E
101 *10'45"
C263
270.00'
105.87'
105.19'
S85°07'23"E
022°28'00"
C264
330.00'
38.78'
38.75'
N77°15'22"W
006°43'57"
C265
25.00'
33.60'
31.13'
S42°07'15"E
077*00'11"
C266
172.50'
64.65'
64.27'
N14°21'19"W
021 °28'19"
C267
50.00'
107.41'
87.92'
S51 °02'35"E
123°04'55"
C268
25.00'
22.12'
21.41'
N87°13'56"W
050*42'13"
C269
127.50'
129.65'
124.13'
N32°45'00"W
058*15'40"
C270
25.00'
38.20'
34.59'
N40°09'25"E
087°33'09"
C271
330.00'
175.44'
173.38'
S68*42'11 "W
030°27'37"
C272
270.00'
57.54'
57.43'
N59°34'42"E
012*12'39"
C273
25.00'
39.27'
35.36'
S69°18'58"E
090*00,00"
C274
127.50'
90.38'
88.50'
SO4°00'33"E
040°36'49"
C275
172.50'
96.91'
95.64'
N00'12'09"E
032*11'24"
C276
127.50'
200.28'
180.31'
N28°42'09"W
090*00,00"
C277
172.50'
122.28'
119.73'
SO4°00'33"E
040°36'49"
C278
25.00'
39.27'
35.36'
N20°41'02"E
090°00'00"
C279
330.00'
152.04'
150.69'
S52°29'08"W
026°23'49"
C280
270.00'
131.09'
129.81'
N53'11'46"E
027°49'05"
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C321
270.00'
390.12'
357.06'
N52°36'48"E
082°47'09"
C322
25.00'
33.32'
30.91'
N42°30'03"E
076°22'06"
C323
806.65'
141.82'
141.64'
S75°38'54"W
010*04'25"
C324
25.00'
40.09'
35.93'
S63°28'12"E
091 °52'09"
C325
172.50'
59.08'
58.79'
N27'20'50"W
019*37'24"
LINE TABLE
LINE
LENGTH
BEARING
L401
31.91'
S28°33'14"E
L402
48.22'
S15°04'17"E
L403
22.45'
S28°33'14"E
L421
62.01'
SO4°30'29"W
L422
17.88'
S18°41'15"W
L423
16.90'
N71 °18'45"W
L424
17.94'
S38°26'08"E
L425
115,55'
N77°03'17"W
L426
59.29'
N87°00'48"W
L427
15.50'
N87'00'48"W
LINE TABLE
LINE
LENGTH
BEARING
L428
115.55'
N77°03'17"W
L429
12.27'
N76°33'50"E
L442
13.14'
S20°52'52"W
L443
66.57'
S26'12'59"W
L444
85.31'
S24'32'00"W
L445
38.68'
S47`55'58"W
L446
25.90'
N17'32'08"W
L447
76.14'
S70`35'43"W
L463
55.86'
S74°28'57"E
L475
65.04'
S89`38'27"W
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C221
322.50'
182.41'
179.99'
S29°19'01 "E
032°24'26"
C222
127.50'
83.32'
81.85'
N26°49'44"W
037°26'33"
C223
322.50'
115.09'
114.48'
S18°19'51 "E
020°26'47"
C224
25.00'
39.27'
35.36'
N16°26'46"E
090*00,00"
C225
25.00'
22.12'
21.41'
N86°47'52"E
050*42'13"
C226
50.00'
87.82'
76.96'
S61'49'46"W
100*38'24"
C227
50.00'
66.04'
61.34'
S48°34'45"W
075°40'24"
C228
25.00'
22.12'
21.41'
N36°05'39"E
050*42'13"
C229
25.00'
39.27'
35.36'
S73°33'14"E
090°00'00"
C230
277.50'
99.03'
98.50'
S18°19'51 "E
020°26'47"
C231
172.50'
112.73'
110.73'
N26°49'44"W
037°26'33"
C232
277.50'
157.10'
155.01'
S29°19'55"E
032*26'12"
C233
25.00'
35.14'
32.32'
S27°09'04"W
080°31'46"
C234
270.00'
43.56'
43.52'
S72°02'18"W
009*14'41"
C235
270.00'
31.92'
31.90'
S80°02'49"W
006°46'22"
C236
80.00'
69.41'
67.25'
N71°42'39"W
049°42'41"
C237
90.12'
53.27'
52.50'
S63°47'21 "E
033°52'05"
C238
80.00'
67.87'
65.85'
N56°25'11"W
048°36'25"
C239
177.50'
117.35'
115.23'
N13°16'35"W
037°52'52"
C240
277.50'
62.38'
62.25'
N12°14'50"E
012*52'49"
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C281
80.00'
87.32'
83.05'
S81°37'35"E
062*32'13"
C282
90.02'
20.81'
20.77'
N56'58'55"W
013*14'53"
C283
80.00'
79.64'
76.39'
S35°05'11 "E
057°02'22"
C284
177.50'
105.20'
103.67'
S10'24'46"W
033°57'31"
C285
222.50'
147.87'
145.16'
N08'21'13"E
038°04'37"
C286
177.50'
53.96'
53.75'
N18°41'00"E
017`25'03"
C287
222.50'
131.87'
129.95'
S10'24'46"W
033°57'31"
C288
80.00'
67.82'
65.81'
N17°43'08"E
048*34'15"
C289
90.02'
12.97'
12.96'
S37°52'31"W
008*15'28"
C290
80.00'
69.38'
67.22'
N58°35'24"E
049*41'13"
C291
330.00'
39.01'
38.99'
S80°02'49"W
006°46'22"
C292
25.00'
39.27'
35.36'
S58`20'22"E
090°00'00"
C293
277.50'
207.47'
202.67'
S08°04'45"W
042*50'14"
C294
322.50'
246.00'
240.08'
N07°38'45"E
043*42'14"
C295
1022.50'
6.82'
6.82'
S14'00'54"E
000°22'55"
C296
277.50'
211.67'
206.58'
N07°38'45"E
043*42'14"
C297
322.50'
241.12'
235.54'
S08°04'45"W
042*50'14"
C298
25.00'
35.24'
32.39'
N27°02'18"E
080*45'19"
C299
270.00'
50.77'
50.70'
N72'48'11 "E
010*46'27"
C300
270.00'
154.63'
152.53'
S85°24'11 "E
032°48'49"
LINE TABLE
LINE
LENGTH
BEARING
L476
55.86'
N74°28'57"W
L487
21.58'
N77°59'47"W
L488
110.46'
N61 °52'50"W
L489
44.40'
N73°42'09"W
L490
12.21'
S73°42'09"E
L491
113.61'
N06`15'16"W
FL492
113.61'
1 S06-15'16"E
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C241
322.50'
79.81'
79.61'
S11 °35'52"W
014*10'46"
C242
25.00'
22.12'
21.41'
N29°51'35"E
050*42'13"
C243
50.00'
22.63'
22.44'
S42°14'40"W
025°56'03"
C244
315.00'
137.41'
136.32'
S89'03'38"W
024°59'37"
C245
277.50'
155.58'
153.55'
S87°22'28"E
032°07'25"
C246
25.00'
39.27'
35.36'
S26°18'45"E
090*00,00"
C247
322.50'
72.50'
72.35'
N12°14'50"E
012*52'49"
C248
222.50'
147.14'
144.47'
N13°16'21 "W
037°53'22"
C249
80.00'
145.20'
126.08'
S19°54'36"W
103°59'38"
C250
330.00'
187.88'
185.35'
N55°35'49"E
032*37'12"
C251
270.00'
124.39'
123.30'
S52`29'08"W
026°23'49"
C252
330.00'
70.33'
70.20'
N59°34'42"E
012*12'39"
C253
270.00'
248.05'
239.42'
S79`47'30"W
052*38'14"
C254
330.00'
149.50'
148.22'
S86°52'05"E
025°57'23"
C255
25.00'
35.91'
32.91'
N58°41'27"W
082*18'38"
C256
127.50'
145.69'
137.89'
N15°11'55"E
065°28'06"
C257
277.50'
195.06'
191.07'
N68°04'10"E
040*16'24"
C258
25.00'
22.12'
21.41'
S66°26'31 "E
050*42'13"
C259
50.00'
170.91'
99.05'
S40°59'13"W
195°50'44"
C260
322.50'
229.50'
224.68'
S16°46'21 "E
040°46'22"
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
CHORD BEARING
DELTA
C301
25.00'
39.27'
35.36'
S23°59'46"E
090°00'00"
C302
127.50'
55.68'
55.24'
S33'30'54"W
025°01'20"
C303
172.50'
87.57'
86.63'
N31°28'58"E
029*05'11"
C304
172.50'
109.53'
107.70'
N01°15'00"W
036°22'47"
C305
172.80'
71.25'
70.74'
S07°37'05"E
023°37'25"
C306
127.50'
80.96'
79.60'
N01°15'00"W
036°22'47"
C307
127.50'
64.73'
64.03'
N31°28'58"E
029*05'11"
C308
172.50'
75.33'
74.74'
S33`30'54"W
025°01'20"
C309
25.00'
39.27'
35.36'
N66°00'14"E
090*00,00"
C310
330.00'
203.78'
200.56'
N86°41'12"W
035°22'51"
C311
25.00'
39.27'
35.36'
S59°22'37"E
090*00,00"
C312
50.00'
148.05'
99.59'
S23`27'39"W
169°39'00"
C313
25.00'
9.18'
9.13'
N50°50'40"W
021 °02'22"
C314
127.50'
200.28'
180.31'
N04°40'31 "E
090°00'00"
C315
172.50'
45.07'
44.95'
S42°11'22"W
014*58'17"
C316
172.50'
78.61'
77.94'
S21 °38'53"W
026°06'42"
C317
322.50'
129.29'
128.42'
S02°53'33"E
022°58'09"
C318
25.00'
39.27'
35.36'
N30°37'23"E
090°00'00"
C319
270.00'
86.46'
86.09'
N84°47'46"E
018*20'47"
C320
330.00'
476.60'
436.24'
S52°35'42"W
082°44'56"
DUKE ENERGY LAND ACCOUNTING INFORMATION
SITE: 104540
PROJECT (MAP): 104540-004876
SEE SHEET 1 FOR NOTES AND LEGEND.
IG.
Know what's below.
Call before you dig.