WQ0045709_Application_20240813

Initial Review
Reviewer nathaniel.thornburg
Is this submittal an application? (Excluding additional information.) *
Yes No
Permit Number (IR) * WO0045709
Applicant/Permittee Robert E. House, Jr
Applicant/Permittee Address 1623 Tempting Church Rd, Sanford, NC 27330
Is the owner in BIMS? Yes No Is the facility in BIMS?
Owner Type
Facility Name
County
Fee Category Minor
Is this a complete application?*
Yes No
Signature Authority
Signature Authority Title
Signature Authority Email
Document Type (if non -application)
Email Notifications
Individual
Oaks at Wakefield WWTF
Lee
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer
Fee Amount
Complete App Date
08/13/2024
Yes No
$1,160
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* Kevin D. Davidson
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*
[phone]
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*
Robert E. House, Jr.
Applicant/Permittee Address*
1623 Tempting Church Rd, Sanford, NC 27330
Facility Name*
Oaks at Wakefield WWTF
Please provide comments/notes on your current submittal below.
Please consider this information for an application for a Minor Non -Discharge Permit for a wastewater irrigation system that will serve a multi -use
event center. The event center will include a church, a wedding venue with a commercial kitchen, 11 cabins, a campsite bathhouse, a main
bathhouse, and an RV site with 14 full hookups. The wastewater irrigation system will be a surface spray system with pre-treatment. In the event of a
power outage, the facility will not be occupied, and wastewater flow to the system will cease. The facility is located in Lee County at 385 Wakefield
Rd in Sanford, NC 27330. The surface irrigation system is designed for an equalized daily wastewater flow of 5,600 gpd. The intent of the overall
system is to accommodate waste from the Oaks at Wakefield event center.
A $1,160 check made payable to NCDEQ was sent via certified mail to "NCDEQ - Division of Water Resources, Attn: Non -Discharge Billing, 1617
Mail Service Center, Raleigh NC 27699-1617" on August 2, 2024.
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.)
Oaks at Wakefield - Surface Spray Package (Reduced).pdf 27.96MB
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
[�cr v 0. O,?'l-*KJAV
Submission Date 8/2/2024

AVVr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N Salem Street, Suite 203, Apex, NC 27502
agriwaste.com 1 919.859.0669 August 1, 2024
Nathaniel D. Thornburg o►u4u�rari►ir
Environmental Program Supervisor III `\\�`���H CA R 04
Division of Water Quality ��04�ts81o�
NC Department of Environmental Quality . F,,�•, r�
512 N. Salisbury Street SEAL
Raleigh, NC 27699 024582 =
Subject: Oaks at Wakefield G''••�NGIt�F�;•'' ���`�
385 Wakefield Rd ''/
Sanford, NC 27330 E
Lee County PIN 9623-08-8043-00 z z" z `-k
Dear Mr. Thornburg;
Please consider this information for an application for a Wastewater Irrigation System to
serve a multi -use event center that will include a church, a wedding venue with a
commercial kitchen, 11 cabins, a campsite bathhouse, a main bathhouse, and an RV site
with 14 full hookups. The wastewater irrigation system will be a surface spray system
with pretreatment. In the event of a power outage, the facility will not be occupied, and
wastewater flow to the system will cease. The facility is located in Lee County at 385
Wakefield Rd in Sanford, NC 27330. The surface irrigation system is designed for an
equalized daily wastewater flow of 5,600 gpd. The intent of the overall system is to
accommodate waste from the Oaks at Wakefield event center. The following information
regarding said surface irrigation system is included for your review.
Section A: Cover Letter
Included as this letter.
Section B: Application Fee
New Application Fee ($810) is included.
Section C: Wastewater Irrigation Systems Application
Form included (Appendix C).
Multiple pumps are implemented in the recirculation and dosing tanks and
are reflected in Section V.4. of the application. In the instances where
STEP tanks are implemented, single pumps are being considered because
the STEP tanks will have adequate storage to serve their respective
facilities.

Section D: Property Ownership Documentation
Property Ownership Documentation and Setback Waiver Agreements are
included (Appendix D).
Section E: Soil Evaluation
The appropriate soils evaluation was conducted by Jeff Vaughan, L.S.S. of
Agri -Waste Technology, Inc. The Soils Report is included as Appendix E.
Section F: Agronomist Evaluation
The appropriate agronomic evaluation was completed by Jeff Vaughan,
L.S.S. of Agri -Waste Technology, Inc. The Agronomist Report is included
as Appendix F.
Section G: Hydrogeologic Report
N/A System does not treat industrial waste or exceed 25,000 GPD.
Section H: Water Balance
Water Balance is included as Appendix H.
Section L• Engineering Plans
Included (Appendix I).
Section J: Specifications
Included (Appendix J).
Section K: Engineering Calculations
Included (Appendix K).
Section L: Site Map
Included (Appendix L).
Section M: Power Reliability Plan
Statement seeking approval from Director is included (Appendix M).
Section N: Operation and Maintenance Plan
Preliminary Plan included (Appendix N).
Section O: Residuals Management Plan
Plan included (Appendix O).
Section P: Oils and Grease Disposal Plan
Plan included (Appendix P).
Section Q: Additional Documentation:
Certificate of Public Convenience and Necessity
N/A System does not involve a privately -owned public utility.

Existing Permit
N/A New application
Final Environmental Document
N/A System does not use public monies or lands.
Floodway Regulation Compliance
The site is not located in the 100-year floodplain (per map)
Information included (Appendix P.4).
Operational Agreements
N/A Applicant is single -party owner of property/system
Threatened or Endangered Aquatic Species Documentation
None with federal status identified in Project Area
Information included (Appendix P.6)
Wastewater Chemical Analysis
N/A System does not treat industrial waste.
Thank you for your review of this information. If you have any questions or comments
on this information, please feel free to contact me at kdavidsonaaariwaste.com or via
telephone at 919-859-0669.
Regards,
Kevin D. Davidson, P.E.
V.P. of Engineering

Appendix List
Appendix C
Wastewater Irrigation System Application
Appendix D
Property Ownership Documentation
Appendix E
Soil Evaluation
Appendix F
Agronomist Evaluation
Appendix H
Water Balance
Appendix I
Engineering Plans
Appendix J
Specifications
Appendix K
Engineering Calculations
Appendix L
Site Map
Appendix M
Power Reliability Plan
Appendix N
Operation and Maintenance Plan
Appendix O
Residuals Management Plan
Appendix P
Oils and Grease Disposal Plan
Appendix Q.4
Floodway Regulation Compliance
Appendix Q.6
Threatened or Endangered Aquatic Species Documentation

Appendix C
Wastewater Irrigation Systems Application

State of North Carolina
DWR
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0500 — WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION
Plans, specifications and supporting documents shall be prepared in accordance with 15A NCAC 02H .0400 (if necessary), 15A
NCAC 02L .0100, 15A NCAC 02T .0100, 15A NCAC 02T .0700, Division Policies and good engineering practices. Failure to
submit all required items will necessitate additional processing and review time.
For more information, visit the Water Quality Permitting Section's Non -Discharge Permittiine Unit website
General — When submitting an 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 and reduce the amount of requested additional information.
Unless otherwise noted, the Applicant shall submit one original and two copies of the application and supporting documentation.
A. Cover Letter (All Application Packages):
E List all items 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 applications may be found at: Standard Review
Proiect Fees.
C. Wastewater Irrigation Systems (FORM: WWIS 06-16) Application (All Application Packages):
® Submit the completed and appropriately executed Wastewater Irrigation Systems (FORM: WWIS 06-16) application. Any
unauthorized content changes to this form 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 I.2. is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of Deeds in
the county of business.
E The facility name in Item IL 1. shall be consistent with the facility name on the plans, specifications, agreements, etc.
E The Professional Engineer's Certification on Page 12 of the application shall be signed, sealed and dated by a North Carolina
licensed Professional Engineer.
E The Applicant's Certification on Page 12 of the 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 Svstem Renewal (FORM: NDSR) application.
D. Property Ownership Documentation (All Application Packages):
➢ Per 15A NCAC 02T .0504(f), the Applicant shall demonstrate they are the owner of all property containing the wastewater
treatment, storage and irrigation facilities:
E Legal documentation of ownership (i.e., GIS, 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.
E Provide all agreements, easements, setback waivers, etc. that have a direct impact on the wastewater treatment, conveyance,
storage and irrigation facilities.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 1 of 6

E. Soil Evaluation (All Application Packages that include new irrigation sites):
® Per 15A NCAC 02T .0504(b) and the Soil Scientist Evaluation Policv. 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.
® Field delineated detailed soils map meeting all of the requirements of the Soil Scientist Evaluation Policv.
® Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Policv.
® 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
➢ 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/yr) for each soil/map unit within the proposed irrigation areas.
® Seasonal irrigation restrictions, if appropriate.
® Identification of areas not suitable for wastewater irrigation.
® Recommended geometric mean KsAT rate to be used in the water balance for each soil/map unit based upon in -situ
measurement of the saturated hydraulic conductivity from the most restrictive horizon.
® Recommended drainage coefficient to be used in the water balance based upon comprehensive site evaluation, review
of collected onsite data, minor amounts of contrasting soils and the nature of the wastewater to be applied.
® 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.
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.
F. Agronomist Evaluation (All Application Packages that include new irrigation sites or new crops for existing irrigation sites):
® Per 15A NCAC 02T .0504(i). submit an agronomist evaluation that has been signed, sealed and dated by a qualified professional
and includes at a minimum:
® Proposed nutrient uptake values for each cover crop based upon each field's dominant soil series and percent slope.
® Plant available nitrogen calculations for each cover crop using the designed effluent concentrations in Application Item
V.1. and proposed mineralization and volatilization rates.
® Historical site consideration, soil binding and plant uptake of phosphorus.
® Seasonal irrigation restrictions, if appropriate.
® A clear and reproducible map showing all areas investigated and their relation to proposed fields and crops.
® Maintenance and management plan for all specified crops.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 2 of 6

G. Hydrogeologic Report (All Application Packages treating industrial waste or having a design flow over 25,000 GPD):
❑ Per 15A NCAC 02T .0504(e). the Hvdro2eolo2ic Investigation and RenortinR Policv, the Groundwater Modeling Policv and
the Performance and Analvsis of Aauifer Slue Tests and Pumninz Tests Policv, submit a detailed hydrogeologic description
that has been signed, sealed and dated by a qualified professional and includes at a minimum:
❑ A hydrogeologic description to a depth of 20 feet below land surface or bedrock, whichever is less. A greater depth of
investigation is required if the respective depth is used in predictive calculations.
❑ Representative borings within the irrigation areas and all proposed earthen impoundments.
❑ A description of the regional and local geology and hydrogeology.
❑ A description, based on field observations of the site, of the site topographic setting, streams, springs and other groundwater
discharge features, drainage features, existing and abandoned wells, rock outcrops, and other features that may affect the
movement of the contaminant plume and treated wastewater.
❑ Changes in lithology underlying the site.
❑ Depth to bedrock and occurrence of any rock outcrops.
❑ The hydraulic conductivity and transmissivity of the affected aquifer(s).
❑ Depth to the seasonal high water table (SHWT).
❑ A discussion of the relationship between the affected aquifers of the site to local and regional geologic and hydrogeologic
features.
❑ A discussion of the groundwater flow regime of the site prior to operation of the proposed facility and post operation of
the proposed facility focusing on the relationship of the system to groundwater receptors, groundwater discharge features,
and groundwater flow media.
❑ If the SHWT is within six feet of the surface, a mounding analysis to predict the level of the SHWT after wastewater
application.
H. Water Balance (All Application Packages that include new or modified irrigation sites, changes in flow or changes in storage):
® Per 15A NCAC 02T .0504(k) and the Water Balance Calculation Policv. submit a water balance that has been signed, sealed
and dated by a qualified professional and includes at a minimum:
® At least a two-year iteration of data computation that considers precipitation into and evaporation from all open atmosphere
storage impoundments, and uses a variable number of days per month.
® Precipitation based on the 80' percentile and a minimum of 30 years of observed data.
® Potential Evapotranspiration (PET) using the Thomthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
® Soil drainage based on the geometric mean of the in -situ KSAT tests in the most restrictive horizon and a drainage coefficient
ranging from 4 to 10% (unless otherwise technically documented).
➢ Other factors that may restrict the hydraulic loading rate when determining a water balance include:
❑ Depth to the SHWT and groundwater lateral movement that may result in groundwater mounding.
❑ Nutrient limitations and seasonal application times to ensure wastewater irrigation does not exceed agronomic rates.
❑ Crop management activities resulting in cessation of irrigation for crop removal.
NOTE — Wastewater Irrigation Systems serving residential facilities shall have a minimum of 14 days of wet weather storage.
L Engineering Plans (All Application Packages):
® Per 15A NCAC 02T .0504(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 Engineer, and shall include at a minimum:
® Table of contents with each sheet numbered.
® A general location map with at least two geographic references and a vicinity map.
® A process and instrumentation diagram showing all flow, recycle/return, aeration, chemical, electrical and wasting paths.
® Plan and profile views of all treatment and storage units, including their piping, valves, and equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), as well as their dimensions and elevations.
® Details of all piping, valves, pumps, blowers, mixers, diffusers, recording devices, fencing, auxiliary power, 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.
® For automated irrigation systems, provide the location and details of the precipitation/soil moisture sensor.
® 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: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 3 of 6

Specifications (All Application Packages):
® Per 15A NCAC 02T .0504(c)(2), submit specifications that have been signed, sealed and dated by a North Carolina licensed
Professional Engineer, and shall include at a minimum:
® Table of contents with each section/page numbered.
® Detailed specifications for each treatment/storage/irrigation unit, as well as all piping, valves, equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), nozzles/emitters, precipitation/soil moisture sensor (if applicable),
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, transfer switches, automatically activated standby power source, 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.
K. Engineering Calculations (All Application Packages):
® Per 15A NCAC 02T .0504(c)(3), submit engineering calculations that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer, and shall include at a minimum:
® Hydraulic and pollutant loading calculations for each treatment unit demonstrating how the designed effluent
concentrations in Application Item V.I. were determined.
® Sizing criteria for each treatment unit and associated equipment (i.e., blowers, mixers, flow meters, 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, blowers, mixers, diffusers, flow meters, irrigation system, etc.
® Flotation calculations for all treatment and storage units constructed partially or entirely below grade.
® A demonstration that the designed maximum precipitation and annual loading rates do not exceed the recommended rates.
❑ A demonstration that the specified auxiliary power source is capable of powering all essential treatment units.
L. Site Map (All Application Packages):
® Per 15A NCAC 02T .0504(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 Survevor, and shall include at a minimum:
® A scaled map of the site with topographic contour intervals not exceeding 10 feet or 25 percent of total site relief 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 .0107 and .0108, and 15A NCAC 02T .0506(c)
if applicable.
® Setbacks as required by 15A NCAC 02T .0506.
® 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.
NOTE — For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
M. Power Reliability Plan (All Application Packages):
® Per 15A NCAC 02T .0505(1), submit documentation of power reliability that shall consist of at a minimum:
❑ An automatically activated standby power supply onsite that is capable of powering all essential treatment units under
design conditions, OR
➢ Approval from the Director that the facility:
® Serves a private water distribution system that has automatic shut-off during power failures and has no elevated water
storage tanks,
® Has sufficient storage capacity that no potential for overflow exists, and
® Can tolerate septic wastewater due to prolonged detention.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 4 of 6

N. Operation and Maintenance Plan (All Application Packages):
® Per 15A NCAC 02T .0507, submit an operation and maintenance (O&M) plan encompassing all wastewater treatment, storage
and irrigation systems that shall include at a minimum a description of:
® Operation of the wastewater treatment, storage and irrigation systems in sufficient detail to show what operations are
necessary for the system to function and by whom the functions are to be conducted.
® Anticipated maintenance of the wastewater treatment, storage and irrigation systems.
® Safety measures, including restriction of access to the site and equipment.
® Spill prevention provisions such as response to upsets and bypasses, including how to control, contain and remediate.
® Contact information for plant personnel, emergency responders and regulatory agencies.
NOTE — A final O&M Plan shall 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.
O. Residuals Management Plan (All Application Packages with new, expanding or replacement wastewater treatment systems):
® Per 15A NCAC 02T .0504(i) and .0508, submit a Residuals Management Plan that shall include at a minimum:
® A detailed explanation of how generated residuals (including trash, sediment and grit) will be collected, handled, processed,
stored, treated, and disposed.
® An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
❑ A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil/grease removal and collection are a designed unit process, submit an oil/grease disposal plan detailing how the
oil/grease will be collected, handled, processed, stored and disposed.
NOTE — Per 15A NCAC 02T .0505(o), a minimum of 30 days of residual storage shall be provided.
NOTE — Per 15A NCAC 02T .0504(i). a written commitment to the Applicant from a Permittee of a Department approved residuals
disposal/utilization program is not required at the time of this application, however, it shall be provided prior to operation of any
permitted facilities herein.
NOTE — If an on -site restaurant or other business with food preparation is contributing wastewater to this system, an oil/grease
disposal plan shall be submitted.
P. Additional Documentation:
➢ Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
❑ Per 15A NCAC 02T .0115(a)(1) and .0504(g), provide the Certificate of Public Convenience and Necessity from the North
Carolina Utilities Commission demonstrating the Applicant is authorized to hold the utility franchise for the area to be
served by the wastewater treatment and irrigation system, or
❑ Provide a letter from the North Carolina Utilities Commission's Water and Sewer Division Public Staff stating an
application for a franchise has been received and that the service area is contiguous to an existing franchised area or that
franchise approval is expected.
➢ 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.).
➢ Final Environmental Document (All Application Packages using public monies or lands subject to the North Carolina
Environmental Policy Act under 15A NCAC 01 C .0100 to .0400):
❑ Per 15A NCAC 02T .0105(c)(4), submit one copy of the environmental assessment and three copies of the final
environmental document (i.e., Finding of No Significant Impact or Record of Decision).
❑ Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the wastewater treatment and irrigation system.
➢ 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 all local ordinances regarding construction or operation of wastewater treatment and/or disposal facilities
within the floodplain.
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P. Additional Documentation (continued):
➢ Operational Agreements (All Application Packages for Home/Property Owners' Associations and Developers of lots to be
sold):
➢ Home/Proberty Owners' Associations
❑ Per 15A NCAC 02T .0115(c), submit the properly executed Operational Ap-reement (FORM: HOA).
❑ Per 15A NCAC 02T .0115(c), submit the proposed or approved Articles of Incorporation, Declarations and By-laws.
➢ Developers of lots to be sold
❑ Per 15A NCAC 02T .0115(b). submit the properly executed Operational Aereement (FORM: DEV).
➢ 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.
➢ Wastewater Chemical Analysis (All Application Packages treating Industrial Waste):
❑ Per 15A NCAC 02T .0504(h). provide a complete Division certified laboratory chemical analysis of the effluent to be
irrigated for the following parameters (For new facilities, an analysis from a similar facility's effluent is acceptable):
❑ Ammonia Nitrogen (NHs-N) ❑ Nitrate Nitrogen (NOs-N) ❑ Total Organic Carbon
❑ Calcium ❑ pH ❑ Total Phosphorus
❑ Chemical Oxygen Demand (COD) ❑ Phenol ❑ Total Trihalomethanes
❑ Chloride ❑ Sodium ❑ Total Volatile Organic Compounds
❑ Fecal Coliform ❑ Sodium Adsorption Ratio (SAR) ❑ Toxicity Test Parameters
❑ 5-day Biochemical Oxygen Demand (BOD5) ❑ Total Dissolved Solids
❑ Magnesium ❑ Total Kjeldahl Nitrogen (TKN)
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 Deliverv:
512 N. SALISBURY ST.
RALEIGH. NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 6 of 6

DWR
Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0500 — WASTEWATER IRRIGATION SYSTEMS
FORM: WWIS 06-16
L APPLICANT INFORMATION:
1. Applicant's name: Robert E. House, Jr.
2. Applicant type: ® Individual ❑ Corporation ❑ General Partnership
❑ Federal ❑ State ® Municipal
3. Signature authority's name: Robert E. House. Jr. per 15A NCAC 02T .0106(b)
4. Applicant's mailing address: 1623 Tempting Church Rd
City: Sanford State: NC Zip: 27330-
5. Applicant's contact information:
Phone number: [phone] Email Address: robert(a),ncsenticllc.com
❑ Privately -Owned Public Utility
❑ County
IL FACILITY INFORMATION:
1. Facility name: Oaks at Wakefield
2. Facility status: Proposed
3. Facility type: Minor (< 10.000 GPD or < 300 disposal acres)
4. Facility's physical address: 385 Wakefield Rd
City: Sanford State: NC Zip: 27330- County: Lee
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 35.50' Longitude:-79.26'
Datum: NAD83 Level of accuracy: Nearest second Method of measurement: Address matching
6. USGS Map Name: Goldston
III. CONSULTANT INFORMATION:
1. Professional Engineer: Kevin D. DavidsonLicense Number: 024582 Firm: Agri -Waste Technoloay. Inc.
Mailing address: 501 N. Salem Street, Suite 203
City: Apex State: NC Zip: 27502-2314
Phone number: [phone] Email Address: kdavidson(a),aariwaste.com
2. Soil Scientist: Jeff Vaughan License Number: 1227 Firm: Agri -Waste Technoloay. Inc.
Mailing address: 501 N. Salem Street, Suite 203
City: Apex State: NC Zip: 27502-2314
Phone number: [phone] Email Address: ivau2han(&a2riwaste.com
3. Geologist: N/A < 25.000 GPD License Number: Firm:
Mailing address:
City: State: Zip: -
Phone number: (_) = Email Address:
4. Agronomist: Jeff Vaughan Firm: Agri -Waste Technoloay. Inc.
Mailing address: 501 N. Salem Street, Suite 203
City: Apex State: NC Zip: 27502-2314
Phone number: [phone] Email Address: ivau2han(a02riwaste.com
Title: Owner
FORM: WWIS 06-16 Page 1 of 12

IV.
GENERAL REQUIREMENTS — 15A NCAC 02T .0100:
1. Application type: ® New ❑ Major Modification ❑ Minor Modification
If a modification, provide the existing permit number: WQ00 and most recent issuance date:
2. Application fee: $810 - Standard - Minor Facilitv - New Permit
3. Does this project utilize public monies or lands? ❑ Yes or ® No
If yes, was an Environmental Assessment required under 15A NCAC 01C? ❑ Yes or ❑ No
If yes, which final environmental document is submitted? ❑ Finding of No Significant Impact or ❑ Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility:
4. What is the status of the following permits/certifications applicable to the subject facility?
Permit/Certification Date Date Permit/Certification Agency Reviewer
Submitted Approved Number
Collection Svstem (O > 200.000 GPD) N/A N/A
Dam Safetv N/A N/A
Erosion & Sedimentation Control Plan N/A N/A
Nationwide 12 / Section 404 N/A N/A
Pretreatment N/A N/A
Sewer Svstem N/A N/A
Stormwater Management Plan N/A N/A
Wetlands 401 N/A N/A
Other: N/A
5. What is the wastewater type? ® Domestic or ] Industrial (See 15A NCAC 02T .0103(20))
Is there a Pretreatment Program in effect? ❑ Yes or ❑ No
Has a wastewater chemical analysis been submitted'? ❑ Yes or ❑ No
6. Wastewater flow: 5600 (canalized flow): 7854 (maximum daily flow) GPD
Limited by: ❑ Treatment, ® Storage, ❑ Field Hydraulics, ❑ Field Agronomics or ❑ Groundwater Mounding
7. Explain how the wastewater flow was determined: ® 15A NCAC 02T .0114 or ❑ Representative Data
Has a flow reduction been approved under 15A NCAC 02T .0114(f)? ❑ Yes or ® No
Establishment Type Daily Design Flow a No. of Units Flow
Church 3 gal/day 300 900 GPD
Event Center 5 gal/day 500 2500 GPD
Main Bathhouse 5 gal/day 150 750 GPD
RV Sites 100 gal/day 14 1400 GPD
Cabins 120 gal/day 11 1320 GPD
Bathhouse for Campsites 75 gal/day 13 975 GPD
Total 7854 GPD
a See 15A NCAC 02T .0114(b). (d). (e)(1) and (e)(2). for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S. 42A-4).
FORM: WWIS 06-16 Page 2 of 12

IV. GENERAL REQUIREMENTS — 15A NCAC 02T .0100 (continued):
8. What is the nearest 100-year flood elevation to the facility? 253 feet mean sea level. Source: FEMA Flood Man Number
3710962300J
Are any treatment, storage or irrigation facilities located within the 100-year flood plain? ❑ Yes or ® No
I� If yes, which facilities are affected and what measures are being taken to protect them against flooding?
If yes, has the Applicant submitted written documentation of compliance with & 143 Article 21 Part 6? ❑ Yes or ❑ No
9. Has the Applicant provided documentation of the presence or absence of threatened or endangered aquatic species utilizing
information provided by the Department's Natural Heritage ProP-ram? ® Yes or ❑ No
10. Does the facility have a proposed or existing groundwater monitoring well network? ❑ Yes or ® No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed: Domestic waste - meets
effluent standard. low dailv flow
If yes, complete the following table (NOTE — This table may be expanded for additional wells):
Well Name Status Latitude a Longitude a Gradient Location
Select 0- Select Select
Select 0- Select Select
Select 0- Select Select
Select 0- Select Select
Select 0- Select Select
Select 0- Select Select
Select 0- Select Select
Select 0- Select Select
Select 0- Select Select
Select 0- Select Select
a Provide the following latitude and longitude coordinate determination information:
Datum: Select Level of accuracy: Select Method of measurement: Select
11. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
❑ Yes, ❑No or ®N/A
12. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FORM: DEV) been submitted?
❑ Yes, ❑No or ®N/A
13. If the Applicant is a Home/Property Owners' Association, has an Association Operational Agreement (FORM: HOA) been
submitted? ❑ Yes, ❑No or ®N/A
14. Demonstration of historical consideration for permit approval — 15A NCAC 02T .0120:
Has the Applicant or any parent, subsidiary or other affiliate exhibited the following?
a. Has been convicted of environmental crimes under Federal law or G.S. 143-215.613? ❑ Yes or ® No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or ® No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or ® No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or ® No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(e)(2)? ❑ Yes or ® No
FORM: WWIS 06-16 Page 3 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505:
1. For the following parameters, provide the estimated influent concentrations and designed effluent concentrations as
determined in the Engineering Calculations, and utilized in the Agronomic Evaluation and Groundwater Modeling (if
applicable):
Parameter
Ammonia Nitrogen (NH3-N)
Biochemical Oxygen Demand (BOD5)
Fecal Coliforms
Nitrate Nitrogen (NO3-N)
Nitrite Nitrogen (NO2-N)
Total Kjeldahl Nitrogen
Total Nitrogen
Total Phosphorus
Total Suspended Solids (TSS)
Estimated Influent Concentration
65 mg/L
350 mg/L
< 1 mg/L
< I mg/L
102 mg/L
20 mg/L
200 mg/L
Designed Effluent Concentration
(monthly average)
15 mg/L
2. Is flow equalization of at least 25% of the average daily flow provided? ® Yes or ❑ No
3. Does the treatment facility include any bypass or overflow lines? ❑ Yes or ® No
30 mg/L
200 colonies per 100 mL
50 mg/L
5 mg/L
20 mg/L
75 mg/L
12 mg/L
30 mg/L
If yes, describe what treatment units are bypassed, why this is necessary, and where the bypass discharges:
4. Are multiple pumps provided wherever pumps are used? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(k)? Alarms and Tank Storage for STEP
Pumps
5. Check the appropriate box describing how power reliability will be provided in accordance with 15A NCAC 02T .0505(1):
❑ Automatically activated standby power supply onsite capable of powering all essential treatment units; or
® Approval from the Director that the facility:
➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks;
➢ Has sufficient storage capacity that no potential for overflow exists; and
➢ Can tolerate septic wastewater due to prolonged detention.
6. If the wastewater treatment system is located within the 100-year flood plain, are there water -tight seals on all treatment units
or a minimum of two feet protection from the 100-year flood plain elevation? ❑ Yes, ❑ No or ® N/A
7. In accordance with 15A NCAC 02T .0505(o). how many days of residuals storage are provided? >30
8. How does the Applicant propose to prohibit public access to the wastewater treatment and storage facilities? Locks. Screws
9. If an influent pump station is part of the proposed facility (i.e., within the wastewater treatment plant boundary), does the
influent pump station meet the design criteria in 15A NCAC 02T .0305(h)? ❑ Yes, ❑ No, ® N/A — To be permitted
separately, or ® N/A — Gravity fed
10. If septic tanks are part of the wastewater treatment facility, do the septic tanks adhere to the standards in 15A NCAC 18A
.1900? ® Yes, ❑ No or ❑ N/A
FORM: WWIS 06-16 Page 4 of 12

V.
WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
11. Provide the requested treatment unit and mechanical equipment information:
a. PRELIMINARY / PRIMARY TREATMENT (i.e., physical
removal operations
and flow equalization):
Treatment Unit No. of Manufacturer or
Dimensions (ft) /
Volume
Plan Sheet
Specification
Units Material
Spacings (in)
(gallons)
Reference
Reference
Septic Tank 1 Shoaf Precast
17' x 9' x 9'
6500
WW-15
J-6.1
Grease Trap 1 Shoaf Precast
12.5' x 6.5' x 7.3'
3000
WW-15
J-6.1
Septic Tank 11 Shoaf Precast
9' x 4.8' x 5.6'
1000
WW-16
J-6.1
Septic Tank 1 Shoaf Precast
12.5' x 6.5' x 5.5'
2000
WW-16
J-6.1
Septic Tank 2 Shoaf Precast
12.5' x 6.5' x 6.4'
2500
WW-16
J-6.1
b
SECONDARY / TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit
No. of Manufacturer or Dimensions (ft) Volume Plan Sheet Specification
Units Material (gallons) Reference Reference
Post Flow Equalization 1 Shoaf Precast 21.3' x 10' x 9.9' 12000 WW-15 J-6.1
Advantex AX-100
Other 3 Treatment Unit - 16' x 7.8' x 3.5' N/A WW-16 J-6.5
Orenco Systems,
Inc.
Other 2 Shoaf Precast 21.3' x 11.3' x 8.5' 10000 WW-15 J
Select
Select
Select
Select
Select
c. DISINFECTION
Treatment Unit
No. of Manufacturer or Dimensions (ft) Volume Plan Sheet Specification
Units Material (gallons) Reference Reference
Ultraviolet 1 Orenco Systems, Inc. 3" Diameter 6 gpm WW-18 J-6.6
Select
➢ If chlorination is the proposed method of disinfection, specify detention time provided: minutes (NOTE — 30
minutes minimum required), and indicate what treatment unit chlorine contact occurs:
➢ If ultraviolet (UV) light is the proposed method of disinfection, specify the number of banks: 1 number of lamps per
bank: 1 and maximum disinfection capacity: 6 GPM.
d. RESIDUAL TREATMENT
No. of Manufacturer or Volume Plan Sheet Specification
Treatment Unit Units Material Dimensions (ft) (gallons) Reference Reference
Select
Select
FORM: WWIS 06-16 Page 5 of 12

V.
WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
e. PUMPS
Location
No. of
purpose
Manufacturer /
Capacity
Plan Sheet
Specification
Pumps
Type
GPM TDH
Reference
Reference
STEP Tanks
14
Treatment & Storage
Orenco Systems, Inc.
10 138
WW-18
J-6.4
Supply
Flow Equalization
3
Recirculation
Orenco Systems, Inc.
48 40
WW-18
J-6.4
Tank
Field Dosing Tank
2
Sprayfield Dosing
Orenco Systems, Inc.
27 120
WW-18
J-6.4
f. BLOWERS
Location
N/A
g. MIXERS
Location
No. of
Blowers
No. of
Mixers
Units Served
Units Served
N/A
h. RECORDING DEVICES & RELIABILITY
Manufacturer /
Type
Manufacturer /
TN,p e
Capacity Plan Sheet Specification
(CFM) Reference Reference
Power Plan Sheet Specification
(hp) Reference Reference
No. of Maximum Plan Sheet Specification
Device Units Location Manufacturer Capacity Reference Reference
Effluent Flow Measuring Device 1 HeadworksMaster Meter 50 gpm WW-17 J-6.8
Umt
Select
Select
Select
i. EFFLUENT PUMP / FIELD DOSING TANK (IF APPLICABLE):
FORM: WWIS 06-16 Page 6 of 12

Internal dimensions (L x W x H or (p x H)
Total volume
Dosing volume
Audible & visual alarms
Equipment to prevent irrigation during rain
events
20' ft 1 10' ft 1 9.9' ft
ft3 14,405 gallons
ft3 466.7 gallons
Plan Sheet Specification
Reference Reference
WW-15 J-6.1
FORM: WWIS 06-16 Page 7 of 12

VI. EARTHEN IMPOUNDMENT DESIGN CRITERIA —15A NCAC 02T .0505:
IF MORE THAN ONE IMPOUNDMENT. PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. What is the earthen impoundment type? Select
2. Storage Impoundment Coordinates (Decimal Degrees): Latitude: 0Longitude: - °
Datum: Select Level of accuracy: Select Method of measurement: Select
3. Do any impoundments include a discharge point (pipe, spillway, etc)? ❑ Yes or ❑ No
4. Are subsurface drains present beneath or around the impoundment to control groundwater elevation? ❑ Yes or ❑ No
5. Is the impoundment designed to receive surface runoff? ❑ Yes or ❑ No
If yes, what is the drainage area? ftz, and was this runoff incorporated into the water balance? ❑ Yes or ❑ No
6. If a liner is present, how will it be protected from wind driven wave action?:
7. Will the earthen impoundment water be placed directly into or in contact with GA classified groundwater? ❑ Yes or ❑ No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
8. What is the depth to bedrock from the earthen impoundment bottom elevation? ft
If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater than
1 x 10-' cm/s? ❑ Yes, or ❑ N/A
Has the Applicant provided predictive calculations or modeling demonstrating that surface
water or groundwater standards will not be contravened? ❑ Yes or ❑ No
If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ❑ N/A
9. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom
elevation, how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)?
10. If applicable, provide the specification page references for the liner installation and testing requirements:
11. If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
12. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
Liner type: ❑ Clay ❑ Synthetic
❑ Other ❑ Unlined
Top of embankment elevation:
ft
Liner hydraulic conductivity: x - cm/s
Freeboard elevation:
ft
Hazard class: Select
Toe of slope elevation:
ft
Designed freeboard: ft
Impoundment bottom elevation:
ft
Total volume: ft,gallons
Mean seasonal high water table depth:
ft
Effective volume: ft, gallons
Embankment slope:
Effective storage time: days
Top of dam water surface area:
ft,
Plan Sheet Reference:
Freeboard elevation water surface area:
ft,
Specification Section:
Bottom of impoundment surface area:
ft,
NOTE — The effective volume shall be the volume between the
two foot freeboard elevation and the: (1) pump intake pipe
elevation; (2) impoundment bottom elevation or (3) mean seasonal high water table, whichever is closest to the two
foot
freeboard elevation.
FORM: WWIS 06-16 Page 8 of 12

VIL IRRIGATION SYSTEM DESIGN CRITERIA — 15A NCAC 02T .0505:
1. Provide the minimum depth to the seasonal high water table within the irrigation area: N/A
NOTE — The vertical separation between the seasonal high water table and the ground surface shall be at least one foot.
2. Are there any artificial drainage or water movement structures (e.g., surface water or groundwater) within 200 feet of the
irrigation area? ❑ Yes or ® No
If yes, were these structures addressed in the Soil Evaluation and/or Hydrogeologic Report, and are these structures to be
maintained or modified?
3. Soil Evaluation recommended loading rates (NOTE — This table may be expanded for additional soil series):
Fields within
Recommended Recommended Annual /Seasonal If Seasonal, list
Soil Series Loading Rate Loading Rate appropriate
Soil Series (in/hr) (in/yr) Loading months
Pinkston silt loam 1 0.2 26 Annual N/A
Select
Select
Select
Select
Select
4. Are the designed loading rates less than or equal to Soil Evaluation recommended loading rates? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(n)?
5. How does the Applicant propose to prohibit public access to the irrigation system? Simage
6. Has the irrigation system been equipped with a flow meter to accurately determine the volume of effluent applied to each
field as listed in VII.8.? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(t)?
7. Provide the required cover crop information and demonstrate the effluent will be applied at or below agronomic rates:
Cover Crop Soil Series % Slope Nitrogen Uptake Rate Phosphorus Uptake
(lbs/ac•yr) Rate (lbs/ac•yr)
Hardwood Pinkston silt loam 4-6 32.9 21.5
a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained: Attachment F of application
package
b. Proposed nitrogen mineralization rate: 0_2
c. Proposed nitrogen volatilization rate: 0_5
d. Minimum irrigation area from the Agronomist Evaluation's nitrogen balance: 126.931.3 ft2
e. Minimum irrigation area from the Agronomist Evaluation's phosphorus balance: 106.351.84 W
f. Minimum irrigation area from the water balance: 126,114 ft2
FORM: WWIS 06-16 Page 9 of 12

VIL IRRIGATION SYSTEM DESIGN CRITERIA — 15A NCAC 02T .0505 (continued):
8. Field Information (NOTE — This table may be expanded for additional fields):
Designed Designed
Area Dominant Loading Loading Waterbody
Field (acres) Soil Series Rate Rate Latitude' Longitude' Stream Index Classification
(in/hr) (in/yr) No. n
1 3.6 Pinkston Silt Loam 0.2 26 35.5060-79.2650 17-37-(3.5) WS-IV
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
Total
a Provide the following latitude and longitude coordinate determination information:
Datum: NAD83 Level of accuracy: Nearest dep-ree Method of measurement:
Address matching
b For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: httD:Hdea.nc.aov/about/divisions/water-resources/Ulamina/classification-standards/classifications
FORM: WWIS 06-16 Page 10 of 12

Spray Irrigation Design Elements
Drip Irrigation Design Elements
Nozzle wetted diameter:
47 ft
Emitter wetted area:
ft,
Nozzle wetted area:
6940 W
Distance between laterals:
ft
Nozzle capacity:
6.0 GPM
Distance between emitters:
ft
Nozzle manufacturer/model:
Rainbird / 30H 3/16" (SBN-3)
Emitter capacity: GPH
Elevation of highest nozzle:
325 ft
Emitter manufacturer/model: /
Specification Section:
J-6.7
Elevation of highest emitter:
ft
Specification Section:
VIIL SETBACKS —15A NCAC 02T .0506:
1. 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:
2. Have any setback waivers been obtained in order to comply with 15A NCAC 02T .506(a) and .0506(b)? ® Yes or ❑ No
If yes, have these waivers been written, notarized and signed by all parties involved and recorded with the County Register of
Deeds? ® Yes or ❑ No
3. Provide the minimum field observed distances (ft) for each setback parameter to the irrigation system and treatment/storage
units (NOTE — Distances greater than 500 feet may be marked N/A):
Setback Parameter
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site
Any habitable residence or place of assembly owned by the Permittee to be maintained as
part of the project site
Any private or public water supply source
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
Subsurface groundwater lowering drainage systems
Surface water diversions (ephemeral streams, waterways, ditches)
Any well with exception of monitoring wells
Any property line
Top of slope of embankments or cuts of two feet or more in vertical height
Any water line from a disposal system
Any swimming pool
Public right of way
Nitrification field
Any building foundation or basement
Impounded public water supplies
Public shallow groundwater supply (less than 50 feet deep)
Irrigation Treatment /
System Storage Units
207' N/A
100' MW
N/A N/A
103' 384'
N/A
N/A
N/A
N/A N/A
53' 76'
N/A
N/A
N/A
N/A
N/A
100'
N/A
N/A
4. Does the Applicant intend on complying with 15A NCAC 02T .0506(c) in order to have reduced irrigation setbacks to
property lines? ❑ Yes or ® No
If yes, complete the following table by providing the required concentrations as determined in the Engineering Calculations:
FORM: WWIS 06-16 Page 11 of 12

Parameter
Ammonia Nitrogen (NH3-N)
Biochemical Oxygen Demand
(BOD5)
Fecal Coliforms
Total Suspended Solids (TSS)
Turbidity
Estimated Influent
Concentration
mg/L
mg/L
mg/L
Designed Effluent
Concentration
(monthly average)
mg/L
mg/L
per 100 mL
mg/L
Designed Effluent
Concentration
(daily maximum)
mg/L
mg/L
per 100 mL
mg/L
Lain
FORM: WWIS 06-16 Page 12 of 12

IX. COASTAL WASTE TREATMENT DISPOSAL REQUIREMENTS —15A NCAC 0211.0400:
1. Is this facility located in a Coastal Area as defined per 15A NCAC 02H .0403? ❑ Yes or ❑ No
For assistance determining if the facility is located within the Coastal Area, a reference map may be downloaded at: Coastal
Areas Boundarv.
2. Is this an Interim Treatment and Disposal Facility per 15A NCAC 02H .0404(2)? ❑ Yes or ❑ No
NOTE — Interim facilities do not include County and Municipal area -wide collection and treatment systems.
IF ANSWERED YES TO ITEMS IX.1. AND IX.2., THEN COMPLETE ITEMS IX.3. THROUGH IX.17.
3. Is equalization of at least 25% of the average daily flow provided? ❑ Yes or ❑ No
4. How will noise and odor be controlled?
5. Is an automatically activated standby power source provided? ❑ Yes or ❑ No
6. Are all essential treatment units provided in duplicate? ❑ Yes or ❑ No
NOTE — Per 15A NCAC 02T .010306). essential treatment units are defined as any unit associated with the wastewater
treatment process whose loss would likely render the facility incapable of meeting the required performance criteria, including
aeration units or other main treatment units, clarification equipment, filters, disinfection equipment, pumps and blowers.
7. Are the disposal units (i.e., irrigation fields) provided in duplicate (e.g., more than one field)? ❑ Yes or ❑ No
8. Is there an impounded public surface water supply within 500 feet of the wetted area? ❑ Yes or ❑ No
9. Is there a public shallow groundwater supply (less than 50 feet deep) within 500 feet of the wetted area? ❑ Yes or ❑ No
10. Is there a private groundwater supply within 100 feet of the wetted area? ❑ Yes or ❑ No
11. Are there any SA classified waters within 100 feet of the wetted area? ❑ Yes or ❑ No
12. Are there any non -SA classified waters within 50 feet of the wetted area? ❑ Yes or ❑ No
13. Are there any surface water diversions (i.e., drainage ditches) within 25 feet of the wetted area? ❑ Yes or ❑ No
14. Per the requirements in 15A NCAC 02H .0404(2)(7). how much green area is provided? ft2
15. Is the green area clearly delineated on the plans? ❑ Yes or ❑ No
16. Is the snrav irritation wetted area within 200 feet of any adjoining properties? ❑ Yes, ❑ No or ❑ N/A (i.e., drip irrigation)
17. Does the designed annual loading rate exceed 91 inches? ❑ Yes or ❑ No
FORM: WWIS 06-16 Page 13 of 12

Professional Engineer's Certification:
I, Kevin D. Davidson, P.E. attest that this application for
(Professional Engineer's name from Application Item II1.1.)
Oaks at Wakefield
(Facility name from Application item Ii.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 doctnnentAIion to Ili hest 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 M)' signature and seal signifies that i have reviewed this material and have judged it to be consistent with the proposed design.
NOTE — In accordance v6th 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 cMI penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
Applicant's Certification per 15A NCAC 02T .0106(b):
1, Robert E. House, Jr.
\wll M I I
SEAL
024582
(Signature Authority's name & title from Application Item I.3.)
Oaks at Wakefield
(Facility name from Application Item U.1.)
attest that this application for
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a condition
of this permit be violated. I also understand that if all required parts of this application package are not completed and that if all required
supporting information and attachments are not included, this application package will be returned to me as incomplete. I further certify
that the Applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater facility without
proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are compliant with any
active compliance schedule, and do not have any overdue annual fees per 15A NCAC 02T .0105(e).
NOTE — In accordance with Gene" totes 143-215,$A and 143-215.6B, any person who knowingly makes any false statement,
representation, or certification ip application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000 as well as ciyil realties up to $25,000 per violation. 1
Signature: / -- Date:
FCRNI: WWIS 06-16 Page 14 of 12

Appendix D
Property Ownership Documentation

BK 1671 PG 0006
Stamps: $ 1,000.00
Prepared by M. Andrew Lucas — mail to Grantee
NO OPINION ON TITLE
STATE OF NORTH CAROLINA )
COUNTY OF LEE
FILED
LEE COUNTY NC
PAMELA G. BRITT
REGISTER OF DEEDS
FILED Jan 27, 2022
AT 11:41:46 am
BOOK 01671
START PAGE 0006
END PAGE 0007
INSTRUMENT # 00670
EXCISE TAX $1,000.00
GENERAL WARRANTY DEED
THIS DEED, made this day of January, 2022, by and between
COVINGTON FAMILY LIMITED PARTNERSHIP, 709 Croswell Court, Whitsett, NC
27377, hereinafter called "GRANTOR" to ROBERT E. HOUSE, JR., 1623 Tempting Church
Road, Sanford, NC 27330, hereinafter called "GRANTEE";
W I T N E S S E T H, that the Grantor, in consideration of valuable considerations
provided by the Grantee, the receipt of which is hereby acknowledged, has bargained and sold
and by these presents does bargain, sell and convey unto the Grantee, all of Grantor's fee simple
interest in that certain lot or parcel of land situated in Deep River Township, n County,
LQ-e-
North Carolina, more particularly described as follows:
BEING ALL OF THAT TRACT containing 52.07 acres, more or less, as shown on the
survey entitled, "Recombination Plat and boundary Line Agreement: Covington Land", by
Stokes Surveying & Mapping, PLLC, dated 1/10/2022, and recorded in Plat Cabinet 2022,
Slide 12, Lee County Registry.
TO HAVE AND TO HOLD the aforesaid tract or parcel of land and all privileges and
appurtenances thereunto belonging to the Grantee in fee simple. Grantor covenants with the
Grantee, that Grantor is seized of said premises in fee simple, has the right to convey the same in

BK 1671 PG 0007
fee simple; that title is marketable and free and clear of all encumbrances, and that Grantor will
warrant and defend the title against the claims of all persons whomsoever except for the
exceptions hereinafter stated. Title to the property hereinabove described is subject to the
following exceptions:
1) Restrictions, easements and rights of way of record.
This is not the primary residence of Grantor.
IN TESTIMONY WHEREOF, the Grantor has hereunto set his hand and seal, the day
and year first above written.
COVINGTON FAMILY LMIITED PARTNERSHIP
By: f �'v� (SEAL)
Ray Covi gton, General artner
STATE OF NORTH CAROLINA
COUNTY OF (,e e-
I, ► I. Ay\dr¢") wc-`-� a Notary Public, do hereby certify that Ray
Covington personally appeared before me this day and acknowledged that he is General Partner
of Covington Family Limited Partnership, a North Carolina limited partnership, and that by the
authority duly given and as an act of the entity, has signed the foregoing instrument in its name
and on its behalf as its act and deed.
Witness my hand and notarial seal this Zo
20 zZ .
My coission expires
1,2-3i2o27'
-day of
Nota Zlic

L-lb-"
NOT TO SCALE
VICINITY MAP
1322
CURVE RADIUS
1 604.26'
2 1671.03'
3 1423.48'
1322
NORTH BY
D.B. 526, P&
100, co
LENGTH
98.99'
367.95'
358.55'
929
N] m
98.88'
367.2 1'
357.60'
NOTES:
PROPERTY CONSIST OF ALL OF D.B. 1671, PG. 6 AND A
PORTION OF D.B. 1396, PG. 288 OF THE ROBERT E.
HOUSE, JR. PROPERTY AS RECORDED IN LEE COUNTY
REGISTRY.
ALL AREAS BY COORDINATE METHOD
CH.BEARING
COURSE
BEARING
DISTANCE
S 6355'50"W
S 56'01'35"W
1
S
09"57'34"W
94.61'
S 44!08'52"W
2
S
34!00'01"E
33.31'
3
S
88'03'25"W
139.10'
4
N
71*27'41W
125.43'
5
S
69*20'1 5"W
49.23'
6
S
64'35'45"W
66,78'
7
S
72*29'59'W
38.09'
8
S
6 1'25'04*W
27.26'
9
S
68'1 7'56"W
31.37'
10
S
3527'06"W
10.18'
11
S
87*37'31 "E
162.60'
12
S
8737'31"E
101.40'
13
N
79'39'45"E
52.77'
14
S
38*06'01'W
160.00'
15
S
3-r45'51 'W
149.75'
16
S
85*42'51"W
124.60'
17
N
75*44'20"W
139.9 1'
18
N
73*54'1 1"W
243.63'
19
S
53'41 ' 11 "W
102.62'
20
S
1 T 1 6'34"W
194.79'
21
N
4-r43'48"W
111.99'
22
N
49'26'29"W
112.71'
23
N
50*46'43"W
114.13'
24
N
36*00'1 5"W
103.08'
25
N
05*16'05"W
104.40'
26
N
14!54'08"E
125.00'
27
N
06*50'36"E
114.13'
28
N
03*35'37"W
64.63'
29
N
87*20'42"E
164.65'
PROPERTY ZONED RA
PIN # 9623-17-1712-00
9623-09-6337-00
TRIANGLE SOUTH INVESTMENTS, LLC
D.B. 1655, PG. 556
PLAT # 2021-175
BECAUSE OF HIS GRACE, LLC EIP
ALEX THOMPSON D.B. 1734, PG. 634 EX.NAIL NOTE: RUN OF CREEK IS PROPERTY LINE
D.B. 86, PG. 56 PLAT # 2008-158
EIP
E P%�''00' CONTROL CR.
0-
- '50
2354��IW EIP CP EIP S 07'37'30"E
834.90'
NIP
LOT 1/ `' �o CP
PLAT/# 2019-23 CP
CO
CP 117
EIP CP
CONTROL CR. CP
EIP
N U,
ROBERT E. HOUSE, JR.
CO
D.B. 1396, PG. 288
TOTAL AREA
P. C. 7, S L. 43 62-32 AC.
APPROXIMATE 14 AC. REMAINING IN
TRACT BY TAX RECORDS. D.B. 1396, PG. 288
.N
NIP
WILFORD J. KAYDOSrn
D.B. 1700, PG. 403
EIP
co
.:q-100 if)
00
00 K)
Zi
CID
MINIMUM BUILDING SETBACKS "E
..�'
FRONT - 30' Nro";"
SIDELINES - 15'
REAR - 30'
LEGEND:
EIP-EXISTING IRON PIPE OR IRON ROD
NIP -NEW IRON PIPE OR IRON ROD
NRRS-NEW RAILROAD SPIKE
ERRS -EXISTING RAILROAD SPIKE
NPK-NEW P.K. NAIL
EPK EXISTING P.K. NAIL
ECM -EXISTING CONCRETE MONUMENT
C/L-CENTER LINE
PP -POWER
LP -LIGHT POLE
R/W-RIGHT OF WAY
CP-CALCULATED POINT
-E- -ELECTRICITY
* - GROUND ELEVATION
-X-X-X- FENCE
TAKEN FROM
Cpr P.C. 7 Cl A"%
CP
-P
y�.
CP CP
.�6z
m
0
'0 SET NAIL IN
BASE OF LARGE CEDAR
ON CREEK BANK
1610,58,
N
0 1 _32'31 'W
1, MELVIN A. GRAHAM, CERTIFY THAT THIS PLAT WAS DRAWN
C Rot UNDER MY SUPERVISION FROM AN ACTUAL SURVEY MADE UNDER
4E5S10N MY SUPERVISION (DEED DESCRIPTION RECORDED IN BOOK 1 A71
PAGE 6 ETC.); THAT THE BOUNDARIES NOT SURVEYED ARE
SEAL CLEARLY INDICATED AS DRAWN FROM INFORMATION FOUND IN
L-3471 BOOK 1396 , PAGE 288 ; THAT THE RATIO OF PRECISION OR
POSITIONAL ACCURACY AS CALCULATED IS 1: 7501THAT
THIS PLAT WAS PREPARED IN ACCORDANCE WITH GS 47-30 AS
EIP_
GR\4
AMENDED.WITNESS MY ORIGINAL SIGNATURE, LICENSE . NUMBER
CONSUELA A.
AND SEAL THIS 28 DAY OF SEPTEMBER A.D. 2023
CO CD
PALMER
1213/29
,
EIP
MELVIN A. GRAHAM, PLS. REGISTRATION NUMBER
L-3471
EXISTING
EIP
AXLE
NOTE:
THIS SURVEY IS OF ANOTHER CATEGORY SUCH AS
z
THE RECOMBINATION OF EXISTING PARCI LS A
_j
COURT -ORDERED SURVEYOR OTHER EXCrPTION TO
w
41
THE INITIO
cp
SURVEYOR
rrf
EXISTING LOT 2
STATE OF NORTH CAROLINA
COUNTY OF LEE
AXLE.!� 2.39 AC.
.-_ 09/12/2023. EIP
1. Awk wo"j REVIEW OFFICER OF LEECOUNTY
NCERTIFY
THAT THE MAP OR PLAT TO WHICH THIS CERTIFICATION
IS
AFFIXED MEETS ALL STATUTORY ,REQUlffMENTS FO
RECORDING.
EIP
7
DATE REVIEWOF*ER
EIP CID
NOTE:
THIS PROPERTY IS SUBJECT TO ANY AND ALL
EASEMENTS, RIGHT OF WAYS, AND AGREEMENTS
OF RECORD PRIOR TO THIS PLAT.
EIP
CID
WAKEFIELD ROAD S.R. 1323
60' R/W (PAVED ROAD)
D.B. 1671, PG. 6
CID
561-34' c"
e N 011G4y_
zo N
n LOT 1 CP
co N TAKEN FROM
C'4 CO PLAT # 2022-157 CP
CO
0
N
01-32-1- 1 EIP
EBENEZER GOSPEL ASSEMBLY W ­0�' -_ __'
TRAINING CENTER EIP _644.04'
D.B. 526, PG. 929 CONTROL CR. N ol'29'Orw
EIP
CID L28 CP NOTE: RUN OF CREEK IS PROPERTY LINE
CID CP CID
I26�. \1 &
L225 200 0 200 400
GRAPHIC SCALE - FEET
ZACHARY C. WOMBLE
D.B. 1602, PG. 540
NORTH CAROLINA, LEE COUNTY V4J
600 PR�A�®R REGISTRATION ON THE DAY
OF T
REC
"ED rc2
IN PLAT
PAMELA G. RE R 0 DEEDS
TOWNSHIP COUNTY
POCKET LEE
RECOMBINATION SURVEY FOR
(OWNER)
ROBERT E. HOUSE, JR.
1623 TEMPTING CHURCH ROAD
SANFORD, NC 27330
MELVIN A. GRAHAM, PLS.
3679 NICHOLSON ROAD
CAMERON, NC 28326
PHONE[phone]
STATE
NC
DATE:
09/26/2023
SCALE:
1 "=200'
PROJECT:
9323

FILED
LEE COUNTY NC
PAMELA G. BRITT
REGISTER OF DEEDS
FILED Apr 17,m2O24
AT -46 am
eonp 7����j G �4�i� 1�.�, BOOK 01768
tA 7 5 3 o START PAGE 0733
END PAGE 0734
INSTRUMENT # 02325
State of North Carolina EXCISE TAX (None)
Department of Environmental Quality
Division of Water Resources
NON -DISCHARGE WASTEWA'YER SYS'I'EM WAIVER
AGREEMENT TO WAIVE SETBACKS AS REQUIRED BY
15A NCAC 02T .0506(a), .0506(b), .0606(a), .0706(a) AND 1006(a)
Robert E. House, Jr. (printed name), certify that I am a deeded owner or an
authorized agent of the property located at:
Address: 1623 Tempting Church Rd Parcel No.: PIN: 9623-09-8683-00
City: Sanford State: NC Zip Code:. 27330 bounty: Lee
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 ApplicantlPermittee listed on the follawffig
Page -
I understand the setback requirements set forth in 15A NCAC UZT. For the parcel identified above,
I consent to the following reduced se#bacla:
� Wastewater Irrigation/Infiltration Setback to Proper!y Lines
The required setback of 150'feet is reduced to 50' -" feet, thereby allowing wastewater effluent
irrigation or infiltration no closer than 50' feet from my property line.
,Wastewater Ir!igation/Infiltration Setback to Places of Assembiv
The required setback of 400' feet is reduced to 2001 feet, thereby allowing wastewater effluent
irrigation ,or infiltration no closer than 200" feet from my residence(s) or place(s) of assembly.
❑ Wastewater Treatment and_ Storage Unit Setback to Promo arty Dines,
The required setback of feet is reduced to _feet, thereby allowing the construction of
wastewater treatment and storage units no Moser than , feet from my property line.
Wastewater Treatment and Stornee Unit Setback to Places of Assembly,
The required setback of feet is reduced to feet, thereby allowing the construction of
wastewater treatment ands age units no closer than....- feet from my residence or place of
assembly. �
Signature:
FORM: ND'
'/(109�a�'' � I. �-�r �i�v9r jeo-- Date:
Page 1 of 2
u

Applicant/Pennitice: Robert E. House, Jr.
Address.-, 385 Wakefield Rd
Cite: Sanford
NORTH CAROLINA, _ L e e
Permit No.: N/A
ParcelNo.: PIN 9623*mO8-8043-00
_ State: NC Zip Code: 27330 County: Lee
COUNTY
1.3 in CA 4 Q �� Uw s t � a Notary Public, for
do hereby certify that -&b1
1-- C'W C- _ County, North Carolina,
personally appeared before me this day
and acknowledged the due execution of the foregoing instrument.
�t-al� � �ad and official seal, this the
A lel.
lop
Waft sow
01
EAL
AM
go*
ago
APP L .1 G
CIDUNTI-io
day of
202�
Signature OfNotary Public
My cammissian expires
once natari.zed, this form shall be recorded at the Re 0
gister 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

� ! krn T�,r
50 C L r
di N( 7330
State of North Carolina
Department of Environmental Quality
Division of Water Resources
FILED
LEE COUNTY NC
PAMELA G. BRITT
REGISTER OF DEEDS
-7 . �
FILED Apr 17, 2024
AT
BOOK
11:37:32 am
START PAGE
END PAGE
INSTRUMENT #
EXCISE TAX
NON -DISCHARGE WASTEWATER SYSTEM WAIVER
AGREEMENT TO WAIVE SETBACKS AS REQUIRED BY
15A NCAC 02T .0506(a), .0506(b), .0606(a), A706(a) AND.1006(a)
Robert E. House, Jr. (pr0
inted name), certify that I am a deeded owner or an
authorized agent of the property located at;
Address: 0 Tempting Church Rd
city: Sanford State: NC
01768
0731
0732
02324
(None)
Parcel No.: PIN: 9623-29-0563-00
Zip code: 27330 _ County, Lee
Fuftbennore, 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 fisted on the fallowing
pale.
I understand the setback requirements set forth in 15A NCAC 02T. For the parcel identified above,
I consent to the following reduced setbacks:
21 Wastewater IrrigationAnffitrationack to Property Lines -
The required setback of 150'feet is reduced to 50' feet, thereby allowing wastewater effluent
irrigation or infiltration no Glaser than 50' feet from my property line.
5fl Wastewater Irrigationllnffitration Setback to Places of Assembly
The required setback of 400' feet is reduced to 200'feet, thereby allowing wastewater effluent
irrigation or infiltration no closer than 200'feet from my residence(s) or place(s) of assembly.
Wastewater Treatment and Storage Unit Setback to Property Lanes
The required setback of feet is reduced to , feet, thereby allowing the construction of
wastewater treatment and storage units no closer than feet from my property line.
El Wastewater_Treatment and Sto e Unit Setback to Places of Assembly
The requ'p
ired setback of eel is reduced to feet, thereby allowing the construction of
wastewater trea end a orage units no closer than feet from my residence or place of
assembly.
Signature: "IIIIIIIIIIIIIIIIIII1111111,1111I Jill�7 ►�� r r �� IF7n �-1 aV`7Date:
Ll
FARM; ND S -19 Page 1 of 2

nt Ti vnP ' 1AU LVM I - u - - - ,_ �. R.
nstrump
Applicant/Peniiittee-.Robert E. House,Jr.
Address.. 385 Wakefield Rd
City: Sanford
NORTH CAROLINA, L cf.'
Pem"t No.: N/A
Parcel No.: PIN 9623-08-w8O43-00
State,- NC Zip Code: 27330
COUNTY
15 )�'N �l e �► R .�4 �-1ow s� _ , a Notary Public for
do hereby certify that �Q r � L FL,)c )V-
County: Lee
County, North Carolina,
personably appeared before me this day
and acknowledged the due execution of the foregoing instrument.,
Witness my hand and official seal,
1 E A
,��IL111111►1�
ZAL Vk 0 t- to
A I?
ROM
MPW
'°UBLIG left
COIJ
NTI(I
this the day of A e_!Q
#-2
<; 2 09
Signature of Notary Public
My commission expires
G-4.2- S_ - a C-1
Once notarized, this form shall be recorded at the Register of Deeds in the county ax 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

0
State of North Carolina
Department of Environmental Quallky
D9
ivision of water Resources
FILED
LEE COUNTY NC
PAMELA G. BRITT
REGISTER OF DEEDS
FILED Apr17,2024
AT
BOOK
11:3929 am
START PAGE
END PAGE
INSTRUMENT #
EXCISE TAX
NON -DISCHARGE WASTEWATER SYSTEM WAIVER
AGREEMENT TO WAIVE SETBACKS AS REQUIRED BY
J 15A NCAC 02T .0506(a), .0506(b)5 .0606(a), .0706(a) AND 1006(a)
I, Robert E. House, Jr. (printed name),
authorised agent of the property located at:
Address: _ 385 Wakefield Rd
City: Sanford
certify that I am a deeded owner or an
01768
0735
0736
02326
(None)
Parcel No.: PIN 9623-08m8043-00
State.. NC Zip Code: 27330 _County:_ Lee
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 ApplicanUPerrrittee listed on the fallowing
pale.
i understand the setback requirements set forth in 15A NCAC OAT. For the parcel identified above,
I consent to the following reduced setbacks:
❑ Wastewater IrrintEon/infil#rahon Setback to Property Lines
The required setback of feet is reduced to feet, thereby allowing wastewater effluent
irrigation or infiltration no closer than feet from my property line.
� Wastewater Irrigation/Infiltration Setbackto Places of Assemh!j
The requires setback of" 206771e�et is reduced to 100' fit, thereby allowing wastewater effluent
irrigation or infiltration no closer than 1-00'feet from my residence(s) or place(s) of assembly.
❑ Wastewater Treatment and Storage Unit Setback to Proverty Lines
A�
The required setback of feet is reduced to feet, thereby allowing the construction of
wastewater treatment and storage units no closer than feet from my property ling.
❑ Wastewater Treatment and Storage Unit Setback to Places of Assembly
The required setback of feet is reduced to ,feed, thereby allowing the construction of
wastewater tre t and storage units no closer than feet from my residence or place of
assembly.
Signature:
FORM; NDWSW 02-19
l>,�,i+o j�
Date:
Page 1 of 2

Applicant/Permitice-, Robert E. House, Jr,
Mor-
Address: 385 Wakefield Rd
Permit No.: NIA
Parcel No.: PIN 9623-08-8043-00
cihr P Sanford _ _State: N C Zip Code: 27330 County: _ Lee
NORTH CAROLINA, (f COUNTY
1� iM c. k4 �k � A 0 y y s c , a Notary Public for
do hereby certify that ,: O. = Q�Js V- j ,-
Cannty, North Carolina,
personally appeared before we this day
and acknowledged the due execution of the foregoing instrument.
Witness my and and official seal, this the
\\\111111I!/I
W E A
SAL � 0 TA-R)e now
am&
,now
49W
.&M '*U 8
4"V
�//CQUNT` ``���
day of�/Ap r�
Mi r =-.Pl
10 1
Signature of Notary Public
My commission expires
Once notarized, this form shall be recorded at the Register of Deeds
which the described properties are located. A copy of the recorded
following address:
Division of Water Resources
Non -Discharge Branch
1617 Mail Service tenter
Raleigh, North Carolina 27699-1617
in the county or counties in
waiver shall be sent to the
FORM; NDWSW 03-17 Page 2 of 2

Appendix E
Soil Evaluation

Avkrr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N Salem Street, Suite 203, Apex, NC 27502
agriwaste.com 1 919.859.0669
Soil SuitabVityfor Domestic
Sewage Treatment and
Disposal Systems
385 Wakefield Rd. Sanford,
NC 27330
Lee County
Prepared For: Robert House, Client
Prepared By: Jeff Vaughan, Ph.D., L.S.S.
Senior Agronomist/Soil Scientist
Brent Purdum
Assistant Soil Scientist
Report Date: March 18, 2024

Avkrr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N Salem Street, Suite 203, Apex, NC 27502
agriwaste.com 1 919.859.0669
Soil Suitability for Commercial Business Center Wastewater Surface Systems
385 Wakefield Rd. Sanford, NC 27330
Lee County, NC (PIN#: 9623-08-8043-00)
PREPARED FOR: Robert House, Client
PREPARED BY: Jeff Vaughan, Ph.D., NC L. S. S.
Brent Purdum, Assistant Soil Scientist
DATE: March 18, 2024
Soil suitability for a commercial business wastewater dispersal system was evaluated in
December of 2022, for property located at 385 Wakefield Rd. Sanford, NC (Leee County).
Brent Purdum, Jeff Vaughan, Trent Bostic, Heath Clapp, and Bailey Stiles of Agri -Waste
Technology, Inc. (AWT) conducted the soil evaluation. Property reference maps are included in
Attachment 1.
The subject property is currently wooded. There are moderate slopes on the property. The soil
surface is slightly uneven in some places. There are also several drainages on the property.
The owner proposes to build a large event center on the property. A well will serve the event
center. The proposed soils areas that can accommodate a surface system drainfield are shown on
the maps in Attachment 2.
The evaluation map in Attachment 2 details the locations of the soil borings, soil types, property
lines, proposed soils area, deep borings, and saturated hydraulic conductivity (KsAT) test
locations. The dominant soil type on this property and proposed application area is Pinkston silt
loam. A detailed description of a typical profile within the proposed application area is shown in
Attachment 3. All profile descriptions are for moist soil. A written description of a typical deep
boring profile is below. A standard soil fertility sample was obtained for each horizon and is
included in Attachment 4.
AWT Tvbical Profile — House Surface Drib (Yellow Areal
Sideslope landscape position (4-6% slope)
SHWT was not found in suitable areas. However, C horizons and parent material were from 12
inches and beyond. Variation in thickness and depths of each horizon were noted across site.

A 0 to 5 inches, brown (I OYR 4/3) sandy loam; no mottles; granular structure; very
friable; non -sticky, non -plastic
E --- 5 to 13 inches, dark yellowish brown (1 OYR 4/4) sandy loam; granular structure; very
friable; non -sticky, non -plastic
BC 13 to 20 inches, brown (7.5YR 5/4) clay loam; sub -angular blocky; firm; slightly- sticky,
slightly- plastic
C-- 20 to 36 inches, light brown (7.5YR 6/3) loam; sub -angular blocky; very firm; non -
sticky, non- plastic
R 36+ inches, rock
AWT Tvnical Profile — House Surface Drip (Purr)le Area)
Sideslope landscape position (10-15% slope)
SHWT was not found in suitable areas. However, C horizons and parent material were found 14
inches and beyond. Variation in thickness and depths of each horizon were noted across site.
A 0 to 10 inches, reddish brown (5YR 4/3) sandy loam; no mottles; granular structure;
very friable; non -sticky, non -plastic
Bt --- 10 to 22 inches, yellowish brown (I OYR 5/6) loam; sub -angular blocky structure; friable;
slightly -sticky, slightly -plastic
Bt2 22 to 40 inches, yellowish brown (1 OYR 5/8) clay loam; sub -angular blocky; firm; slightly -
sticky, slightly- plastic
BC-- 40 to 47 inches, brown (7.5YR 5/6) loam; sub -angular blocky; firm; non- sticky, non -
plastic
C- 47 to 65 inches, light reddish brown (5YR 4/4) loam, sub -angular blocky; firm, non -
sticky, plastic
R 65+ inches, rock
Saturated Hydraulic Conductivity (KsaT) Tests
A total of nine KsaT tests were conducted within the proposed drip areas on October 27 and 30,
2023 (locations noted in Attachment 2). The purpose of these tests was to determine
permeability within the most restrictive soil horizon (C horizons). All tests were performed
with a Johnson Permeameter. The results are summarized below. The field datasheets,
computational spreadsheets, and soil boring logs are in Attachment 5. Results have been
rounded to the nearest thousandth to maintain significant figures.

Table 1. Saturated Hydraulic Conductivity (KsaT) Data.
-----inches-----
----- in/hr-----
1
26
0.12
2
24
0.05
3
30
0.21
4
30
0.06
5
32
0.05
6
19
0.17
7
16
0.62
8
18
0.63
9
36
0.18
Geometric Mean 0.090
(1-6) Yellow Area
Geometric Mean 0.408
(7-9) Purple Area
Loading Rate and Spravfield Computations and Recommendations
Based on the KsaT data, we recommend a permeability rate of 0.2 in/hr be used in the water
balance computation for this system. The wastewater irrigation rate was determined using the
above KsaT data in accordance with the Single -Family Residence Wastewater Irrigation System
Loading Rate Calculation Policy and the Single -Family Residence Loading Rate Workbook.
The computation spreadsheets developed to satisfy the 15A NCAC 02T 0.0500 rules are
available in Attachment 6. The Thornthwaite Method and 80th percentile precipitation was used
in the computations below.
Proposed loading rates for the wastewater system are computed using the water balance provided in
the Single -Family Residence Loading Rate Workbook; however, they are summarized below.
Loading rates can vary widely depending on the soil permeability rate and design factor used in the
computation. A loading rate of 2,239,133 gal/year (0.5 in/week) is recommended for this system
and the instantaneous application rate should not exceed 0.2 in/hour.
The approximate land area required for an irrigation system is calculated based on the size of the
proposed residence and the loading rate of the soil. Based on the design flow of 5,600 gallons/day
and annual loading rate of 2,044,000 gal/year, the minimum size of for the spray field required is
approximately 126,114 square feet. The total area evaluated that is suitable for the proposed system
is about 204,196 square feet, so ample space is available for the wastewater irrigation system within
the evaluated area. The vegetation in the proposed irrigation field should be carefully removed by
hand during the installation process where necessary (the existing vegetation is so thick that
installation is not possible without clearing).
The surface of the soil will need to be smoothed prior to installation. The natural topography
is ideal to shed surface water, and this should not be adjusted. The present soil surface texture
is sandy loam and offers a good infiltrative surface. Fill material, where needed, should have
the following characteristics:

1) Coarse fragments as defined by USDA (2 mm to 3.0 inches) shall not exceed 10% by
volume of the volume of the fill material.
2) Fill material shall not contain more than 5% organic matter (including leaf debris,
twigs, sticks, etc.)
3) Fill material shall not include any construction debris such as bricks, concrete,
construction wood materials, or any components or fragments of such.
4) Fill material shall classify under one of the following USDA soil texture classes:
loamy sand, sandy loam, sandy clay loam, loam, or silt loam. Particle size analysis may
be confirmed by a third -party testing laboratory if necessary.
AWT is recommending a surface drip irrigation system with ADVANTEX pretreatment to serve
the proposed event center. The proposed system will satisfy the design criteria outlined in 15A
NCAC 02T .0605.
We appreciate the opportunity to assist you in this matter. Please contact us with any questions,
concerns, or comments.

Attachment 1: GIS Map

Tax Info
More info
PERIMETER FT
9,181
PIN
9623-08-8043-OD
ACRES
61.71
Prop Addr
385 WAKEFIELD RD
Ownerl
HD USE: ROBERT E JR
Dwneri
MailADRNO
1623
MailADf DD
MailADRDIR
MailADRSTR
TEMPTING, CHURCH
MailADRSUF
RD
mailCity
SANFORD
mailState
NC
mailzip
27330
TAX VALUE LAND $
288.900
TAX VALUE BLDC S
0

Attachment 2: AWT Evaluation Map

*Surface water and/or bad topo areas have not been officially evaluated for stream ID according to local regulatory requirements. This map is intended for preliminary purposes only and not to be used as a plat/survey or can it be assumed all streams are identified on this property.*

Attachment 3: Site Plan Drawing

VICINITY MAP
SCALE = 1:2500
PRIMITIVE CAMPI
SITES (
SITE DATA
DEVELOPER
ROBERT HOUSE
1623 TEMPTING CHURCH ROAD
SANFORD, NC 27330
PHONE: [phone]
PROPERTY INFO:
HOUSE, ROBERT E JR
DB. 1671 PG.006
PIN #:9623-08-8043-00
AREA: 62.32 AC +/-
ZONING: RA - RESIDENTIAL AGRICULTURE
:161»:A W &II =11 I=yiCd'IV
FRONT = 30 FEET
REAR = 30 FEET
SIDE = 10 FEET
I / RAFTING AND DESIGN
/
I SERVICES INC. O
/
I / 6728 CARBONTON ROAD
Sanford, North Carolina 27330
I [phone] phone
/ [e-mail]
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REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale: Drawn by:
1 "=150' MDK
Sheet: Designed by:
MDK
Reviewed by:
C 1 of 7 MTB
Project Number: Date:
2022-52 NOV 2022

Attachment 4: Soil Profile Descriptions

Property ID#: 9623-08-803-00
Property Recorded:
County: Sanford
SOIL/SITE EVALUATION
FOR
ON -SITE WASTEWATER SYSTEM
Applicant: Mr. Robert House
Address: Robert House
1623 Temntine Church Rd.
Sanford, NC 27330
Location Site: 385 Wakefield Rd. Sanford, NC 27330
Owner:_ Agent: X Phone: [phone]
Date Evaluated: October 27 & 30, 2023
Proposed Facility: Residential
Property Size: ADDroximately 100 acres
Water Supply: On Site Well X Comm. Well_ Public_ Other_ Evaluation Method: Auger Boring X Pit—
Cut-KSAT 1 (Yellow Area) PROFILE
Horizon/ Matrix
Mottles
Mottle
(a)(1) (a)(2)
(a)(3)
Consistence
Consistence
Depth (IN)
Abundance
Texture Structure
Minerology
Wet
Moist
/ Contrast
A 0-6" 10YR 4/3
None
None
SL GR
NEXP
NS, NP
Vfr
E 6-12" 10YR 4/4
None
None
SL GR
NEXP
NS, NP
Vfr
BC 12-20" 7.5YR 5/4
None
None
CL SBK
SEXP
SS, SP
Fi
C 20-26"+ 7.5YR 6/4
None
None
L SBK
SEXP
NS, NP
VFi
.1940 Landscape Pos/Slope %
- Suitable, <15%
Profile LTAR
-
0.4 — 0.1 GPD/ft2
.1942 Wetness Condition
- Suitable
System Type
.1943/.1956 Saprolite
- Suitable
.1944 Restrictive Horizon
- Suitable
.1948 Profile Classification
- Provisionally suitable
Comments: KSAT run at 26 inches
KSAT 2 (Yellow Area) PROFILE
Horizon/ Matrix
Depth (IN)
Mottles Mottle (a)(1) (a)(2) (a)(3) Consistence Consistence
Abundance Texture Structure Minerology Wet Moist
/ Contrast
A 0-6" 10YR 4/3
None
E 6-10" 10YR 4/4
None
BC 10-18" 7.5YR 5/4
None
C 18-24"+ 7.5YR 5/6
None
.1940 Landscape Pos/Slope %
- Suitable, <15%
.1942 Wetness Condition
- Suitable
.1943/.1956 Saprolite
- Suitable
.1944 Restrictive Horizon
- Suitable
.1948 Profile Classification
- Provisionally suitable
Comments: KSAT run at 24 inches
None
SL GR
NEXP
NS, NP
Vfr
None
SL GR
NEXP
NS, NP
Vfr
None
CL SBK
SEXP
SS, SP
Fi
None
L SBK
SEXP
NS, NP
Fi
Profile LTAR
- 0.4 — 0.1 GPD/ft2
System Type

KSAT 3 (Yellow Area) Profile
Horizon/ Matrix
Depth (IN)
Mottles Mottle (a)(1) (a)(2) (a)(3) Consistence Consistence
Abundance Texture Structure Minerology Wet Moist
/ Contrast
A 0-5" 10YR 413
None
E 5-16" 10YR 4/4
None
BC 16-26" 7.5YR 5/4
None
C 26-30"+ 7.5YR 314
None
.1940 Landscape Pos/Slope %
- Suitable, <15%
.1942 Wetness Condition
- Suitable
.1943/.1956 Saprolite
- Suitable
.1944 Restrictive Horizon
- Suitable
.1948 Profile Classification
- Provisionally suitable
Comments: KSAT run at 30 inches
KSAT 4 (Yellow Area) PROFILE
Horizon/ Matrix
Depth (IN)
None
SL GR
NEXP
NS, NP
Vfr
None
SL GR
NEXP
NS, NP
Vfr
None
CL SBK
SEXP
SS, SP
Fi
None
L SBK
SEXP
NS, NP
Fi
Profile LTAR
- 0.4 — 0.1 GPD/f'
System Type
Mottles Mottle (a)(1) (a)(2) (a)(3) Consistence Consistence
Abundance Texture Structure Minerology Wet Moist
/ Contrast
A 0-8" 10YR 4/3
None
E 8-15" 10YR 4/4
None
BC 15-24" 7.5YR 5/4
None
C 24-30"+ 7.5YR 3/4
None
.1940 Landscape Pos/Slope %
- Suitable, <15%
.1942 Wetness Condition
- Suitable
.1943/.1956 Saprolite
- Suitable
.1944 Restrictive Horizon
- Suitable
.1948 Profile Classification
- Provisionally suitable
Comments: KSAT run at 30 inches
KSAT 5 (Yellow Area) PROFILE
Horizon/ Matrix
Depth (IN)
None
SL GR
NEXP
NS, NP
Vfr
None
SL GR
NEXP
NS, NP
Vfr
None
CL SBK
SEXP
SS, SP
Fi
None
L SBK
SEXP
NS, NP
Fi
Profile LTAR
- 0.4 — 0.1 GPD/f'
System Type
Mottles Mottle (a)(1) (a)(2) (a)(3) Consistence Consistence
Abundance Texture Structure Minerology Wet Moist
/ Contrast
A 0-6" 10YR 4/3
None
E 6-14" 10YR 4/4
None
BC 14-28" 7.5YR 5/4
None
C 28-32"+ 7.5YR 3/4
None
.1940 Landscape Pos/Slope % - Suitable, <15%
.1942 Wetness Condition
- Suitable
.1943/.1956 Saprolite
- Suitable
.1944 Restrictive Horizon
- Suitable
.1948 Profile Classification
- Provisionally suitable
None
SL GR
NEXP
NS, NP
Vfr
None
SL GR
NEXP
NS, NP
Vfr
None
CL SBK
SEXP
SS, SP
Fi
None
L SBK
SEXP
NS, NP
Fi
Profile LTAR
- 0.4 — 0.1 GPD/ff
System Type

Comments: KSAT run at 32 inches
KSAT 6 (Yellow Area) PROFILE
Horizon/ Matrix
Depth (IN)
Mottles Mottle (a)(1) (a)(2) (a)(3) Consistence Consistence
Abundance Texture Structure Minerology Wet Moist
/ Contrast
A 04" 10YR 4/3
None
E 4-10" 10YR 4/4
None
BC 10-16" 7.5YR 5/4
None
C 16-19"+ 7.5YR 3/4
None
.1940 Landscape Pos/Slope % - Suitable, <15%
.1942 Wetness Condition
- Suitable
.1943/.1956 Saprolite
- Suitable
.1944 Restrictive Horizon
- Suitable
.1948 Profile Classification
- Provisionally suitable
Comments: KSAT run at 19
inches
KSAT 7 (Purple Area) PROFILE
Horizon/ Matrix Mottles
Depth (IN)
A 0-2" 10YR 4/3 None
Bt 2-12" 10YR 5/6 None
BC 12-16"+ 7.5YR 5/6 None
.1940 Landscape Pos/Slope % - Suitable, <15%
.1942 Wetness Condition - Suitable
.1943/.1956 Saprolite - Suitable
.1944 Restrictive Horizon - Suitable
.1948 Profile Classification - Provisionally suitable
Comments: KSAT run at 16 inches
KSAT 8 (Purple Area) PROFILE
Horizon/ Matrix
Depth (IN)
A 0-6" 10YR 4/3 None
Bt 6-16" 10YR 5/6 None
BC 16-18"+ 7.5YR 5/6 None
None
SL GR
NEXP
NS, NP
Vfr
None
SL GR
NEXP
NS, NP
Vfr
None
CL SBK
SEXP
SS, SP
Fi
None
L SBK
SEXP
NS, NP
Fi
Profile LTAR
- 0.4 — 0.1 GPD/f'
System Type
Mottle
(a)(1)
(a)(2)
(a)(3)
Abundance
Texture
Structure
Minerology
/ Contrast
None
SL
GR
NEXP
None
L
SBK
SEXP
None
CL
SBK
SEXP
Profile LTAR
System Type
Consistence Consistence
Wet Moist
NS, NP
NS, NP
SS, SP
- 0.4 — 0.1 GPD/ffz
Mottles Mottle
(a)(1)
(a)(2)
(a)(3)
Abundance
Texture
Structure
Minerology
/ Contrast
None
SL
GR
NEXP
None
L
SBK
SEXP
None
L
SBK
SEXP
1940 Landscape Pos/Slope % - Suitable, <15%
1942 Wetness Condition - Suitable
1943/.1956 Saprolite - Suitable
1944 Restrictive Horizon - Suitable
1948 Profile Classification - Provisionally suitable
Profile LTAR
System Type
Vfr
Fr
Fi
Consistence Consistence
Wet Moist
NS, NP Vfr
NS, NP Fr
SS, SP Fi
- 0.4 — 0.1 GPD/f'

Comments: KSAT run at 18 inches
KSAT 9 (Purple Area) PROFILE
Horizon/ Matrix
Depth (IN)
Mottles Mottle (a)(1) (a)(2) (a)(3) Consistence Consistence
Abundance Texture Structure Minerology Wet Moist
/ Contrast
A 04" 10YR 4/3
None
Bt 4-24" 10YR 5/6
None
Bt2 24-32"+ 7.5YR 5/6
None
BC 32-36"+ 7.5YR 5/6
None
.1940 Landscape Pos/Slope %
- Suitable, <15%
.1942 Wetness Condition
- Suitable
.1943/.1956 Saprolite
- Suitable
.1944 Restrictive Horizon
- Suitable
.1948 Profile Classification
- Provisionally suitable
Comments: KSAT run at 36 inches
Deep Boring (Yellow Area) PROFILE
Horizon/ Matrix Mottles
Depth (IN)
A 0-5" 10YR 4/3
None
E 5-13" 10YR 4/4
None
BC 13-20" 7.5YR 5/4
None
C 20-36" 7.5YR 6/3
None
R 36"+
.1940 Landscape Pos/Slope %
- Suitable, <15%
.1942 Wetness Condition
- Suitable
.1943/.1956 Saprolite
- Suitable
.1944 Restrictive Horizon
- Suitable
.1948 Profile Classification
- Provisionally suitable
Comments: Total depth is 36 inches to rock.
Deep Boring (Purple Area) PROFILE
Horizon/ Matrix Mottles
Depth (IN)
A 0-10"
5YR 4/3
None
Btl 10-22"
IOYR 5/6
None
Bt2 22-40"
IOYR 5/8
None
BC 40-47"
7.5YR 5/6
None
C 47-65"+
5YR 4/4
None
R 65"+
.1940 Landscape Pos/Slope
% - Suitable, <15%
.1942 Wetness Condition
- Suitable
None
SL GR
NEXP
NS, NP
Vfr
None
CL SBK
SEXP
NS, NP
Fi
None
CL SBK
SEXP
SS, SP
Fi
None
L SBK
SEXP
NS. NP
Fr
Profile LTAR
- 0.4 — 0.1 GPD/ff2
System Type
Mottle
(a)(1) (a)(2)
(a)(3)
Consistence
Consistence
Abundance
Texture Structure
Minerology
Wet
Moist
/ Contrast
None
SL GR
NEXP
NS, NP
Vfr
None
SL GR
NEXP
NS, NP
Vfr
None
CL SBK
SEXP
SS, SP
Fi
None
L SBK
SEXP
NS, NP
Fr
Profile LTAR
-
0.4 — 0.1 GPD/ft2
System Type
Mottle
(a)(1) (a)(2)
(a)(3)
Consistence
Consistence
Abundance
Texture Structure
Minerology
Wet
Moist
/ Contrast
None
SL GR
NEXP
NS, NP
Vfr
None
L SBK
NEXP
SS, SP
Fr
None
CL SBK
SEXP
SS, SP
Fi
None
CL SBK
SEXP
NS, NP
Fi
None
L SBK
SEXP
NS, P
Fi
Profile LTAR
-
0.4 — 0.1 GPD/ft2
System Type

.1943/.1956 Saprolite - Suitable
.1944 Restrictive Horizon - Suitable
.1948 Profile Classification - Provisionally suitable
Comments: Total depth is 65 inches to rock.
EVALUATED BY: Jeff Vaughan. Trent Bostic. Heath Clann. Brent Purdum, and Jordan Harris
COMMENTS:

LEGEND OF ABBREVIATIONS FOR SITE EVALUATION FORM
LANDSCAPE
TEXTURE GROUP
TEXTURE CLASS
.1955 LTAR
POSITION
(gal/day/sqft)
I
S - Sand
1.2-.08
CC - Concave Slope
LS - Loamy Sand
CV - Convex Slope
DS - Debris Slump
II
SL - Sandy Loam
0.8
- 0.6
D - Depression
L - Loam
DW - Drainage Way
FP - Flood Plain
III
SCL - Sandy Clay Loam
0.6
- 0.3
FS - Foot Slope
CL - Clay Loam
H - Head Slope
SiL - Silt Loam
I - Interflueve
Si - Silt
L - Linear Slope
SiCL - Silt Clay Loam
N - Nose Slope
P - Pocosin
IV
SC - Sandy Clay
0.4
- 0.1
R - Ridge
C - Clay
S - Shoulder
SiC - Silty Clay
T - Terrace
O - Organic
MOIST CONSISTENCE
MOTTLES
WET CONSISTENCE
STRUCTURE
Vfr - Very Friable
1 -Few
NS
- Non Sticky
G - Single Grain
Fr - Friable
2 - Common
SS
- Slightly Sticky
M - Massive
Fi - Firm
3 - Many
S -
Sticky
CR - Crumb
Vfi - Very Firm
VS
- Very Sticky
GR - Granular
Efi - Extremely Firm
F - Faint
SBK - Subgranular Blocky
D - Distinct
NP
- Non Plastic
ABK - Angular Blocky
P - Prominent
SP
- Slightly Plastic
PL - Platy
P -
Plastic
PR - Prismatic
f - Fine
VP
- Very Plastic
m - Medium
c - Coarse

Attachment 5: NCDA Soil Fertility Analysis

NCDA&CS Agronomic Division Phone: [phone]
Sampled:
Website: www.ncagr.gov/Divisions/Agronomic-Services
Client: Robert House
Predictive 1623 Tempting Church Rd
Sanford, NC 27330
Soil Report Mehlich-3 Extraction
Sampled County :Lee
Soil Testina Section
Client ID: 547806
Received: 10/04/2023 Completed: 10/13/2023 Farm:
Sample ID: Fertility
Recommendations:
Lime
Yellow Area
Crop
(tons/acre)
N P2O5
Lime History:
1 - Hardwood, E
1.2
0 40
2 - Hardwood, M
0.0
80-120 40
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
HM% W/V CEC
BS% Ac pH
P-1 K-1
Ca% Mg%
0.56 0.99 3.7
24 2.8 4.7
19 22
14 7
Sample ID: A -Yellow Area Recommendations: Lime
Crop (tons/acre) N P2O5
Lime History: 1 - Hardwood, E 1.4 0 60
2 - Hardwood, M 0.0 80-120 60
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
HM% W/V CEC BS% Ac pH P-1 K-1 Ca% Mg%
0.51 1.02 3.9 21 3.1 4.6 8 18 13 6
North Carol Ina
Tubae4u Fru!A Fund CLxamisskm
Nutrients (lb/acre)
K2O Mg S Mn Zn
70 25 0 0 0
30 $ 0
Report No. FY24-SL006522
Advisor: Agriwaste
501 N Salem St
Apex, NC 27502
Advisor ID: 547807
More
Cu B Information
$ 0 Note: 11 Note: $
$ 0 Note: 11 Note: $
Soil Class: Mineral
S-1 Mn-I Mn-All Mn-Al2 Zn-I Zn-AI Cu-I Na ESP SS-1 NO3-N
39 1029 639 38 38 20 0.0
Nutrients (lb/acre)
K2O Mg S Mn Zn
70 25 0 0 0
40 $ 0
More
Cu B Information
$ 0 Note: 11 Note: $
$ 0 Note: 11 Note: $
Soil Class: Mineral
S-1 Mn-I Mn-All Mn-AI2 Zn-I Zn-AI Cu-I Na ESP SS-1 NO3-N
30 541 346 28 28 20 0.0
Reprogramming of the laboratory -information -management system that makes this report possible is being funded
through a grant from the North Carolina Tobacco Trust Fund Commission.
Thank you for using agronomic services to manage nutrients and safeguard environmental quality.
- Steve Troxler, Commissioner of Agriculture

NCDA&CS Agronomic Division Phone: [phone] Website: www.ncagr.gov/Divisions/Agronomic-Services
Report No.
Robert House
Sample ID: E-Yellow Area Recommendations: Lime
Nutrients (lb/acre)
Crop (tons/acre) N P2O5
K2O
Mg S
Mn Zn
Cu B
Lime History: 1 - Hardwood, E 1.0 0 70
90
25 20
0 $
$ 0
2 - Hardwood, M 0.0 80-120 70
60
$
$
$ 0
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC BS% Ac pH P-1 K-1 Ca% Mg% S-1
Mn-I
Mn-All Mn-Al2
Zn-I Zn-AI
Cu-I Na
0.18 1.17 2.6 19 2.1 4.6 3 9 12 6 20
156
115
8 8
5 0.1
Sample ID: BC -Yellow Area Recommendations:
Lime
Nutrients (lb/acre)
Crop
(tons/acre)
N P2O5
K2O
Mg
S
Mn Zn Cu
Lime History: 1 - Hardwood, E
1.0
0 80
80
25
20
0 $ $
2 - Hardwood, M
0.0
80-120 80
60
$
$ $
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC BS% Ac pH
P-1 K-1
Ca% Mg% S-1
Mn-I
Mn-All
Mn-AI2
Zn-I Zn-AI Cu-I
0.13 1.19 2.4 18 2.0 4.5
2 11
9 7 21
103
83
3 3 5
Sample ID: C-Yellow Area Recommendations:
Lime
Nutrients (lb/acre)
Crop
(tons/acre)
N P2O5
K2O
Mg
S
Mn
Zn Cu
Lime History: 1 - Hardwood, E
1.4
0 70
70
0
20
0
0 $
2 - Hardwood, M
0.0
80-120 70
40
0
0 $
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC BS% Ac pH
P-1 K-1
Ca% Mg% S-1
Mn-I
Mn-All
Mn-AI2
Zn-I
Zn-AI Cu-I
0.22 1.16 4.1 30 2.8 4.5
4 21
12 16 22
334
222
390
390 20
FY24-SL006522
Page 2 of 5
More
Information
Note: 11 Note: $
Note: 11 Note: $
ESP SS-1 NO3-N
4
More
B Information
0 Note: 11 Note: $
0 Note: 11 Note: $
Na ESP SS-1 NO3-N
0.1 4
More
B Information
0 Note: 11 Note: $
0 Note: 11
Na ESP SS-1 NO3-N
0.2 5

NCDA&CS Agronomic Division Phone: [phone] Website: www.ncagr.gov/Divisions/Agronomic-Services
Report No.
Robert House
Sample ID: Fertility
Recommendations: Lime
Nutrients (lb/acre)
Purple Area
Crop (tons/acre) N P2O5
K2O
Mg S
Mn Zn
Cu B
Lime History:
1 - Hardwood, E 1.7 0 70
80
25 20
0 $
$ 0
2 - Hardwood, M 0.0 80-120 70
50
$
$
$ 0
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC
BS% Ac pH P-1 K-1 Ca% Mg% S-1
Mn-I
Mn-All Mn-Al2
Zn-I Zn-AI
Cu-I Na
0.51 0.97 4.0
19 3.2 4.3 3 14 12 6 20
151
112
20 20
10 0.1
Sample ID: A -Purple Area Recommendations:
Lime
Nutrients (lb/acre)
Crop
(tons/acre)
N P2O5
K2O
Mg
S
Mn Zn Cu
Lime History: 1 - Hardwood, E
0.9
0 70
80
25
20
0 $ $
2 - Hardwood, M
0.0
80-120 70
60
$
$ $
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC BS% Ac pH
P-1 K-1
Ca% Mg% S-1
Mn-I
Mn-All
Mn-AI2
Zn-I Zn-AI Cu-I
0.36 1.07 2.5 22 1.9 4.6
4 10
13 6 15
216
152
5 5 10
Sample ID: BW1-
Recommendations:
Lime
Nutrients (lb/acre)
Purple Area
Crop
(tons/acre)
N P2O5
K2O
Mg
S
Mn Zn Cu
Lime History:
1 - Hardwood, E
1.2
0 80
90
25
0
0 $ $
2 - Hardwood, M
0.0
80-120 80
60
$
$ $
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC
BS% Ac pH
P-1 K-1
Ca% Mg% S-1
Mn-I
Mn-All
Mn-AI2
Zn-I Zn-AI Cu-I
0.09 1.09 2.9
15 2.4 4.5
1 8
8 5 44
6
26
3 3 5
FY24-SL006522
Page 3 of 5
More
Information
Note: 11 Note: $
Note: 11 Note: $
ESP SS-1 NO3-N
3
More
B Information
0 Note: 11 Note: $
0 Note: 11 Note: $
Na ESP SS-1 NO3-N
0.0
More
B Information
0 Note: 11 Note: $
0 Note: 11 Note: $
Na ESP SS-1 NO3-N
0.1 3

NCDA&CS Agronomic Division Phone: [phone] Website: www.ncagr.gov/Divisions/Agronomic-Services
Report No.
Robert House
Sample ID: BW2-
Recommendations: Lime
Nutrients (lb/acre)
Purple Area
Crop (tons/acre) N P2O5
K2O
Mg S
Mn Zn
Cu B
Lime History:
1 - Hardwood, E 1.3 0 80
90
0 0
$ $
$ 0
2 - Hardwood, M 0.0 80-120 80
60
0
$
$ 0
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC
BS% Ac pH P-1 K-1 Ca% Mg% S-1
Mn-I
Mn-All Mn-Al2
Zn-I Zn-AI
Cu-I Na
0.04 1.13 3.3
20 2.6 4.5 0 8 9 10 110
4
24
0 0
5 0.1
Sample ID: BC -Purple Area
Recommendations:
Lime
Nutrients (lb/acre)
Crop
(tons/acre)
N P2O5
K2O
Mg S
Mn Zn Cu
Lime History:
1- Hardwood, E
1.4
0 80
80
0 0
0 0 $
2 - Hardwood, M
0.0
80-120 80
60
0
0 $
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC
BS% Ac pH
P-1 K-1
Ca% Mg% S-1
Mn-I
Mn-All Mn-AI2
Zn-I Zn-AI Cu-I
0.09 1.12 3.4
21 2.7 4.4
1 10
10 10 76
19
34
50 50 5
Sample ID: C-Purple Area Recommendations:
Lime
Nutrients (lb/acre)
Crop
(tons/acre)
N P2O5
K2O
Mg S
Mn Zn Cu
Lime History: 1 - Hardwood, E
1.3
0 80
80
0 0
0 $ $
2 - Hardwood, M
0.0
80-120 80
50
0
$ $
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC BS% Ac pH
P-1 K-1
Ca% Mg% S-1
Mn-I
Mn-All Mn-AI2
Zn-I Zn-AI Cu-I
0.04 1.11 3.3 22 2.6 4.4
1 15
8 12 33
12
29
13 13 5
FY24-SL006522
Page 4 of 5
More
Information
Note: 11 Note: $
Note: 11
ESP SS-1 NO3-N
3
More
B Information
0 Note: 11 Note: $
0 Note: 11
Na ESP SS-1 NO3-N
0.1 3
More
B Information
0 Note: 11 Note: $
0 Note: 11
Na ESP SS-1 NO3-N
0.1 3

NCDA&CS Agronomic Division Phone: [phone] Website: www.ncagr.gov/Divisions/Agronomic-Services Report No. FY24-SL006522
Robert House
Understanding the Soil Report: explanation of measurements, abbreviations and units
Recommendations
Lime
If testing finds that soil pH is too low for the crop(s) indicated, a lime recommendation will be given in units of either
ton/acre or Ib/1000 sq ft. For best results, mix the lime into the top 6 to 8 inches of soil several months before planting.
For no -till or established plantings where this is not possible, apply no more than 1 to 1.5 ton/acre (50 to 75 Ib/1000 sq ft)
at one time, even if the report recommends more. You can apply the rest in similar increments every six months until the
full rate is applied. If Mg is recommended and lime is needed, use dolomitic lime.
Fertilizer
Each nutrient recommendation for field crops or other large areas are listed separately in units of lb/acre unless
otherwise specified. Recommendations for N (and sometimes for B) are based on research/field studies for the crop
being grown, not on soil test results. Recommendations for K and P will depend on K-1 and P-1 soil test results and the
crop to be grown. Generally, at K-1 and P-1 values > 50, recommendations will be minimal. If Mg is needed and no lime is
recommended, 0-0-22 (11.5% Mg) is an excellent source; 175 to 250 lb/acre alone or in a fertilizer blend will usually
satisfy crop needs. Soluble salt levels (SS-1) appear only on reports for diagnostic/problem samples.
Farmers and other commercial producers should pay special attention to micronutrient levels. If $, pH$, $pH, C or Z
notations appear on the soil report in the recommendation section, refer to NCDA&CS
$Note: Secondary Nutrients and Micronutrients. Various NCDA&CS crop notes also address lime and fertilizer needs.
Recommendations for small areas, such as home lawns/gardens, are listed in units of Ib/1000 sq ft. If you cannot find
the exact fertilizer grade recommended on the report, visit NCDA&CS Fertilizer Substitutions to find information that may
help you choose a comparable alternate. For more information, read NCSU publication,
A Homeowner's Guide to Fertilizer. In general, homeowners do not need to be concerned about micronutrients.
Test Results
The first seven parameters [soil class, HM%, W/V, CEC, BS%, Ac and pH] describe the soil and its degree of acidity.
The remaining 16 parameters [P-1, K-1, Ca%, Mg%, Mn-1, Mn-All, Mn-AI2, Zn-I, Zn-AI, Cu-I, S-1, SS -I, Na, ESP, SS -I,
NO3-N (not routinely available)] indicate levels of plant nutrients or other fertility measurement. Visit NCDA&CS
Understand Your Report for more information.
Page 5 of 5
Report Abbreviations
Ac
exchangeable acidity
B
boron
BS%
% CEC occupied by basic
cations
Ca%
% CEC occupied by calcium
CEC
cation exchange capacity
Cu-I
copper index
ESP
exchangeable sodium percent
HM%
percent humic matter
K-1
potassium index
K20
potash
Mg%
% CEC occupied by magnesium
MIN
mineral soil class
Mn
manganese
Mn-All
Mn-availability index for crop 1
Mn-Al2
Mn-availability index for crop 2
Mn-I
manganese index
M-0
mineral -organic soil class
N
nitrogen
Na
sodium
NO3-N
nitrate nitrogen
ORG
organic soil class
pH
current soil pH
P-1
phosphorus index
P205
phosphate
S-1
sulfur index
SS-1
soluble salt index
W/V
weight per volume
Zn-AI
zinc availability index

Attachment 6: KSAT Information

Constant -Head Borehole Permeameter Test
Project Name........:
House- Event Center
Project No .............:
Project Location...:
Tempting Church Rd.
Boring Depth.........:
26 in (Specify units)
Boring Diameter...:
8.9 cm
Boring Radius r.....:
4.45 cm
Soil/Water Tmp. T:
25 *C
Dyn. Visc. @ T......:
0.000891 kg/m•s
VOLUME
Volume Out
TIME
(m1)
(m1)
(h:mm:ss A/P)
Start Soak
7:40:00 AM
3,250
#VALUE!
8:20:00 AM
2,700
550
9:20:00 AM
2,220
480
10:20:00 AM
2,010
210
10:50:00 AM
1,790
220
11:20:00 AM
1,550
240
11:50:00 AM
1,350
200
12:20:00 PM
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) (File Name.....: USBR-7300-89-Cond. I
Boring No...........: Ksat 1-Y Solution and Terminology (USBR 7300-89 Condition 1)*
Investigators......: Brent Purdum and Jordan Harris KB= QV/(2r[H2)[In{H/r+((H/r)2+1)05)-((H/r)2+1)0-/(H/r)+1/(H/r))]
Date ...................: 10/27/23 where:
WCU Base Ht. h: 10.0 cm*** KB: (Coefficient of Permeability) @ base Tmp. TB °C: 25
WCU Susp. Ht. S: 7.6 cm Q: Rate of flow of water from the borehole
Const. Wtr. Ht. H: 17.6 cm H: Constant height of water in the borehole
H/r**.................: 4.0 r: Radius of the cylindrical borehole
Dyn. Visc. @ TB.: 0.000891 kg/m•s V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
Interval Elapsed Time Flow Rate Q--------------------- KB Equivalent Values --------------------------
(hr:min:sec) I (min) I (ml/min) (pm/sec) I (cm/sec) I (cm/day) I (in/hr) I (ft/d;
0:40:00
40.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
1:00:00
60.00
9.17
1.0
1.02E-04
8.9
0.15
0.29
1:00:00
60.00
8.00
0.9
8.94E-05
7.7
0.13
0.25
0:30:00
30.00
7.00
0.8
7.82E-05
6.8
0.11
0.22
0:30:00
30.00
7.33
0.8
8.20E-05
7.1
0.12
0.23
0:30:00
30.00
8.00
0.9
8.94E-05
7.7
0.13
0.25
0:30:00
30.00
6.67
0.7
7.45E-05
6.4
0.11
0.21
Natural Moisture.......: Consistency ...............: Total Time Enter KB Value: 8.20E-01 8.20E-05 7.1 0.12 0.23
USDA Txt./USCS Class: Water Table Depth...: (min) (Averaged last 3 readings
Struct./% Pass. #200..: Init. Saturation Time.: 280.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5 - <_10. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
12.00
.E
E
(7 10.00
w
R
W 8.00
3
0
LL
6.00
4.00
2.00
0.00
0
Flow Rate Q vs. Total Elapsed Time
50 100
Total Elapsed Time (min)
150
200
250
300

Constant -Head Borehole Permeameter Test
Project Name........:
House- Event Center
Project No .............:
Project Location...:
Tempting Church Rd.
Boring Depth.........:
24 in (Specify units)
Boring Diameter...:
8.9 cm
Boring Radius r.....:
4.45 cm
Soil/Water Tmp. T:
25 *C
Dyn. Visc. @ T......:
0.000891 kg/m•s
VOLUME
Volume Out
TIME
(m1)
(m1)
(h:mm:ss A/P)
Start Soak
7:42:00 AM
3,250
#VALUE!
8:22:00 AM
3,000
250
9:22:00 AM
2,840
160
10:22:00 AM
2,760
80
10:52:00 AM
2,670
90
11:22:00 AM
2,560
110
11:52:00 AM
2,470
90
12:22:00 PM
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) (File Name.....: USBR-7300-89-Cond. I
Boring No...........: Ksat 2-Y Solution and Terminology (USBR 7300-89 Condition 1)*
Investigators......: Brent Purdum and Jordan Harris KB= QV/(2r[H2)[In{H/r+((H/r)2+1)05)-((H/r)2+1)0-/(H/r)+1/(H/r))]
Date ...................: 10/27/23 where:
WCU Base Ht. h: 10.0 cm*** KB: (Coefficient of Permeability) @ base Tmp. TB °C: 25
WCU Susp. Ht. S: 7.6 cm Q: Rate of flow of water from the borehole
Const. Wtr. Ht. H: 17.6 cm H: Constant height of water in the borehole
H/r**.................: 4.0 r: Radius of the cylindrical borehole
Dyn. Visc. @ TB.: 0.000891 kg/m•s V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
Interval Elapsed Time Flow Rate Q--------------------- KB Equivalent Values --------------------------
(hr:min:sec) I (min) I (ml/min) (pm/sec) I (cm/sec) I (cm/day) I (in/hr) I (ft/d;
0:40:00
40.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
1:00:00
60.00
4.17
0.5
4.66E-05
4.0
0.07
0.13
1:00:00
60.00
2.67
0.3
2.98E-05
2.6
0.04
0.08
0:30:00
30.00
2.67
0.3
2.98E-05
2.6
0.04
0.08
0:30:00
30.00
3.00
0.3
3.35E-05
2.9
0.05
0.10
0:30:00
30.00
3.67
0.4
4.10E-05
3.5
0.06
0.12
0:30:00
30.00
3.00
0.3
3.35E-05
2.9
0.05
0.10
Natural Moisture.......: Consistency ...............: Total Time Enter KB Value: 3.73E-01 3.73E-05 3.2 0.05 0.11
USDA Txt./USCS Class: Water Table Depth...: (min) (Averaged last 3 readings
Struct./% Pass. #200..: Init. Saturation Time.: 280.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5 - <_10. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
4.50
.E
E 4.00
Of
y 3.50
R
W 3.00
3
0
LL 2.50
2.00
1.50
1.00
0.50
0.00
0
Flow Rate Q vs. Total Elapsed Time
50 100
Total Elapsed Time (min)
150
200
250
300

Constant -Head Borehole Permeameter Test
Project Name........:
House- Event Center
Project No .............:
Project Location...:
Tempting Church Rd.
Boring Depth.........:
30 in (Specify
units)
Boring Diameter...:
8.9 cm
Boring Radius r.....:
4.45 cm
Soil/Water Tmp. T:
25 *C
Dyn. Visc. @ T......:
0.000891 kg/m•s
VOLUME
Volume Out
TIME
(m1)
(m1)
(h:mm:ss A/P)
Start Soak
7:45:00 AM
3,250
#VALUE!
8:25:00 AM
2,200
1,050
9:25:00 AM
1,340
860
10:25:00 AM
900
440
10:55:00 AM
510
390
11:25:00 AM
90
420
11:55:00 AM
refill
#VALUE!
3,250
#VALUE!
11:55:00 AM
2,840
410
12:27:00 PM
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) (File Name.....: USBR-7300-89-Cond. I
Boring No...........: Ksat 3-Y Solution and Terminology (USBR 7300-89 Condition 1)*
Investigators......: Brent Purdum and Jordan Harris KB= QV/(2r[H2)[In{H/r+((H/r)2+1)05)-((H/r)2+1)0-/(H/r)+1/(H/r))]
Date ...................: 10/27/23 where:
WCU Base Ht. h: 10.0 cm*** KB: (Coefficient of Permeability) @ base Tmp. TB °C: 25
WCU Susp. Ht. S: 7.6 cm Q: Rate of flow of water from the borehole
Const. Wtr. Ht. H: 17.6 cm H: Constant height of water in the borehole
H/r**.................: 4.0 r: Radius of the cylindrical borehole
Dyn. Visc. @ TB.: 0.000891 kg/m•s V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
Interval Elapsed Time Flow Rate Q--------------------- KB Equivalent Values --------------------------
(hr:min:sec) I (min) I (ml/min) (pm/sec) I (cm/sec) I (cm/day) I (in/hr) I (ft/day)
0:40:00
40.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
1:00:00
60.00
17.50
2.0
1.95E-04
16.9
0.28
0.55
1:00:00
60.00
14.33
1.6
1.60E-04
13.8
0.23
0.45
0:30:00
30.00
14.67
1.6
1.64E-04
14.1
0.23
0.46
0:30:00
30.00
13.00
1.5
1.45E-04
12.5
0.21
0.41
0:30:00
30.00
14.00
1.6
1.56E-04
13.5
0.22
0.44
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
0:32:00
32.00
12.81
1.4
1.43E-04
12.4
0.20
0.41
Natural Moisture.......: Consistency ...............: Total Time Enter KB Value: 1.51E+00 1.51E-04 13.0 0.21 0.43
USDA Txt./USCS Class: Water Table Depth...: (min) (Averaged last 3 readings
Struct./% Pass. #200..: Init. Saturation Time.: 282.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5 - <_10. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
20.00
18.00
16.00
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0
Flow Rate Q vs. Total Elapsed Time
50 100
Total Elapsed Time (min)
150
200
250
300

Constant -Head Borehole Permeameter Test
Project Name........:
House- Event Center
Project No .............:
Project Location...:
Tempting Church Rd.
Boring Depth.........:
30 in (Specify units)
Boring Diameter...:
8.9 cm
Boring Radius r.....:
4.45 cm
Soil/Water Tmp. T:
25 *C
Dyn. Visc. @ T......:
0.000891 kg/m•s
VOLUME
Volume Out
TIME
(m1)
(m1)
(h:mm:ss A/P)
Start Soak
1:15:00 PM
3,250
#VALUE!
1:45:00 PM
3,000
250
2:45:00 PM
2,820
180
3:45:00 PM
2,620
200
4:45:00 PM
2,470
150
5:45:00 PM
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) (File Name.....: USBR-7300-89-Cond. I
Boring No...........: Ksat 4-Y Solution and Terminology (USBR 7300-89 Condition 1)*
Investigators......: Brent Purdum and Jordan Harris KB= QV/(2r[H2)[In{H/r+((H/r)2+1)05)-((H/r)2+1)0-/(H/r)+1/(H/r))]
Date ...................: 10/27/23 where:
WCU Base Ht. h: 10.0 cm*** KB: (Coefficient of Permeability) @ base Tmp. TB °C: 25
WCU Susp. Ht. S: 7.6 cm Q: Rate of flow of water from the borehole
Const. Wtr. Ht. H: 17.6 cm H: Constant height of water in the borehole
H/r**.................: 4.0 r: Radius of the cylindrical borehole
Dyn. Visc. @ TB.: 0.000891 kg/m•s V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
Interval Elapsed Time Flow Rate Q--------------------- KB Equivalent Values --------------------------
(hr:min:sec) I (min) I (ml/min) (pm/sec) I (cm/sec) I (cm/day) I (in/hr) I (ft/d;
0:30:00
30.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
1:00:00
60.00
4.17
0.5
4.66E-05
4.0
0.07
0.13
1:00:00
60.00
3.00
0.3
3.35E-05
2.9
0.05
0.10
1:00:00
60.00
3.33
0.4
3.73E-05
3.2
0.05
0.11
1:00:00
60.00
2.50
0.3
2.79E-05
2.4
0.04
0.08
Natural Moisture.......: Consistency ...............: Total Time Enter KB Value: 3.29E-01 3.29E-05 2.8 0.05 0.09
USDA Txt./USCS Class: Water Table Depth...: (min) (Averaged last 3 readings
Struct./% Pass. #200..: Init. Saturation Time.: 270.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5 - <_10. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
4.50
.E
E 4.00
Of
y 3.50
3 3.00
O
LL 2.50
2.00
1.50
1.00
0.50
0.00
0
Flow Rate Q vs. Total Elapsed Time
50 100
Total Elapsed Time (min)
150
200
250
300

Constant -Head Borehole Permeameter Test
Project Name........:
House- Event Center
Project No .............:
Project Location...:
Tempting Church Rd.
Boring Depth.........:
32 in (Specify units)
Boring Diameter...:
8.9 cm
Boring Radius r.....:
4.45 cm
Soil/Water Tmp. T:
25 *C
Dyn. Visc. @ T......:
0.000891 kg/m•s
VOLUME
Volume Out
TIME
(m1)
(m1)
(h:mm:ss A/P)
Start Soak
1:20:00 PM
3,250
#VALUE!
1:50:00 PM
3,000
250
2:50:00 PM
2,780
220
3:50:00 PM
2,590
190
4:50:00 PM
2,380
210
5:50:00 PM
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) (File Name.....: USBR-7300-89-Cond. I
Boring No...........: Ksat 5-Y Solution and Terminology (USBR 7300-89 Condition 1)*
Investigators......: Brent Purdum and Jordan Harris KB= QV/(2r[H2)[In{H/r+((H/r)2+1)05)-((H/r)2+1)0-/(H/r)+1/(H/r))]
Date ...................: 10/27/23 where:
WCU Base Ht. h: 10.0 cm*** KB: (Coefficient of Permeability) @ base Tmp. TB °C: 25
WCU Susp. Ht. S: 7.6 cm Q: Rate of flow of water from the borehole
Const. Wtr. Ht. H: 17.6 cm H: Constant height of water in the borehole
H/r**.................: 4.0 r: Radius of the cylindrical borehole
Dyn. Visc. @ TB.: 0.000891 kg/m•s V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
Interval Elapsed Time Flow Rate Q--------------------- KB Equivalent Values --------------------------
(hr:min:sec) I (min) I (ml/min) (pm/sec) I (cm/sec) I (cm/day) I (in/hr) I (ft/d;
0:30:00
30.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
1:00:00
60.00
4.17
0.5
4.66E-05
4.0
0.07
0.13
1:00:00
60.00
3.67
0.4
4.10E-05
3.5
0.06
0.12
1:00:00
60.00
3.17
0.4
3.54E-05
3.1
0.05
0.10
1:00:00
60.00
3.50
0.4
3.91E-05
3.4
0.06
0.11
Natural Moisture.......: Consistency ...............: Total Time Enter KB Value: 3.85E-01 3.85E-05 3.3 0.05 0.11
USDA Txt./USCS Class: Water Table Depth...: (min) (Averaged last 3 readings
Struct./% Pass. #200..: Init. Saturation Time.: 270.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5 - <_10. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
5.00
.E
4.50
Of 4.00
w
W 3.50
3
0 3.00
LL
2.50
2.00
1.50
1.00
0.50
0.00
0
Flow Rate Q vs. Total Elapsed Time
50 100
Total Elapsed Time (min)
150
200
250 300

Constant -Head Borehole Permeameter Test
Project Name........:
House- Event Center
Project No .............:
Project Location...:
Tempting Church Rd.
Boring Depth.........:
19 in (Specify units)
Boring Diameter...:
8.9 cm
Boring Radius r.....:
4.45 cm
Soil/Water Tmp. T:
25 *C
Dyn. Visc. @ T......:
0.000891 kg/m•s
VOLUME
Volume Out
TIME
(m1)
(m1)
(h:mm:ss A/P)
Start Soak
1:25:00 PM
3,250
#VALUE!
1:55:00 PM
2,300
950
2:55:00 PM
1,640
660
3:55:00 PM
1,020
620
4:55:00 PM
380
640
5:55:00 PM
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) (File Name.....: USBR-7300-89-Cond. I
Boring No...........: Ksat 6-Y Solution and Terminology (USBR 7300-89 Condition 1)*
Investigators......: Brent Purdum and Jordan Harris KB= QV/(2r[H2)[In{H/r+((H/r)2+1)05)-((H/r)2+1)0-/(H/r)+1/(H/r))]
Date ...................: 10/27/23 where:
WCU Base Ht. h: 10.0 cm*** KB: (Coefficient of Permeability) @ base Tmp. TB °C: 25
WCU Susp. Ht. S: 7.6 cm Q: Rate of flow of water from the borehole
Const. Wtr. Ht. H: 17.6 cm H: Constant height of water in the borehole
H/r**.................: 4.0 r: Radius of the cylindrical borehole
Dyn. Visc. @ TB.: 0.000891 kg/m•s V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
Interval Elapsed Time Flow Rate Q--------------------- KB Equivalent Values --------------------------
(hr:min:sec) I (min) I (ml/min) (pm/sec) I (cm/sec) I (cm/day) I (in/hr) I (ft/d;
0:30:00
30.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
1:00:00
60.00
15.83
1.8
1.77E-04
15.3
0.25
0.50
1:00:00
60.00
11.00
1.2
1.23E-04
10.6
0.17
0.35
1:00:00
60.00
10.33
1.2
1.15E-04
10.0
0.16
0.33
1:00:00
60.00
10.67
1.2
1.19E-04
10.3
0.17
0.34
Natural Moisture.......: Consistency ...............: Total Time Enter KB Value: 1.19E+00 1.19E-04 10.3 0.17 0.34
USDA Txt./USCS Class: Water Table Depth...: (min) (Averaged last 3 readings
Struct./% Pass. #200..: Init. Saturation Time.: 270.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5 - <_10. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
18.00
.E
E 16.00
Of
y 14.00
3 12.00
0
LL 10.00
8.00
6.00
4.00
2.00
0.00
0
Flow Rate Q vs. Total Elapsed Time
50 100
Total Elapsed Time (min)
150
200
250
300

Constant -Head Borehole Permeameter Test
Project Name........:
House- Event Center
Project No .............:
Project Location...:
Tempting Church Rd.
Boring Depth.........:
16 in (Specify units)
Boring Diameter...:
8.9 cm
Boring Radius r.....:
4.45 cm
Soil/Water Tmp. T:
25 *C
Dyn. Visc. @ T......:
0.000891 kg/m•s
VOLUME
Volume Out
TIME
(m1)
(m1)
(h:mm:ss A/P)
Start Soak
9:10:00 AM
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) (File Name.....: USBR-7300-89-Cond. I
Boring No...........: Ksat 7-P Solution and Terminology (USBR 7300-89 Condition 1)*
Investigators......: Brent Purdum and Jordan Harris KB= QV/(2r[H2)[In{H/r+((H/r)2+1)05)-((H/r)2+1)0-/(H/r)+1/(H/r))]
Date ...................: 10/30/23 where:
WCU Base Ht. h: 10.0 cm*** KB: (Coefficient of Permeability) @ base Tmp. TB °C: 25
WCU Susp. Ht. S: 7.6 cm Q: Rate of flow of water from the borehole
Const. Wtr. Ht. H: 17.6 cm H: Constant height of water in the borehole
H/r**.................: 4.0 r: Radius of the cylindrical borehole
Dyn. Visc. @ TB.: 0.000891 kg/m•s V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
Interval Elapsed Time Flow Rate Q--------------------- KB Equivalent Values --------------------------
(hr:min:sec) I (min) I (ml/min) (pm/sec) I (cm/sec) I (cm/day) I (in/hr) I (ft/day)
3,250
#VALUE!
9:40:00 AM
0:30:00
30.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
1,830
1,420
10:10:00 AM
0:30:00
30.00
47.33
5.3
5.29E-04
45.7
0.75
1.50
620
1,210
10:41:00 AM
0:31:00
31.00
39.03
4.4
4.36E-04
37.7
0.62
1.24
refill
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
3,250
#VALUE!
10:42:00 AM
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
950
2,300
11:43:00 AM
1:01:00
61.00
37.70
4.2
4.21E-04
36.4
0.60
1.19
refill
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
3,250
#VALUE!
11:43:00 AM
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
830
2,420
12:45:00 PM
1:02:00
62.00
39.03
4.4
4.36E-04
37.7
0.62
1.24
refill
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
3,250
#VALUE!
12:45:00 PM
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
870
2,380
1:45:00 PM
1:00:00
60.00
39.67
4.4
4.43E-04
38.3
0.63
1.26
Natural Moisture.......: Consistency ...............: Total Time Enter KB Value: 4.31E+00 4.31E-04 37.3 0.61 1.22
USDA Txt./USCS Class: Water Table Depth...: (min) (Averaged last 3 readings
Struct./% Pass. #200..: Init. Saturation Time.: 274.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5 - <_10. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
60.00
.E
E
50.00
W
w
3 40.00
O
LL
30.00
/
20.00
/
10.00
0.00
0
50 100 150 200
Total Elapsed Time (min)
250
300

Constant -Head Borehole Permeameter Test
Project Name........:
House- Event Center
Project No .............:
Project Location...:
Tempting Church Rd.
Boring Depth.........:
18 in (Specify units)
Boring Diameter...:
8.9 cm
Boring Radius r.....:
4.45 cm
Soil/Water Tmp. T:
25 *C
Dyn. Visc. @ T......:
0.000891 kg/m•s
VOLUME
Volume Out
TIME
(m1)
(m1)
(h:mm:ss A/P)
Start Soak
9:12:00 AM
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) (File Name.....: USBR-7300-89-Cond. I
Boring No...........: Ksat 8-P Solution and Terminology (USBR 7300-89 Condition 1)*
Investigators......: Brent Purdum and Jordan Harris KB= QV/(2r[H2)[In{H/r+((H/r)2+1)05)-((H/r)2+1)0-/(H/r)+1/(H/r))]
Date ...................: 10/30/23 where:
WCU Base Ht. h: 10.0 cm*** KB: (Coefficient of Permeability) @ base Tmp. TB °C: 25
WCU Susp. Ht. S: 7.6 cm Q: Rate of flow of water from the borehole
Const. Wtr. Ht. H: 17.6 cm H: Constant height of water in the borehole
H/r**.................: 4.0 r: Radius of the cylindrical borehole
Dyn. Visc. @ TB.: 0.000891 kg/m•s V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
Interval Elapsed Time Flow Rate Q--------------------- KB Equivalent Values --------------------------
(hr:min:sec) I (min) I (ml/min) (pm/sec) I (cm/sec) I (cm/day) I (in/hr) I (ft/day)
3,250
#VALUE!
9:42:00 AM
0:30:00
30.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
1,920
1,330
10:12:00 AM
0:30:00
30.00
44.33
5.0
4.95E-04
42.8
0.70
1.40
700
1,220
10:42:00 AM
0:30:00
30.00
40.67
4.5
4.54E-04
39.3
0.64
1.29
refill
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
3,250
#VALUE!
10:43:00 AM
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
870
2,380
11:45:00 AM
1:02:00
62.00
38.39
4.3
4.29E-04
37.1
0.61
1.22
refill
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
3,250
#VALUE!
11:47:00 AM
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
900
2,350
12:47:00 PM
1:00:00
60.00
39.17
4.4
4.38E-04
37.8
0.62
1.24
refill
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
3,250
#VALUE!
12:48:00 PM
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
970
2,280
1:49:00 PM
1:01:00
61.00
37.38
4.2
4.18E-04
36.1
0.59
1.18
Natural Moisture.......: Consistency ...............: Total Time Enter KB Value: 4.40E+00 4.40E-04 38.1 0.62 1.25
USDA Txt./USCS Class: Water Table Depth...: (min) (Averaged last 3 readings
Struct./% Pass. #200..: Init. Saturation Time.: 273.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5 - <_10. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
50.00
E
45.00
Of 40.00
w
/
W 35.00
O
/
30.00
LL
/
25.00
/
20.00
/
15.00
/
10.00
/
5.00
0.00
0
50 100 150
Total Elapsed Time (min)
200
250
I
300

Constant -Head Borehole Permeameter Test
Project Name........:
House- Event Center
Project No .............:
Project Location...:
Tempting Church Rd.
Boring Depth.........:
36 in (Specify units)
Boring Diameter...:
8.9 cm
Boring Radius r.....:
4.45 cm
Soil/Water Tmp. T:
25 *C
Dyn. Visc. @ T......:
0.000891 kg/m•s
VOLUME
Volume Out
TIME
(m1)
(m1)
(h:mm:ss A/P)
Start Soak
9:14:00 AM
3,250
#VALUE!
9:44:00 AM
2,860
390
10:14:00 AM
2,520
340
10:44:00 AM
1,840
680
11:44:00 AM
1,230
610
12:44:00 PM
570
660
1:44:00 PM
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) (File Name.....: USBR-7300-89-Cond. I
Boring No...........: Ksat 9-P Solution and Terminology (USBR 7300-89 Condition 1)*
Investigators......: Brent Purdum and Jordan Harris KB= QV/(2r[H2)[In{H/r+((H/r)2+1)05)-((H/r)2+1)0-/(H/r)+1/(H/r))]
Date ...................: 10/30/23 where:
WCU Base Ht. h: 10.0 cm*** KB: (Coefficient of Permeability) @ base Tmp. TB °C: 25
WCU Susp. Ht. S: 7.6 cm Q: Rate of flow of water from the borehole
Const. Wtr. Ht. H: 17.6 cm H: Constant height of water in the borehole
H/r**.................: 4.0 r: Radius of the cylindrical borehole
Dyn. Visc. @ TB.: 0.000891 kg/m•s V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
Interval Elapsed Time Flow Rate Q--------------------- KB Equivalent Values --------------------------
(hr:min:sec) I (min) I (ml/min) (pm/sec) I (cm/sec) I (cm/day) I (in/hr) I (ft/d;
0:30:00
30.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
0:30:00
30.00
13.00
1.5
1.45E-04
12.6
0.21
0.41
0:30:00
30.00
11.33
1.3
1.27E-04
10.9
0.18
0.36
1:00:00
60.00
11.33
1.3
1.27E-04
10.9
0.18
0.36
1:00:00
60.00
10.17
1.1
1.14E-04
9.8
0.16
0.32
1:00:00
60.00
11.00
1.2
1.23E-04
10.6
0.17
0.35
Natural Moisture.......: Consistency ...............: Total Time Enter KB Value: 1.25E+00 1.25E-04 10.8 0.18 0.35
USDA Txt./USCS Class: Water Table Depth...: (min) (Averaged last 3 readings
Struct./% Pass. #200..: Init. Saturation Time.: 270.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5 - <_10. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
16.00
.E
E 14.00
Of
w 12.00
0 10.00
LL /
8.00 /
6.00 /
4.00 /
2.00
0.00
0 50 100 150 200
Total Elapsed Time (min)
250
-0
300

House -Event Center
KcnT 1 Ksat 4
Depth = 26 in Depth = 30 in
Ksat= 0.120 in/hr Ksat= 0.05 in/hr
1.80 gal/day/ft2 0.74805195 gal/day/ft2
KcnT 2 Ksat 5
Depth = 24 in Depth = 32 in
Ksat= 0.050 in/hr Ksat= 0.05 in/hr
0.75 gal/day/ft2 0.74805195 gal/day/ft2
KcnT 3 Ksat 6
Depth = 30 in Depth = 19 in
Ksat= 0.210 in/hr Ksat= 0.17 in/hr
3.14 gal/day/ft2 2.54337662 gal/day/ft2
Geometric Mean 0.090 in/hr
Geometric Mean 1.348 gal/day/ft2

House- Event Center
K ,AT 7
Depth = 16 in
Ksat= 0.610 in/hr
9.13 gal/day/ft2
KcnT 8
Depth = 18 in
Ksat= 0.620 in/hr
9.28 gal/day/ft2
KcnT 9
Depth = 36 in
Ksat= 0.180 in/hr
2.69 gal/day/ft2
Geometric Mean 0.408 in/hr
Geometric Mean 6.109 gal/day/ft2
With pre-treatment gal/day/ft^2

Attachment 7: Field Notes

Attachment 8: Water Balance

Water Balance Calculations
PROJECT: Oaks at Wakefield
LOCATION: Lee County, NC
Application Area:
138,152 s.f.
from LSS
TOTAL STORAGE REQUIRED:
0.240 inches
Application Rate:
0.50 in/week (from soil scientist)
20,650 gallons
I
2,239,133 gal/yr
Minimum 5 day storage:
28,000 gallons
6,135 gal/day
0.071 in/day
Waste Volume
to Apply:
5,600 gpd (equalized flow to Spray Field)
Notes:
1) Rainfall info. from State
Climate Office of NC, Station: Raleigh -Durham
International Airport (KRDU) (Monthly Averages, 80th Percentile, Period
of Record: 1993-2023.
2,044,000 gal/yr
2) Evapotranspiration info.
from Thornthwaite Method, Temperature Data from NC State Climate
Office, Raleigh -Durham Interntational Airport (KRDU), Period of Record: 1993-2023
170,333 gal/month
23.73 in/yr
0.07 in/day
Month
# Days
ET Drainage
Runoff
Total
Precip.
Moisture
Effluent To Be
Applied
Theo. Effluent Applied
Actual Effluent
Change in Storage
Storage Total
No.
Month
in Month
(in)
(in)
(in)
Loss (in)
(in)
Gain/Loss (in)
(in)
(I I
(in)
(gal)
Applied (in)
(in)
(in)
(gal)
1
January
31
0.33
5.26
0.00
5.59
3.76
-1.83
2.02
173,600
1.83
157,256
1.83
0.19
0.24
20,650
2
February
28
0.39
5.26
0.00
5.65
3.11
-2.54
1.82
156,800
2.54
218,402
2.06
-0.24
0.00
0
3
March
31
1.19
5.26
0.00
6.45
4.36
-2.09
2.02
173,600
2.09
179,647
2.02
0.00
0.00
0
4
April
30
2.39
5.26
0.00
7.65
3.88
-3.77
1.95
168,000
3.77
324,330
1.95
0.00
0.00
0
5
May
31
4.03
5.26
0.00
9.29
3.69
-5.60
2.02
173,600
5.60
481,930
2.02
0.00
0.00
0
6
June
30
5.91
5.26
0.00
11.17
4.48
-6.69
1.95
168,000
6.69
575,802
1.95
0.00
0.00
0
7
July
31
6.74
5.26
0.00
12.00
5.47
-6.53
2.02
173,600
6.53
562,022
2.02
0.00
0.00
0
8
August
31
6.11
5.26
0.00
11.37
5.10
-6.27
2.02
173,600
6.27
539,631
2.02
0.00
0.00
0
9
September
30
4.18
5.26
0.00
9.44
5.53
-3.91
1.95
168,000
3.91
336,387
1.95
0.00
0.00
0
10
October
31
2.29
5.26
0.00
7.55
3.68
-3.87
2.02
173,600
3.87
332,942
2.02
0.00
0.00
0
11
November
30
0.95
5.26
0.00
6.21
3.57
-2.64
1.95
168,000
2.64
227,014
1.95
0.00
0.00
0
12
December
31
0.41
5.26
0.00
5.67
3.70
-1.97
2.02
173,600
1.97
169,313
1.97
0.05
0.05
4,287
13
January
31
0.33 5.26
0.00
5.59
3.76
-1.83
2.02
173,600
1.83
157,256
1.83
0.19
0.24
20,631
14
February
28
0.39 5.26
0.00
5.65
3.11
-2.54
1.82
156,800
2.54
218,402
2.06
-0.24
0.00
0
15
March
31
1.19 5.26
0.00
6.45
4.36
-2.09
2.02
173,600
2.09
179,647
2.02
0.00
0.00
0
16
April
30
2.39 5.26
0.00
7.65
3.88
-3.77
1.95
168,000
3.77
324,330
1.95
0.00
0.00
0
17
May
31
4.03 5.26
0.00
9.29
3.69
-5.60
2.02
173,600
5.60
481,930
2.02
0.00
0.00
0
18
June
30
5.91 5.26
0.00
11.17
4.48
-6.69
1.95
168,000
6.69
575,802
1.95
0.00
0.00
0
19
July
31
6.74 5.26
0.00
12.00
5.47
-6.53
2.02
173,600
6.53
562,022
2.02
0.00
0.00
0
20
August
31
6.11 5.26
0.00
11.37
5.10
-6.27
2.02
173,600
6.27
539,631
2.02
0.00
0.00
0
21
September
30
4.18 5.26
0.00
9.44
5.53
-3.91
1.95
168,000
3.91
336,387
1.95
0.00
0.00
0
22
October
31
2.29 5.26
0.00
7.55
3.68
-3.87
2.02
173,600
3.87
332,942
2.02
0.00
0.00
0
23
November
30
0.95 5.26
0.00
6.21
3.57
-2.64
1.95
168,000
2.64
227,014
1.95
0.00
0.00
0
24
December
31
0.41 5.26
0.00
5.67
3.70
-1.97
2.02
173,600
1.97
169,313
1.97
0.05
0.05
4,287
TOTAL
730.0
69.84 126.14
0.00
195.98
100.66
47.47
4,088,000
95.32
47.47
0.00
Per Year I
365.0
34.92 63.07
0.00
97.99
50.33
23.73
2,044,000
47.66
23.73
0.00
Drainage Calculation:
Soil Permeability (min.) = 0.09 in/hr (from soil scientist, based on GeoMean of Ksats)
Design Factor = 8 % of soil permeability
Ave. Monthly Drainage = 5.26 in/month

Appendix F
Agronomist Evaluation

rr ��
I
Avvr
Engineers and Soil Scientists ; �CIP- acs`�
1JEFFREYD.VAUGRAN r r
Agri -Waste Technology, Inc. �� CER RID PROFESSIONAL
• AfiRDWOM157/aRilFiED i
501 N Salem Street, Suite 203, Apex, NC 27502 ��� cRarAOYts . ��•
agriwaste.com 1 919.859.0669 ,yam ,'�
Agronomist Evaluation
For
Oaks at Wakefield — Sanford, NC
Submitted by
Jeff Vaughan, CPAg/SSSc/CCA 918251
Agri -Waste Technology, Inc. (AWT)
The following crop system is for a surface irrigation system serving Oaks at Wakefield
located in Lee County, North Carolina. The plan includes the crop to be grown, fertility
requirements, and management considerations. A soils map detailing the irrigation field
area can be found in Attachment A. The soil types are also shown on the map in Attachment
A. The soil type within the proposed irrigation areas is Pinkston silt loam.
During site visits to the property, it was observed that the proposed irrigation field is located
in a predominantly mixed wooded area. The existing wooded portion will be enhanced by
removing downed vegetation, excess woody debris, and small saplings.
Based on the expected (from the WWTS expectations) total nitrogen (TN) concentration
(21 mg/1) in the treated effluent, the available nitrogen concentration is 1.387 lbs N/ac-in
of treated effluent. Mixed tree vegetation is tolerant to the conductivity and pH of typical
treated domestic wastewater.
The soil test report (Attachment B) indicates the nitrogen (N) requirements for a mixed
hardwood stand. The N requirement is 120 lbs N/ac. The amount of N contained in the
treated effluent will supply approximately 32.9 lbs N/ac/yr based on the effluent N
concentration and the proposed hydraulic loading rate. The minimum acres required for the
amount of plant available nitrogen (PAN) generated is 2.914 acres.
The soil test report (Attachment B) indicates the phosphorous (P) requirement for the soil
test results at this site. The P requirement is 64 lbs P/ac. The amount of P contained in the
treated effluent will supply approximately 21.5 lbs P/ac/yr based on the effluent P
concentration and the proposed hydraulic loading rate. The minimum acres required for the
amount of P generated is 2.442 acres.
Potassium (K) fertilizer should be applied according to soil test recommendations.
Micronutrient and liming requirements for an established mixed hardwood stand should
also be based on an annual soil test recommendation (Attachment B).

It is recommended that good forestry practices be maintained for the area, including the
timely removal of diseased, damaged, or fallen trees, promotion of healthy growing
conditions for existing specimens, and addition of native species when beneficial. The
SoWE Earth Steward on site should be contacted for recommendations and guidance
before the addition or removal of any plants in the dispersal area. If the trees are ever
harvested, a Reforestation Plan will need to be developed by the NC Forestry Service and
implemented on the site. Additional recommendations for maintenance and management
needs (trimming, pest control, cultivation, etc.) can be found in the documents listed below.
References
Bost, T. 2018. Herbaceous Ornamentals. Extension Gardner Handbook. North Carolina
State University and North Carolina Cooperative Extension Service. AG-831.
Bradley, L. and B. Fair. 2018. Woody Ornamentals. Extension Gardner Handbook. North
Carolina State University and North Carolina Cooperative Extension Service. AG-831.
College of Agriculture and Life Sciences, North Carolina State University. 2019. 2019
Agricultural Chemicals Manual. North Carolina State University and North Carolina
Cooperative Extension Service. AG-746.

Attachment A:
Site Maps

*Surface water and/or bad topo areas have not been officially evaluated for stream ID according to local regulatory requirements. This map is intended for preliminary purposes only and not to be used as a plat/survey or can it be assumed all streams are identified on this property.*

ro
Agri -Waste Technology, Inc.
501 N. Salem St. Suite 203
Apex NC 27502
P: 919.859.0669
www.agriwaste.com
Field Map and Notes
Robert House
Lee Co., NC
PIN: 9624-10-2450-00,
9623-17-0663-00, &
9623-09-6337-00
Area for Septic:
sq.ft.
Soil TVDes:
CrB-Creedmoor fine sandy loa
MfB-Mayodan fine sandy loam
PfB/PfD/Pff-Pinkston silt loam
-'---pJOtB 7„ C
13in 0 s
$" .01
10'z)
499 0
�► - r . - a
Parcel
Parcel Buffer 10'
O Well Buffer 50'
® USGS Buffer 50'
Soil Type
USGS Waters
® 100 yr Floodplain
Soil Boring Depth (in.)/Feature
<12„
13-17"
0 18-23"
0 24-29"
0 30-35"
Well
Evaluation
Drainfield
Powerline
Supply Line
■
- Trail -
iii,D Junkyard
Drawn By: Julie Davidson i jfjVj&r
Reviewed By: Jeff Vaughan tr
Date:12/7/2022 0 250 500 1,000
Feet
*Surface water and/or bad topo areas have not been officially evaluated for stream ID according to local regulatory requirements. This map is intended for preliminary purposes only and not to be used as a plat/survey or can it be assumed all streams are identified on this property.*

i
VICINITY MAP
SCALE = 1:2500
PRIMITIVE CAMPI
SITES (
SITE DATA
DEVELOPER
ROBERT HOUSE
1623 TEMPTING CHURCH ROAD
SANFORD, NC 27330
PHONE: [phone]
PROPERTY INFO:
HOUSE, ROBERT E JR
DB. 1671 PG.006
PIN #:9623-08-8043-00
AREA: 62.32 AC +/-
ZONING: RA - RESIDENTIAL AGRICULTURE
:161»:A W &II =11 I=yiCd'IV
FRONT = 30 FEET
REAR = 30 FEET
SIDE = 10 FEET
I / RAFTING AND DESIGN
/
I SERVICES INC. O
/
I / 6728 CARBONTON ROAD
Sanford, North Carolina 27330
I [phone] phone
/ [e-mail]
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2
REVISIONS
PRELIMINARY
NOT FOR CONSTRUCTION
Scale: Drawn by:
1 "=150' MDK
Sheet: Designed by:
MDK
Reviewed by:
C 1 of 7 MTB
Project Number: Date:
2022-52 NOV 2022

Attachment B:
Soil Test Report

NCDA&CS Agronomic Division Phone: [phone]
Sampled:
Website: www.ncagr.gov/Divisions/Agronomic-Services
Client: Robert House
Predictive 1623 Tempting Church Rd
Sanford, NC 27330
Soil Report Mehlich-3 Extraction
Sampled County :Lee
Soil Testina Section
Client ID: 547806
Received: 10/04/2023 Completed: 10/13/2023 Farm:
Sample ID: Fertility
Recommendations:
Lime
Yellow Area
Crop
(tons/acre)
N P2O5
Lime History:
1 - Hardwood, E
1.2
0 40
2 - Hardwood, M
0.0
80-120 40
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
HM% W/V CEC
BS% Ac pH
P-1 K-1
Ca% Mg%
0.56 0.99 3.7
24 2.8 4.7
19 22
14 7
Sample ID: A -Yellow Area Recommendations: Lime
Crop (tons/acre) N P2O5
Lime History: 1 - Hardwood, E 1.4 0 60
2 - Hardwood, M 0.0 80-120 60
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
HM% W/V CEC BS% Ac pH P-1 K-1 Ca% Mg%
0.51 1.02 3.9 21 3.1 4.6 8 18 13 6
North Carol Ina
Tubae4u Fru!A Fund CLxamisskm
Nutrients (lb/acre)
K2O Mg S Mn Zn
70 25 0 0 0
30 $ 0
Report No. FY24-SL006522
Advisor: Agriwaste
501 N Salem St
Apex, NC 27502
Advisor ID: 547807
More
Cu B Information
$ 0 Note: 11 Note: $
$ 0 Note: 11 Note: $
Soil Class: Mineral
S-1 Mn-I Mn-All Mn-Al2 Zn-I Zn-AI Cu-I Na ESP SS-1 NO3-N
39 1029 639 38 38 20 0.0
Nutrients (lb/acre)
K2O Mg S Mn Zn
70 25 0 0 0
40 $ 0
More
Cu B Information
$ 0 Note: 11 Note: $
$ 0 Note: 11 Note: $
Soil Class: Mineral
S-1 Mn-I Mn-All Mn-AI2 Zn-I Zn-AI Cu-I Na ESP SS-1 NO3-N
30 541 346 28 28 20 0.0
Reprogramming of the laboratory -information -management system that makes this report possible is being funded
through a grant from the North Carolina Tobacco Trust Fund Commission.
Thank you for using agronomic services to manage nutrients and safeguard environmental quality.
- Steve Troxler, Commissioner of Agriculture

NCDA&CS Agronomic Division Phone: [phone] Website: www.ncagr.gov/Divisions/Agronomic-Services
Report No.
Robert House
Sample ID: E-Yellow Area Recommendations: Lime
Nutrients (lb/acre)
Crop (tons/acre) N P2O5
K2O
Mg S
Mn Zn
Cu B
Lime History: 1 - Hardwood, E 1.0 0 70
90
25 20
0 $
$ 0
2 - Hardwood, M 0.0 80-120 70
60
$
$
$ 0
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC BS% Ac pH P-1 K-1 Ca% Mg% S-1
Mn-I
Mn-All Mn-Al2
Zn-I Zn-AI
Cu-I Na
0.18 1.17 2.6 19 2.1 4.6 3 9 12 6 20
156
115
8 8
5 0.1
Sample ID: BC -Yellow Area Recommendations:
Lime
Nutrients (lb/acre)
Crop
(tons/acre)
N P2O5
K2O
Mg
S
Mn Zn Cu
Lime History: 1 - Hardwood, E
1.0
0 80
80
25
20
0 $ $
2 - Hardwood, M
0.0
80-120 80
60
$
$ $
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC BS% Ac pH
P-1 K-1
Ca% Mg% S-1
Mn-I
Mn-All
Mn-AI2
Zn-I Zn-AI Cu-I
0.13 1.19 2.4 18 2.0 4.5
2 11
9 7 21
103
83
3 3 5
Sample ID: C-Yellow Area Recommendations:
Lime
Nutrients (lb/acre)
Crop
(tons/acre)
N P2O5
K2O
Mg
S
Mn
Zn Cu
Lime History: 1 - Hardwood, E
1.4
0 70
70
0
20
0
0 $
2 - Hardwood, M
0.0
80-120 70
40
0
0 $
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC BS% Ac pH
P-1 K-1
Ca% Mg% S-1
Mn-I
Mn-All
Mn-AI2
Zn-I
Zn-AI Cu-I
0.22 1.16 4.1 30 2.8 4.5
4 21
12 16 22
334
222
390
390 20
FY24-SL006522
Page 2 of 5
More
Information
Note: 11 Note: $
Note: 11 Note: $
ESP SS-1 NO3-N
4
More
B Information
0 Note: 11 Note: $
0 Note: 11 Note: $
Na ESP SS-1 NO3-N
0.1 4
More
B Information
0 Note: 11 Note: $
0 Note: 11
Na ESP SS-1 NO3-N
0.2 5

NCDA&CS Agronomic Division Phone: [phone] Website: www.ncagr.gov/Divisions/Agronomic-Services
Report No.
Robert House
Sample ID: Fertility
Recommendations: Lime
Nutrients (lb/acre)
Purple Area
Crop (tons/acre) N P2O5
K2O
Mg S
Mn Zn
Cu B
Lime History:
1 - Hardwood, E 1.7 0 70
80
25 20
0 $
$ 0
2 - Hardwood, M 0.0 80-120 70
50
$
$
$ 0
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC
BS% Ac pH P-1 K-1 Ca% Mg% S-1
Mn-I
Mn-All Mn-Al2
Zn-I Zn-AI
Cu-I Na
0.51 0.97 4.0
19 3.2 4.3 3 14 12 6 20
151
112
20 20
10 0.1
Sample ID: A -Purple Area Recommendations:
Lime
Nutrients (lb/acre)
Crop
(tons/acre)
N P2O5
K2O
Mg
S
Mn Zn Cu
Lime History: 1 - Hardwood, E
0.9
0 70
80
25
20
0 $ $
2 - Hardwood, M
0.0
80-120 70
60
$
$ $
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC BS% Ac pH
P-1 K-1
Ca% Mg% S-1
Mn-I
Mn-All
Mn-AI2
Zn-I Zn-AI Cu-I
0.36 1.07 2.5 22 1.9 4.6
4 10
13 6 15
216
152
5 5 10
Sample ID: BW1-
Recommendations:
Lime
Nutrients (lb/acre)
Purple Area
Crop
(tons/acre)
N P2O5
K2O
Mg
S
Mn Zn Cu
Lime History:
1 - Hardwood, E
1.2
0 80
90
25
0
0 $ $
2 - Hardwood, M
0.0
80-120 80
60
$
$ $
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC
BS% Ac pH
P-1 K-1
Ca% Mg% S-1
Mn-I
Mn-All
Mn-AI2
Zn-I Zn-AI Cu-I
0.09 1.09 2.9
15 2.4 4.5
1 8
8 5 44
6
26
3 3 5
FY24-SL006522
Page 3 of 5
More
Information
Note: 11 Note: $
Note: 11 Note: $
ESP SS-1 NO3-N
3
More
B Information
0 Note: 11 Note: $
0 Note: 11 Note: $
Na ESP SS-1 NO3-N
0.0
More
B Information
0 Note: 11 Note: $
0 Note: 11 Note: $
Na ESP SS-1 NO3-N
0.1 3

NCDA&CS Agronomic Division Phone: [phone] Website: www.ncagr.gov/Divisions/Agronomic-Services
Report No.
Robert House
Sample ID: BW2-
Recommendations: Lime
Nutrients (lb/acre)
Purple Area
Crop (tons/acre) N P2O5
K2O
Mg S
Mn Zn
Cu B
Lime History:
1 - Hardwood, E 1.3 0 80
90
0 0
$ $
$ 0
2 - Hardwood, M 0.0 80-120 80
60
0
$
$ 0
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC
BS% Ac pH P-1 K-1 Ca% Mg% S-1
Mn-I
Mn-All Mn-Al2
Zn-I Zn-AI
Cu-I Na
0.04 1.13 3.3
20 2.6 4.5 0 8 9 10 110
4
24
0 0
5 0.1
Sample ID: BC -Purple Area
Recommendations:
Lime
Nutrients (lb/acre)
Crop
(tons/acre)
N P2O5
K2O
Mg S
Mn Zn Cu
Lime History:
1- Hardwood, E
1.4
0 80
80
0 0
0 0 $
2 - Hardwood, M
0.0
80-120 80
60
0
0 $
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC
BS% Ac pH
P-1 K-1
Ca% Mg% S-1
Mn-I
Mn-All Mn-AI2
Zn-I Zn-AI Cu-I
0.09 1.12 3.4
21 2.7 4.4
1 10
10 10 76
19
34
50 50 5
Sample ID: C-Purple Area Recommendations:
Lime
Nutrients (lb/acre)
Crop
(tons/acre)
N P2O5
K2O
Mg S
Mn Zn Cu
Lime History: 1 - Hardwood, E
1.3
0 80
80
0 0
0 $ $
2 - Hardwood, M
0.0
80-120 80
50
0
$ $
Test Results [units - W/V in g/cm3; CEC and Na in meq/100 cm3; NO3-N in mg/dm3]:
Soil Class:
Mineral
HM% W/V CEC BS% Ac pH
P-1 K-1
Ca% Mg% S-1
Mn-I
Mn-All Mn-AI2
Zn-I Zn-AI Cu-I
0.04 1.11 3.3 22 2.6 4.4
1 15
8 12 33
12
29
13 13 5
FY24-SL006522
Page 4 of 5
More
Information
Note: 11 Note: $
Note: 11
ESP SS-1 NO3-N
3
More
B Information
0 Note: 11 Note: $
0 Note: 11
Na ESP SS-1 NO3-N
0.1 3
More
B Information
0 Note: 11 Note: $
0 Note: 11
Na ESP SS-1 NO3-N
0.1 3

NCDA&CS Agronomic Division Phone: [phone] Website: www.ncagr.gov/Divisions/Agronomic-Services Report No. FY24-SL006522
Robert House
Understanding the Soil Report: explanation of measurements, abbreviations and units
Recommendations
Lime
If testing finds that soil pH is too low for the crop(s) indicated, a lime recommendation will be given in units of either
ton/acre or Ib/1000 sq ft. For best results, mix the lime into the top 6 to 8 inches of soil several months before planting.
For no -till or established plantings where this is not possible, apply no more than 1 to 1.5 ton/acre (50 to 75 Ib/1000 sq ft)
at one time, even if the report recommends more. You can apply the rest in similar increments every six months until the
full rate is applied. If Mg is recommended and lime is needed, use dolomitic lime.
Fertilizer
Each nutrient recommendation for field crops or other large areas are listed separately in units of lb/acre unless
otherwise specified. Recommendations for N (and sometimes for B) are based on research/field studies for the crop
being grown, not on soil test results. Recommendations for K and P will depend on K-1 and P-1 soil test results and the
crop to be grown. Generally, at K-1 and P-1 values > 50, recommendations will be minimal. If Mg is needed and no lime is
recommended, 0-0-22 (11.5% Mg) is an excellent source; 175 to 250 lb/acre alone or in a fertilizer blend will usually
satisfy crop needs. Soluble salt levels (SS-1) appear only on reports for diagnostic/problem samples.
Farmers and other commercial producers should pay special attention to micronutrient levels. If $, pH$, $pH, C or Z
notations appear on the soil report in the recommendation section, refer to NCDA&CS
$Note: Secondary Nutrients and Micronutrients. Various NCDA&CS crop notes also address lime and fertilizer needs.
Recommendations for small areas, such as home lawns/gardens, are listed in units of Ib/1000 sq ft. If you cannot find
the exact fertilizer grade recommended on the report, visit NCDA&CS Fertilizer Substitutions to find information that may
help you choose a comparable alternate. For more information, read NCSU publication,
A Homeowner's Guide to Fertilizer. In general, homeowners do not need to be concerned about micronutrients.
Test Results
The first seven parameters [soil class, HM%, W/V, CEC, BS%, Ac and pH] describe the soil and its degree of acidity.
The remaining 16 parameters [P-1, K-1, Ca%, Mg%, Mn-1, Mn-All, Mn-AI2, Zn-I, Zn-AI, Cu-I, S-1, SS -I, Na, ESP, SS -I,
NO3-N (not routinely available)] indicate levels of plant nutrients or other fertility measurement. Visit NCDA&CS
Understand Your Report for more information.
Page 5 of 5
Report Abbreviations
Ac
exchangeable acidity
B
boron
BS%
% CEC occupied by basic
cations
Ca%
% CEC occupied by calcium
CEC
cation exchange capacity
Cu-I
copper index
ESP
exchangeable sodium percent
HM%
percent humic matter
K-1
potassium index
K20
potash
Mg%
% CEC occupied by magnesium
MIN
mineral soil class
Mn
manganese
Mn-All
Mn-availability index for crop 1
Mn-Al2
Mn-availability index for crop 2
Mn-I
manganese index
M-0
mineral -organic soil class
N
nitrogen
Na
sodium
NO3-N
nitrate nitrogen
ORG
organic soil class
pH
current soil pH
P-1
phosphorus index
P205
phosphate
S-1
sulfur index
SS-1
soluble salt index
W/V
weight per volume
Zn-AI
zinc availability index

Attachment C:
Loading Rate Calculations

Oaks at Wakefield Surface Application
Pollutant Loading Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd.
Sanford, NC 27330
County: Lee
PIN: 9623-08-8043-00
Influent
Septic Tank
Parameter
mg/I
% Removal
Biochemical Oxygen Demand
350
50%
Total Suspended Solids
200
50%
Ammonia Nitrogen
70
25%
Nitrate Nitrogen
1.5
0%
Nitrite Nitrogen
0.5
0%
Total Nitrogen
110
25%
Total Phosphorus
8
50%
Fecal Coliforms (cfu/100m1)
>106
Advantex Treatment System
Final
Pod
UV Disinfection
Concentration
mg/I
% Removal
mg/I
% Remova mg/I
mg/I
175
94%
10
- 10
10
100
90%
10
- 10
10
52.5
95%
2.625
- 2.625
2.625
0
0%
1.5
- 18
18
0
-
0.5
- 0.5
0.5
82.5
60%
33
- 21.125
21
4
0%
4
4
4
106
1000000
99.999% 10
10

Oaks at Wakefield Surface Application
Agronomy Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd.
Sanford, NC 27330
County: Lee
PIN: 9623-08-8043-00
Gallons to Apply: 5,600
365
2,044,000
138,152
3.172
0.065
23.734
75.274
gallons per day (GPD)
days per year applying (days)
gallons peryear (gal/yr)
square footage of drainfield area (sq.ft)
acres of drainfield area (ac)
average inches applied per day (in/day)
inches applied peryear (in/yr)
acre -inch peryear (ac-in/yr)
Effluent Concentration: 2.63 mg/lofAmmonia Nitrogen (NH3-N)
3.5 mg/l of Organic Nitrogen
4.00 mg/lofTotal Phosphorus (TP)
Crop Uptake Rate (Soil Fertility)
* Hydraulic Limitated Area, to be compared to
Nutrient Limited Area
Crop Type
ID
N(lbs/ac)
P205(lbs/ac)
Hardwood
FYA
120
40
A-YA
120
60
E-YA
120
70
BC-YA
120
80
C-YA
120
70
average:
120
64
molar mass of P205: 141.940
g/mole of 1 mole P205
4.583
g/mole of P2 in P205
2.292
g/mole of P in P205
*molar ratio =1 / 2.292
27.928
lbs/ac of P : [ total lbs/ac of P ] * [ molar ratio ]
Applied Concentrations:
NH3-N
0.594 lbs/ac-in
44.748 lbs/yr
Org. N
0.793 lbs/ac-in
59.664 lbs/yr
TN
1.387lbs/ac-in
104.412lbs/yr
TP
0.906lbs/ac-in
68.187lbs/yr
Applied Plant Available Nitrogen (PAN): 349.673
lbs/yr: [ MR*(Org.N) ]+[
(1-VR)*(NH3-N) ]+NOx
0.2
MR (Mineralization Rate)
0.5
VR (Volitalization Rate)
18.5
mg/l NOx
NOx
4.190lbs/ac-in
315.366lbs/yr
14.109 lbs/ac/yr
18.812 lbs/ac/yr
32.922 lbs/ac/yr
21.500 lbs/ac/yr
4.190lbs/ac/yr I
Required Area Based on Crops (N): 2.914 minimum acres required for PAN generated *Drainfield is NOT nutrient limited by
126,931.30 minimum square feet required for PAN generated PAN Nitrogen
Required Area Based on Crops (P): 2.442 minimum acres required for P generated *Drainfield is NOT nutrient limited by
106,351.84 minimum square feet required for P generated Phosphorus

Appendix H
Water Balance

Avvr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N Salem Street, Suite 203, Apex, NC 27502
agriwaste.com 1 919.859.0669
���►�tti4<<�iilrrrUi
A Rp '�/•,
. ��S51p •.• q •�
_ SEAL
024582 —
.��EGf•.••
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Oak at Wakefield — Surface Irrigation
Water Balance
The following water balance is based on the NC DEQ Water Balance Calculation
Policy dated September 12, 2008. The water balance was completed for a two-year
period (24 months), considered precipitation and evapotranspiration from the proposed
irrigation field, and considered a variable number of days for each month.
State Climate Offices of North Carolina were contacted to receive representative
data for the water balance. Temperature data was gathered from Raleigh -Durham
International Airport over a 30-year period of record [1993-2023]. The 80th percentile
precipitation was considered using data gathered from Raleigh -Durham International
Airport for a 30-year period of record [1993-2023]. While there would be runoff from
large rain events, which would decrease the quantity of precipitation that infiltrates into
the dispersal area, the balance was completed using a conservative runoff percentage of
0%.
Soil drainage is based on the geometric mean of in -situ Ksat tests that were
completed in the proposed irrigation area by Jeff Vaughan, LSS; the site was
recommended to observe a soil permeability rate of 0.09 in/hr. A drainage coefficient of
8% was selected for the proposed dripfield. The drainage factor was utilized due to the
consistency of the Ksat data. The selected rate allows for planned irrigation of 23.73
in/yr. Per the Soil Scientist Report, this is considered an appropriate land application rate
for the proposed dripfield.
To house the irrigation dosing pumps and to provide "wet -weather" storage, one
concrete pump tank and two concrete storage tanks are included with this design. The
pump tank has a capacity of 14,000-gal and the storage tanks have a capacity of 10,000-
gal each, for a total tank storage of 29,721-gal after the liquid level to the high-water
alarm is factored out. Per the water balance, January will be required to store a maximum
of 20,650 gallons of effluent prior to dispersal. At 5,600 gpd, the minimum 5-day storage
volume is 28,000 gallons. In both cases, the required storage is less than the proposed
storage.

The water balance is divided into several sections to facilitate the review. The
sections are summarized below:
Wastewater Flow
The balance is based on a daily equalized flow of 5,600 gpd for all days between
January 1 and December 31.
Weather Data
A summary table of the data used is presented. The period of record for
temperature data is 1993-2023 collected from Raleigh -Durham International Airport. The
period of record for precipitation data is 1993-2023 collected from Raleigh -Durham
International Airport. The monthly rates for 80th percentile precipitation and
evapotranspiration are presented.
Effluent Storaee
The proposed treated effluent storage is comprised of one concrete pump tank and
two concrete storage tanks. Therefore, there is no contribution (precipitation) or loss
(evaporation) from the tanks.
Land Application Areas
The proposed irrigation area is 138,152 sq-ft (minimum required being 126,144
sq-ft). The Licensed Soil Scientist recommends a maximum application rate of 0.50
in/week.
Drainaee Calculation
The permeability for the proposed dispersal area is based on the measured rates
from the Licensed Soil Scientist. Percentages of the permeability are used to determine
an average monthly drainage of 5.26 in/month at 8%. These rates are within the 10%
typical maximum in the water balance policy.
Results
Please consider the presented water balance as conservative evidence that the produced
wastewater can be applied at the facility. The water balance should not be considered an
exact monthly irrigation plan. The actual irrigation is managed by the facility Operator.
The water balance calculation tool is included with this summary. This model predicts an
annual application of 23.73 in/year on the proposed dripfield.

Water Balance Calculations
PROJECT: Oaks at Wakefield
LOCATION: Lee County, NC
Application Area:
138,152 s.f.
from LSS
TOTAL STORAGE REQUIRED:
0.240 inches
Application Rate:
0.50 in/week (from soil scientist)
20,650 gallons
I
2,239,133 gal/yr
Minimum 5 day storage:
28,000 gallons
6,135 gal/day
0.071 in/day
Waste Volume
to Apply:
5,600 gpd (equalized flow to Spray Field)
Notes:
1) Rainfall info. from State
Climate Office of NC, Station: Raleigh -Durham
International Airport (KRDU) (Monthly Averages, 80th Percentile, Period
of Record: 1993-2023.
2,044,000 gal/yr
2) Evapotranspiration info.
from Thornthwaite Method, Temperature Data from NC State Climate
Office, Raleigh -Durham Interntational Airport (KRDU), Period of Record: 1993-2023
170,333 gal/month
23.73 in/yr
0.07 in/day
Month
# Days
ET Drainage
Runoff
Total
Precip.
Moisture
Effluent To Be
Applied
Theo. Effluent Applied
Actual Effluent
Change in Storage
Storage Total
No.
Month
in Month
(in)
(in)
(in)
Loss (in)
(in)
Gain/Loss (in)
(in)
(I I
(in)
(gal)
Applied (in)
(in)
(in)
(gal)
1
January
31
0.33
5.26
0.00
5.59
3.76
-1.83
2.02
173,600
1.83
157,256
1.83
0.19
0.24
20,650
2
February
28
0.39
5.26
0.00
5.65
3.11
-2.54
1.82
156,800
2.54
218,402
2.06
-0.24
0.00
0
3
March
31
1.19
5.26
0.00
6.45
4.36
-2.09
2.02
173,600
2.09
179,647
2.02
0.00
0.00
0
4
April
30
2.39
5.26
0.00
7.65
3.88
-3.77
1.95
168,000
3.77
324,330
1.95
0.00
0.00
0
5
May
31
4.03
5.26
0.00
9.29
3.69
-5.60
2.02
173,600
5.60
481,930
2.02
0.00
0.00
0
6
June
30
5.91
5.26
0.00
11.17
4.48
-6.69
1.95
168,000
6.69
575,802
1.95
0.00
0.00
0
7
July
31
6.74
5.26
0.00
12.00
5.47
-6.53
2.02
173,600
6.53
562,022
2.02
0.00
0.00
0
8
August
31
6.11
5.26
0.00
11.37
5.10
-6.27
2.02
173,600
6.27
539,631
2.02
0.00
0.00
0
9
September
30
4.18
5.26
0.00
9.44
5.53
-3.91
1.95
168,000
3.91
336,387
1.95
0.00
0.00
0
10
October
31
2.29
5.26
0.00
7.55
3.68
-3.87
2.02
173,600
3.87
332,942
2.02
0.00
0.00
0
11
November
30
0.95
5.26
0.00
6.21
3.57
-2.64
1.95
168,000
2.64
227,014
1.95
0.00
0.00
0
12
December
31
0.41
5.26
0.00
5.67
3.70
-1.97
2.02
173,600
1.97
169,313
1.97
0.05
0.05
4,287
13
January
31
0.33 5.26
0.00
5.59
3.76
-1.83
2.02
173,600
1.83
157,256
1.83
0.19
0.24
20,631
14
February
28
0.39 5.26
0.00
5.65
3.11
-2.54
1.82
156,800
2.54
218,402
2.06
-0.24
0.00
0
15
March
31
1.19 5.26
0.00
6.45
4.36
-2.09
2.02
173,600
2.09
179,647
2.02
0.00
0.00
0
16
April
30
2.39 5.26
0.00
7.65
3.88
-3.77
1.95
168,000
3.77
324,330
1.95
0.00
0.00
0
17
May
31
4.03 5.26
0.00
9.29
3.69
-5.60
2.02
173,600
5.60
481,930
2.02
0.00
0.00
0
18
June
30
5.91 5.26
0.00
11.17
4.48
-6.69
1.95
168,000
6.69
575,802
1.95
0.00
0.00
0
19
July
31
6.74 5.26
0.00
12.00
5.47
-6.53
2.02
173,600
6.53
562,022
2.02
0.00
0.00
0
20
August
31
6.11 5.26
0.00
11.37
5.10
-6.27
2.02
173,600
6.27
539,631
2.02
0.00
0.00
0
21
September
30
4.18 5.26
0.00
9.44
5.53
-3.91
1.95
168,000
3.91
336,387
1.95
0.00
0.00
0
22
October
31
2.29 5.26
0.00
7.55
3.68
-3.87
2.02
173,600
3.87
332,942
2.02
0.00
0.00
0
23
November
30
0.95 5.26
0.00
6.21
3.57
-2.64
1.95
168,000
2.64
227,014
1.95
0.00
0.00
0
24
December
31
0.41 5.26
0.00
5.67
3.70
-1.97
2.02
173,600
1.97
169,313
1.97
0.05
0.05
4,287
TOTAL
730.0
69.84 126.14
0.00
195.98
100.66
47.47
4,088,000
95.32
47.47
0.00
Per Year I
365.0
34.92 63.07
0.00
97.99
50.33
23.73
2,044,000
47.66
23.73
0.00
Drainage Calculation:
Soil Permeability (min.) = 0.09 in/hr (from soil scientist, based on GeoMean of Ksats)
Design Factor = 8 % of soil permeability
Ave. Monthly Drainage = 5.26 in/month

Appendix I
Engineering Plans

Oaks at Wakefield - Surface Irrigation
Project Location: 385 Wakefield Rd
Sanford NC, 27330
Lee County
PIN: 9623-08-8043-00
Project Contact: Robert House
1623 Tempting Church Rd
Sanford, NC 27330
[phone]
[e-mail]
Project Consultant Kevin Davidson, P.E.
kdavidsonO)agriwaste.com
Jeff Vaughan, L.S.S.
jvaughan@)agriwaste.com
Agri -Waste Technology Inc.
501 N. Salem Street, Suite 203
Apex, NC 27502
[phone]
[phone] Fax
System Overview Wedding & Event Center
Design Standard Non -Discharge
Surface Spray
77854 gpd (Maximum Daily Flow)
57600 gpd (Equalized Daily Flow)
VICINITY MAP
A%VT
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oafs at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, HC 27330
[phone]
robert@ncsepticl Ic.com
Property Information:
385 Wakefield Rd
Sanford, HC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIOHAL ENGINEER SEAL
CA
SEAL
024582
Lk
FINAL DESIGN.
NOT RELEASED FOR CONSTRUCTION.
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
Cover Sheet
DRAWN BY: CREATED OH:
I. Manson 03/21 /24
REVISED BY: REVISED OH:
RELEASED BY: RELEASED OH:
SHEET HAVE:
ww- 1

Oaks at Wakefield -Surface Irrigation
Sheet Index
ww_1 Cover Sheet
WW-2 Sheet Index
WW-3 Property Layout
WW-4 System
Layout 1
WW-5 System
Layout 2
WW-6 System
Layout 3
WW-7 System
Layout 4
WW-8 System Layout 5
ww-9 System Layout 6
ww-10 System Layout 7
ww_1 1 System Layout 8
WW-12 Treatment & Storage 1
WW-13 Treatment & Storage 2
WW-14 Surface Sprayfield
WW-15 Detail Sheet 1
WW-16
Detail Sheet 2
WW-17
Detail Sheet 3
WW-18
Detail Sheet 4
WW-19
Electrical
WW-20 Notes
WW-21 Excavation Safety
WW-22 Site Map
VICINITY MAP
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Pd
Sanford, HC 27330
[phone]
[e-mail]
Property Information:
385 Wakefield Pd
Sanford, HC 27330
Lee County
PIN: 9623-08-8043-00
ro\W .........
C A
_ SEAL
024582
t
FINAL DESIGN.
NOT RELEASED FOR CONSTRUCTION.
REV, ISSUED DATE DESCRIPTION
SHEET TITLE
Sheet Index
DRAWN BY: CREATED ON:
I. Manson 03/21 /24
REVISED BY: REVISED ON:
PLEASED BY: PLEASED ON:
SHEET NAME:
'W-2

Notes:
—Topographical Information taken from GI`.
—Boundary Information tape from Survey
Melvin A. Graham, PLS.
—Site Information taken from Site Plan b�
J
Drafting and Design Services, Inc.
0
O M
co
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24"x36" Sheet
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A%jVr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakef16d
Surface rrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, HC 27330
[phone]
robert@ncsepticl Ic.com
Property Information:
385 Wakefield Rd
Sanford, HC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
,,\��111111 i 11111/!1�
•k•••�4�H C A R04�'�,,1 f
..••,�. i is sro ' •'9IV
_ SEAL
024582
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FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
REV, ISSUED DATE DESCRIPTION
/ SHEET TITLE
Property
layout
DRAWN BY: CREATED ON:
/ I Manson 03/21/24
� RELEASED BY: RELEASED ON:
SHEET NAME:
WW-3

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090. 0 '1 * - . AVVr
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Engineers and Soil Scientists
15� BUILDING � + + ' • • +',•+ + 0 00*11.+',•++ + ♦ + + + + +',•,• + ♦/ ,',• + + , + ', ,+ + + + •++ • + • ,•,•++ +
• + ♦ , , , + , + , , , + , • , ,
• Agri -Waste Technology,I
S eld
• + • 501 N. Salem Street Suite 203
• + + 919-859-0669
I + - + + , , Apex, North Carolina 27502
++' + +. •+ + ' +• +• �. + + ' • �. +*go+' �� ) go
+ •++. ++' ++ www.agriwaste.com
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A_ �HEMECA WATER
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Ro'
y TER Owner Information:
RSC E WA
• d.,• .. .
6'� �. '¢, 1 d• AC_ Robert House
�. �• ..,;.,.' — 1623 Tempting Church Rd
\ I r Sanford, NC 27330
PlQ 15 KN ��� ERT S3 '� � �'� �'� � q [phone]
E ----__� :`f .,,..., [e-mail]
Property Information:
385 Wakefield Rd
Sanford, NC 27330
SEo�Nc ':�,..'�.o Lee County
El 260 15' U�L� � K "`'-- ' �• PIN: 9623-08-8043-00
Notes:
— Adjust
tanks to meet site constraints.
— Force
Main
to have marring
tape.
— Force
Main
shall maintain a
horizontal setback of 10' from Water Line.
— Force
Main
shall maintain a
horizontal setback of 5' from Pavement.
— Non —Traffic
Rated Tanks to
have burial depth no greater than 36".
— Install
cleanout
every 50' on
drainlines.
9)
— Force Main shall be sleeved beneath road crossings or have 36 min. burial depth
(18" min. burial depth elsewhere).
Force Main shall be sleeved beneath creek crossings for 10' on both sides of
creek, or have 36" min. burial depth for 10' on either side of creek.
�1�
PROFESSIONAL ENGINEER SEAL
�`� k CA+Rri��
��ri rr
ri
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0245B2
F�c`�f •.�NGIµ�E�'•`'e •
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FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
System
layout 1
DRAWN BY:
I. Manson
RELEASED BY
0 40 $o I SHEET NAME:
CREATED ON:
03/21/24
RELEASED ON:
24"x36" Sheet

LEGEND
----- 14"SCH40PVC
4" SCH 40 PVC
290
---------------------------------------------------- - ---------
0 8' 16'
1 Notes:
Each STEP Tank to be
5 y served by a Simplex �
0 P E 0 P 0 KT\ Control Panel
E SETBACK
Simplex
Control
Panel
----
DL 0
co
—t
------------------------- \
Legend
BV Ball Valve
CV Control Valve
CO
0 2' 4'
FE
eV ARCMAIN
CV
8V
STEP CONNECTION
1 5' BUILDING.
�.
� D\BAC U �� � Notes:
~�` a ° a a a a Each STEP Tank Connection to Have 2 Ball Valves
Ja and a Check Valve at Force Main junction.
a
2 500 CAE a
9 . r• W W W W I �' W W W W r W W .�.
TANK
\ ` W W W W W W W W W W W W
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Control
W
,.�y Panel C E P _____�\' W W W W W
---------_-- - -- \7/��1�� a O Pa Ll COEEECTOE 280\ W
0
W W
W W W W W W W W W W W
W \ W W
\
--———— — — — — —— --_ -�yy
e e a
44
an.° a.A 1e ♦ °° 1°��e .. °ae °.. °° ♦°.1 e S °o" ° .e♦° 4° ..6 °V� , L2
1 e a T e ♦ 1 e °°. 1
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°
-------------------------------------------------
S'2 II 1
'4
°
a N
T ° 1.♦ a ♦' ° ° ° ' —_
270 a 1 1 e ° b _ S° -- _
♦ 1 \
1 a' P e 1. '♦ .
Sinplex ♦ _
_---- -- ----- 1 _
���
Control -.,�`
a ,
1 0 0 0 C A °
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--- 5 TE�P--,,, A E E i a 1 a A.
e ° ° 1
260
`r`e
250
P&O L
F3 UIDII�G /NE
NE
-----
f..
260 _
Notes:
Adjust
tanks to
meet site constraints.
— Force
Main to have
marking
tape.
— Force
Main shall
maintain a
horizontal setback of 10' from Water Line.
— Force
Main shall
maintain a
horizontal setback of 5' from Pavement.
— Non —Traffic
Rated Tanks to
have burial depth no greater than 36".
— Install
cleanout
every 50 on
drainlines.
— Force
Main shall
be sleeved
beneath road crossings or have 36" min. burial depth
(1 8" min. burial
depth elsewhere).
24"x36" Sheet
zoo
J/
J
I
J
i
i
--------- "1Z
D Csi 00
------------------------------------ ------ --- --- - - - -- --- ---- -- -
0 20' 40'
Al&pr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, NC 27330
[phone]
robert@ncsepticl Ic,com
Property Information:
385 Wakefield Rd
Sanford, NC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
�J1 II Iftlr1111ti
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;•ate 4� , � Fin.,.. �
SEAL G- 5
424582
7d. ZO'ZLA
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
System
layout 2
DRAWN BY: CREATED ON:
Manson 03/21/24
RELEASED BY: RELEASED ON:
SHEET NAME:
ww-5

1
Notes:
— Adjust tanks to meet site constraints.
— Force Main to have marking tape.
— Force
Main
shall maintain a
horizontal
setback
— Force
Main
shall maintain a
horizontal
setback
— Non —Traffic
Rated Tanks to
have burial
depth
— Install cleanout every 50' on drainlines.
— Force Main shall be sleeved beneath road
(18" min. burial depth elsewhere).
10' from Water Line.
5' from Pavement.
greater than 36".
crossings or have
I9000
STEP
—GAL
TANK
LEGEND
1 "' SCH 40 PVC
4" SCH 40 PVC
vvv
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STEP
CON N KCT ON.A...
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Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Pd
Sanford, HC 27330
[phone]
robert@ncsepticl Ic.com
Property Information:
385 Wakefield Pd
Sanford, HC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
�`���►ititrrrrrFrrr
1N- C A R01 frlrf�rr
5!0
SEAL =4-05-iq
024582
FINAL DESIGN
NOT RELEASED FOP CONSTRUCTION
REV, ISSUED DATE DESCRIPTION
SHEET TITLE
System
layout 3
DRAWN BY:
I. Manson
PELEASED BY:
SHEET NAME:
CREATED ON:
03/21/24
RELEASED ON:
24"x36" Sheet
WW-6

or)r
L
O
�
O
O
LLJ
W
CD
O
EGEND
1 "' SCH 40 PVC
4" SCH 40 PVC
STEP
C'\ N N KCT ON
STEP
CONNECTON
0 20'
40'
i
I nnn
C'9
19000
STEP
CAL
TANK
J
Notes:
— Adjust
tanks to meet site constraints.
— Force
Main
to have marring
tape.
— Force
Main
shall maintain a
horizontal setback of 10' from Water Line.
— Force
Main
shall maintain a
horizontal setback of 5' from Pavement.
— Non —Traffic
Rated Tanks to
have burial depth no greater than 3699
— Install
cleanout
every 50' on
drainlines.
— Force
Main
shall be sleeved
beneath road crossings or have 36" min. burial
depth
(1 8"
min, burial depth
elsewhere).
— Force
Main
shall be sleeved
beneath creek crossings for 10 on both sides of
creek,
or have
36" min. burial
depth for 10' on either side of creek.
310
4
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e
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r
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, HC 27330
[phone]
robert@ncsepticl Ic,com
Property Information:
385 Wakefield Rd
Sanford, HC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
fr��r.
�HCARol .,
jp ' I4'q 1z
SEAL
02�4582 -
�Ezz0��
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
ystem
layout 4
DRAWN BY:
I. Manson
RELEASED BY:
CREATED ON:
03/21/24
RELEASED ON:
A
SHEET NAME:
XYA
1I N 7
24"x36" Sheet

� I ~ 300
I \
I
I\
I \
/ 290
290
300 ,/*"
310
320
330
330
RV PARK
Notes:
— Adjust tanks to meet site constraints.
— Force Main to have marking
tape.
— Force Main shall maintain a
horizontal setback of
10' from Water Line.
— Force Main shall maintain a
horizontal setback of
5' from Pavement.
— Non —Traffic Rated Tanks to
have burial depth no
greater than 36".
— Install cleanout every 50' on
drainlines.
— Force Main shall be sleeved
beneath road
crossings or have 36" min,
burial depth (18"
min. burial depth elsewhere).
— Force Main shall be sleeved
beneath creek
crossings for 10' on both sides
of creek, or
have 36" min, burial depth
for 10' on either side
' of creek.
A
�
L8
/ A
320 �
� I
310
340
340
PROPERTY LINE
320
330
0 J 60' 120' Pr
AI&
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefield
Surface Irrigation
Owner Information:
Robert House
340 1623 Tempting Church Rd
Sanford, HC 27330
[phone]
robert@ncsepticl Ic,com
,— 350) Property Information:
385 Wakefield Rd
Sanford, HC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
I,��1{111iilllffl����f
\`�0`iN C A Ro�'���1f.
SEAL
Q2458�
aC `• .'a=
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
System
layout 5
DRAWN BY:
CREATED ON:
Manson
03/21/24
RELEASED BY:
RELEASED ON:
SHEET NAME:
WW�8
24"x36" Sheet

1 9 000
STEP
19 000
STEP
CAE
TANK
STEP
COEEECTOE
310
Notes: A%VT
— Adjust tanks to meet site constraints.
— Force Main to have marking tape. Engineers and Soil Scientists
— Force Vain shall maintain a horizontal setback of 1 0' from Water Line. Agri -Waste Technology, Inc.
Force Vain shall maintain a horizontal setback of 5' from Pavement, 501 N. Salem Street, Suite 203
p
Apex, North Carolina 27502
L10 - Non —Traffic Rated Tanks to have burial depth no greater than 36' 919-859-0669
— Install cleanout every 50 on drainlines.
www.agriwaste.com
— Force Vain shall be sleeved beneath road crossings or have 36" min. burial
STEP-
depth (18" min, burial depth elsewhere). Oaks at Wakefl6d
COEEECTOE \
\ �� S11 1 Surface rri anon
9000 OA g \ �
Owner �I 1
K - / Information:
STEP TANK �I
` / Robert House
\
- - -- ---- \ r- 1623 Tempting Church Rd
-- ---- ----- \ Sanford, NC 27330
0
(919) 3 5 3 — 8 445
Panel
robert@ncsepticI Ic.com
R1
Property Information:
R "s. 385 Wakefield Rd
Sanford, NC 27330
Lee County
\ e' ° / PIN: 9623-08-8043-00
d d
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PROFESSIONAL ENGINEER SEAL
°
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SEAL
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\ 024582 _
Ri
R 12
\ L 10
340
FINAL DESIGN
sme`e"i
NOT RELEASED FOR CONSTRUCTION
Qare, LEGEND
0 REV, ISSUED DATE DESCRIPTION
----- 14"SCH40PVC
4" SCH 40 PVC
S10 1000 GAL
-,- .r-"""_""" ---- STEP TANK400or
_
j:
� - 0 4' 8' 0 4' 8'
Note:
Transition to I" PVC inside Valve Boxes
Note:
Transition to 1 " PVC inside Valve Boxes
SHEET TITLE
System
layout 6
DRAWN BY:
I. Manson
RELEASED BY:
CREATED ON:
03/21/24
RELEASED ON:
SHEET NAME:
ww-9
24"x36" Sheet

320
►0
°
s '
FORCE V A 5
CONNECTOR
° °
4
C
2,000 GAS
STEP TANK
SUPPLY LINE SHALL BE
SLEEVED WITHIN 50'
WELL SETBACK.
02330
G
T
Notes:
— Adjust tcnks to meet site constraints.
— Force Main to have marking tape. i
— Force Main shall maintain c horizontal setback of 10' from Water Line. LEGEND
— Force Main shall maintain c horizontal setback of 5' from Pavement.
Non —Traffic Rated Tanks to have burial depth no greater than 36 '. — — — — — 1 4" SCH 40 PVC
— Install cleanout every 50' on dreinlines. 4" SCH 40 PVC
i
— Force Main shall be sleeved beneath road crossings or have 3699 min. burial
depth (I a min. burial depth elsewhere).
29 500
STEP
—GAL
TANK
350
CHURCH
MAIN
BATHHOUSE
FORCE MAIN CONNECTION
AlAfT
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefl6d
Surface rrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, HC 27330
[phone]
[e-mail]
Property Information:
385 Wakefield Rd
Sanford, HC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
.L`�+tillLlli I I I!!11!!!�
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SEAL
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G-�3t
024582
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8 Z-
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
System
layout 7
DRAWN BY:
I. Manson
RELEASED BY:
CREATED ON:
03/21/24
RELEASED ON:
SHEET NAME:
ww-io
24"x36" Sheet

0
G/
o��°`�
S-5
15' B UILDMG
�gAUK
310
FORCE MAIN CONNECTION
CIO �
��O
9:� <� cj�
v� A�
Q�_
24"x36" Sheet
oTEP
COEEECTOE
0 2' 4'
FORCE MA7
310
I- - - ,
320
/ eo
340----
J�v
330
i
i
i
------ - - - - --
i
I
TREATMENT &
STORAGE
SEPTIC TANK
350 GREASE TANK
15' B UILDMG
SETB AC K
i
m; C
�Q rn
>G I
a
a
Q�;Qoo&r7a!aa�o
Notes:
— Adjust
tanks to meet site constraints.
— Force
Main
to have marking
tape.
— Force
Main
shall maintain a
horizontal setback of 10' from Water Line.
— Force
Main
shall maintain a
horizontal setback of 5' from Pavement.
— Non —Traffic
Rated Tanks to
have burial depth no greater than 36".
— Install
cleanout
every 50' on
drainlines.
— Force
Main
shall be sleeved
beneath road crossings or have 36" min, burial
depth
(1 8"
min. burial depth
elsewhere).
0
0
0
A%VT
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Pd
Sanford, NC 27330
[phone]
robert@ncsepticl Ic.com
Property Information:
385 Wakefield Pd
Sanford, NC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
�N011111111111111
H C A Ra��,�,fr
SEAL
024582
'5iz'Iz,-zLA
FINAL DESIGN
NOT RELEASED FOP CONSTRUCTION
REV, ISSUED DATE DESCRIPTION
--''� SHEET TITLE
I System
payout g
LEGEND DRAWN BY CREATED ON:
I. Manson 03/21/24
— 1 q�' SCH 40 PVC RELEASED BY: RELEASED ON:
4" SCH 40 PVC
SHEET NAME:
ww-ii

Notes:
— Adjust
tanks to meet site constraints.
— Force
Main
to have marking
tape.
— Force
Main
shall maintain a
horizontal
— Force
Main
shall maintain a
horizontal
— Non —Traffic
Rated Tanks to
have burial
— Install
cleanout
every 50' on
drainlines,
setback
of
setback
of
depth
no
10' from Water Line.
5' from Pavement.
greater than 3699
■
I
I
EF
By
I
I
I
I
ST
LLIIL I
LLLLL] I
LLLLL I
I
I
I
I
I
I
LLLLLL
LLLLLL
Inlet By
Tee
01 U
GT
LLLLL
LLLLLL
LLLLL
O
U
S_DT C 6500—GA
TA\/<
3000—GAL
G� — AS — TA\ /<
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Pd
Sanford, HC 27330
[phone]
[e-mail]
Property Information:
385 Wakefield Pd
Sanford, HC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
,j01 11IIII111I11wz
N C A RQ�rILSSIQM .• .y �� `
ti ;•q4 f!�•.
SEAL
— x 02+L582 —
II....
rf
LA
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
Treatment
& Storage 1
DRAWN BY:
I. Manson
RELEASED BY:
SHEET NAVE:
CREATED ON:
03/21/24
RELEASED ON:
24"x36" Sheet
WW-12

n
O
O
N
Storage
10,000 ga
Storage
10,000 g a
PT
14,000 gal
0=5,600 gpd
Head
Works
Q-5,600 gpd T
Surface Spray Field
— 6 Zone
— 138,409 sgft.
FLOW DIAGRAM
WW-13 N T S SOURCE AWT, Inc
AX-100
Treatment Unit
AX-100
Treatment Unit
AX-100
Treatment Unit
0=7,000 gpd
EVENT
CENTER
0=2,500 gpd
ST
6,500 ga
Q=3,900 gpd
EQ/RT
12,000 gal i
0-5,345 gpd
s
Q=7,000 gpd
CAMP
BATHHOUSE
(975 gpd)
CABINS
(1,320 gpd)
RV Park
(1,400 gpd)
MAIN
BATHHOUSE
(750 gpd)
CHURCH
(900 gpd)
Notes:
— Adjust
tanks to meet site constraints.
— Force
Main to have marring
tape.
— Force
Main shall maintain a
horizontal setback of 10' from Water Line.
— Force
Main shall maintain a
horizontal setback of 5' from Pavement.
— Position Headworks unit over
Pump Tank If
space permits.
— Yard
hydrant shall be installed if distance
to building spigot is greater than 50'.
— Install
cleanout every 50' on
drainlines.
— Field
Supply Line shall be sleeved beneath
road crossings, or have 36" min. buria
depth
(18" min, burial depth
elsewhere).
FSL
❑ ❑ ❑
I
- I
PSL I
Q
LLLL
LLLLL
LL L
LLLL
SB I SB SB
HSL
I
❑ I
1
J
w IJ
a U ry
O W �W
0 W I
I
I
I
I
14,000-GAL
PUMP TANK
PT
LLLLLL
LLLLLL
LLLLLL
LLLLL
LLLLLL
LLLLL
UV
J
M
D
A
Line Legend
Label Name Size
AFDL AdvanTex Drain Line 2.011
AFSL AdvanTex Supply Line 2.011
DL Drain Line 4.011
FSL Field Supply Line 2.011
HSL Headworks Supply Line 1.011
PSL Pump Supply Line 1.511
STRL Septic Tank Return Line 2.011
UVDL UV Drain Line 3.011
Component Legend
Label
Name
Label
BV
Ball Valve
GT
CO
Cleanout
P
CP
Control Panel
PT
EF
Effluent Filter
RSV
EQ/RT
Flow Equalization Tank
SB
UV
UV Disinfection
ST
0
STORAGE
EQ/ K SB
LLL AFSL
R
SB LLLLL` I
jSV
LLL L
L
L L L
LLLL SB
J
I
I \
J
I
aN I oA
I Q
1001
I
----- 5� I
r--------- _J
�I :_- Q�
I co
I I I I
I
10,000-GAL
PUMP TANKS
STORAGE
LLLLLL
LLLLLL
LLLLLL
LLLL
- -----
- 1
AX100 Textile Filter
F )
Fan il� IIII
I
.. co
---_ I • • _III • • \-- �— -
- 2
AX100 Textile Filter
Fan it
Type
SCH
40
PVC
SCH
40
PVC
SCH
40
PVC
SCH
40
PVC
SCH
40
PVC
SCH
40
PVC
SCH
40
PVC
SCH
40
PVC
Name
Grease Tank
Pump
Pump Tank
Recirculating Splitter Valve
Splice Box
Septic Tank
LLLLLL
LLLL
LLLLL
LLLL
0
F � A& �AA i
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oafs at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, HC 27330
[phone]
robert@ncsepticl Ic.com
Property Information:
385 Wakefield Rd
Sanford, HC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
0111411 I III Ilitt.
\\0 �{ C A R p�
ti\\
t
1. �0•�dF�.SSl��y9'�4 � a>s
.Q {• �Fin..r
SEAL
0245$7
�<e
Q FINAL DESIGN
HOT RELEASED FOR CONSTRUCTION
REV. ISSUED DATE DESCRIPTION
X
10
/-WATER
/ SPIGOT
�Z6 ED
AX100 Textile Filter
❑ ❑ El ri ❑ SHEET TITLE
Treatment
INSTALL Storage 2
FENCE AROUND
TANKS/TREATMENT DRAWN BY: CREATED ON:
I. Manson 03/21 /24
RELEASED BY: RELEASED ON:
SHEET NAME:
WW-13
24"x36" Sheet

c3�Ipo
0
0
General Notes:
1. Clear all trees less than 8" in
diameter (measured at
a height 3' from soil surface)
from the sprayfield.
Clear trees that may obstruct
each nozzle's spray
radius.
2. Vegetation that will re —grow from a cut stump shall
be stumped or pulled from the
ground. Stumps shall
not be pushed over. Remaining
stumps may be ground
in place with "forestry cutter" or equivalent.
3, Sprayfield area shall be raped
of all leaves, pine
straw, debris, etc. The accumulated
material shall be
removed from the sprayfield.
a . \
t a t t a t a 4. Supply lines shall be Installed with a minimum of 18„
Y t
IL IL " ` ` ` ` ` ` cover. Supply line to be installed with a minimum of
a a t
IL ; Y 36" cover or encased in a ductile Iron sleeve where
\ ^/ r a t \
r Y t F crossing n road d rivewa .
\ t r a •-- r \ g U �• � T y
a a t a t Y Y t a t
-'' \\\ , , t , a a r t r a t ti a Y • Y a ` �� 0' 5, Force Main shall be sleeved beneath creek crossings
a a a t t Y t t Y t r r t
t Y t a t U
YYttataa...,Y r ra rarrtratr t\ems/T� for 10 on both sides of creek, or have 36" min.
TT
a s a t t a t a a t Y t U
a a t a Y Y r Y a � r a t ,tr' �� /
,� \ attatataYt ttYiih4b tratrtratartr UT burial depth for 10 on either side of creek.
pi�Ct a t Y t a Y t Y t t a
,MIT 6. Seed and straw sprayfield as per project specifications.
Y a a Y t Y t t r a a r Y a
a t t t
IL
t a
IL Y 16 Y
trarrtaatrtart ` T /01
Wetted Area:
y t a a t a t r a t t Y t t Y t Y a a r t \ �T� t Y
\ � Y a a a t t t t a t a Y t Y -
- � O , , r a t . a a .. . .. Y t'�'" � � a � ` ` ` ` —Wetted Area Per Spray Head 6,940 sgft.
\ CN a r t t a t r a r r t a \ ^
Y �0 �1� / t r t r r a r Y a r a a
YkCa t a a ` ` ` ` ' ` ` ` \ —Total Wetted Area (w/ overlap) 1 38,409 sgft.
�.• ': Y t Y t a Y t t t a r r t \ a t r a t r t a a t Y t t a
t Y a t Y t a t t Y t a a t t t a -
;., r a a Y t t a t a a t Y t a t t Y t t r t
r a t Y t a t
"•r ' \ t a t t Y t a Y t Y t r t • a t r a a -
•�',.� \ Y a a t a t t a t t a Y t a Y t t t t Y • r t \r a t r t r a t Y a t Y t
a s t r a r Y t Y t t a s
• \ t Y Y t • t r a a r r a t r t a a t Y a r t a a r Y t Y a t Y t a a t a t t a t a
r\ t Y a r r t r a t r t a a t r O
' >} C�4(jtp t o t t r a t r t a a t r r t a a t Y a Y t Y a t Y t a O
t Y a a a t a t t a a Y t Y Y t t t t r t a r t r_ a r a t \ R
a t r a a Y t a a t Y
a a t t t a s r I
a r r r a t �� t a t r t t a00a r t t a t r a a Y t rV a t t t a � t
t a t t a t Y t Y Y t rE t t Y r t a s r t a �„ r a r t Y
\ t a t a a a t Y Y t a t t Y - 6
YaaYtaatYaaYta ` INSTALL ///
t Y t a a t Y a t Y t �C' a Y t Y a t Y t IL
a CN�QVC t t t t ` Y
\ "�` tt`t PFENCE AROUND
a t r a .
t Y t a t t Y t t r t �qQ a Y Y t t t t Y t t r t r a a r t a a a. t o
• \\ r r a r r a r Y r r Y r t r t r t r. a t t a c t a a t Y t Y a t a t S Y 1t t Y t
O \
1^ a a Y t Y a
r$C�, t \
4 SPRAYFIELD
t It a 1t Y a Y Y 1t Y a Y Y t t Y Y Y Y t Y t t Y t r t t a t a t t t t Y 1t t Y t
'•• \ t t r r a t r e t a t r a Otq t r a t r t Y a
Y a t r t t Y t Y
\ t t a t t Y t a t t t t r Y r t r t r a t r t t a t r a t r t Y t Y t t r t r a t r
\ t r t t a t Y t Y t t a r t t Y t t Y
t t a e t r t a r Y t Y t Y —
\\ l J 4p o �i� a s a r a a r Y a r a Y r a Y r a r Y a t Y TT\
\ \ t t Y t t t t Y t t Y t t t r a • Y t r a t t Y a�,H� 7
t t r t r
N \ r a t. t t r t r a Y t t a Y a a Y t Y a t Y rn N Y t a K Y
Y t a Y t
. \ Y r t t t Y a t t t t t Y t t a t
4' \ t t a t Y a t Y t a t t t t a t Y t t Y t t t t Y Q Y 'r t r a t r t a t r a t Y t t a t Y t t Y t Y t t Y t• t
— �
lS ...' a rn Y t Y a t Y t t a t a t a t t t a t a t Y t a t t Y t Y t Y t t r t
\\ \ \ t t t t Y t t Y t Y a t r t r t a t Y t t a t = a t a a r t t a t Y t t
S a t Y t t a (e rp Y t t t t Y a t Y t r a t r t
�� �. . \ t a t Y a a t t t t t a t Y t t Y t t t t t Y t
a r� Y t t a t r a a r t Y a t r a t r t r a t Y t t t t a t
.� t t a t t t t a t t a t Y t t Y a �� Y t t t t a t t a t t Y a t Y t Y t r . a t . a
a ft Y t t It a t Y t Y t Y t a a t Y t t Y t Y t Y t r t . t
■_ t t Y t Y a t Y t a Y a t Y t t t t
► - t Y t t Y t r a t r t t t r t t r a t r t t a t Y a t Y
t Y a t t r t r r t t
Note:
Transition to 1 " PVC Inside Valve Boxes.
Legend
ARV Air Release Valve
BV Ball Valve
CV Control Valve
SV Solenoid Valve
24"x36" Sheet
a r t Y 1t t Y Y t t t t t t t t t r t a
t r r t r a a Y r r a r Y r a Y r a t t
t O t r a Y t r t r r t r a t Y t t a r a t r a■ t r a t r t O
t t t t r t t It t Y Y It Y t 40 p�IC t r r t a 1r r a t
a r t t'�`S r a r t Y r r r r t a A t t
t Y It t a Y t t r a t r t t a r Y a t r t t2"tSCw t t r t r t t r t t t t /►V/ A
C t � 1" t r t r t t r t t
a t
t t ILt t r t VC t t r t t r t r t t r
t r a t t a t t r a t Y t Y 320
t t Y r Y a t t t a t Y t a Y Y r
� - t r a t Y t tom_, t Y t t t a t t Y 1t Y t t t t t t
t a t Y t t t t Y t a t Y 1t t Y t t a t r a a Y r Y r r a t t
a t a t Y t Y t t r t r t t r a t r t o Vrt SCH4� ICY �r t r t r t r a t r t a a t t t t a t Y t t r t Y a
t t a t r t t t Y a t Y t o eJ
IL t t t t r t a t Y a t Y t t t t a a t Y t Y t Y t t t t Y t
t t 2 t r a t t r a t r t r t_ It t 1e 1t a 1t Y a Y Y t d �Y S t t t Y t t Y t t a t r t r r
t t a t t t t a t Y t Y t t Y t ZY Y t t r t r t t r 4 r t r t t r t t r t r t t r Crh4� pr r a t r t t a t r a a Y
\ ■■ t r t t2 a t t t t r t t r t r t r Shy 0 V
1 t r t r a t r a t r t� � 4t q�, a r t t a t Y a Y t t t r t t r t r t t
tiA t t aSC Y r t a r r a t r t t a t C t t r a r r t r r t r t r t t r t r t Y a t Yp t Y t Y t t t t a Y t Y t
t r t a r t Y r r a t t A �10 % ' t t Y t Y 1t Y t t t
a t r t r t r t t t ` r t t r t
t t a r°lt O r a t Y a Y a t It Y t t t t t t r r t r t t r t
I t Y t t Y t Y Y t r t r t L[' r A Y a r r a t r
Y t t t t r r t r t t r t r Y a r t t a t
t t t It Y t t It Y t t r t r t t
Y t Y a t r t t r t r t Y r a t Y It t
t a
t t t t r a r t a t r t t r t r Y r t t �t"rS t r t r a t r t t a t r t r
- �� SC t r t t r t r t Gy r t r t t r r t t r t r a r t t t t r t
4 tttrtrrtrt Yt \O
t t r t r t t r a a ��. tit r0 t r t r t t t t t a t a Y t Y t r t r t t r
t t t t r t r t r a t r t t t t r t 4 p �C r a r r t r a t r t e t r a
\ 7 t It t t a t Y a O�� fita t a :�C t Y t t Y a Y a t a t t Y t t Y t Y t t t t t t t Y t Y Y t It r t •
Y t a t t a t
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�� p t t r t r t t t r t• a t r a t Y Y a t Y t t a t r t r t t r t r t t Y a t r t t Y
/\ D t t r t r t t r t ft
r t t rt\ a t rt a at a r tK � r t at rIt Y t ttYtYa t tYt t•rtYlctYtt 3 r t t r t�a trt0
tt t r t t r t r t t r r t r a t r t ta 7+ r t r t t r t a t r t r t r t t r t t �t S�N¢0 p
y� Y t t t t Y t t r t r
/ a t t t r t r t a t t a r
•�'., a t Y t t t t Y 1t t Y t h t Y t t a 1t Y t r t t t t r t r r t r aVCt r t a t r a t r t Y t Y t t r t r t t r
t Y t t t t r a r r t r a AQ t a t r a t r t t a t r t r a t t t a t r t Y t Y t t r t t r t r t \
V a t r t a t r t t t r a t r t Y a
Y t a t t a t t t t Y t Y r t r t t r t t t Y t r r t t r t t t
\ t r t t r t r t t r t a t C t t t t t r t t r Y a t t t t r t t t t r t r r t r t
r t t r t r t t r t a r r r• r t r a t r t t a Y t r r t• a t r a t r t t a t
'"Rn • r t r t t r Y isCyr4 t t Y t t Y It t t t t • r t r a t r IL
t t r t r t r IL t r a r t t 0 a r t r t Y a t Y t r t t t
r t r t t r t t t r t t r t r a t r t t°� r a IL IL IL r t r t t r r t t r t r t
r t r t t r t a r t t Y t Y t t t Y r t r t r a t r t t a r a
\ a r r t r a t r t t a t r a t r t t a t Y a t Y IL r Y IL t a t r t r Y t
Y t a t Y IL r r r r r t r
t t r r t t a t r a a t r r r t t r t
t tt t t Y t Y • t a t Y a t Y t t t t a t t Y t
t Y t t t t Y 1r Y r t r a t r t t t r t t t t r t ISiC40rp r a t r t r a
Y t • r t r t Y t t
C t Y t t
a t Y t t Y t t t Y t t Y t • t t r a t Y t
I � t t/a t r a r t Y a Y t
Y t Y a t r t t a t Y Y t Y t t Y t Y a t Y
\ I t t t t Y t t Y t t t t Y O t t Y t a t t t t Y t r a t Y t t t
A r t t t t r t t r
\ r t t t t r t r r t Y a a Y t a a
a r t Y a t Y t t Y t
t t a t Y ILt t t�"5M IL IL t r t t r t r t r t
/ I \ t t Y a t Y t t t a t Y a t Y t t a Y
t t t t Y a t r
\ I \ t e t r t a ILt t Y t Y r t r t r IL r a
a t ILY a t
t a t r t r t r t t r
t t r t t r t r t t r �� t t t t t t r t r t t r t r t r
Y a a Y
t t r t t t t r a t r ILr. a t Y t t r t r a t r t t r t• t t r a t r t r a t r
r t t t t „tSCl�y40
P A Y r t r t t r t t t t r
t t r a t r t t a t Y a t Y It r a t t r t r t t r
\
t
oa Y t r a t r r t r a t Y t t t t Y t a Y Y t Y t t Y
I � IL
t r t r t t r t t t• a t Y a t Y
ao
Y a t Y 1t t r t r a r r It t 1e t a 1t t Y Y Y 1t Y Y Y t Y t
� ♦ I \ � t t r t t r t r t t r t a r Y r t r r r t t r a t r t r
C-)� t r t r a t r t t a t Y a t Y t Y
7_- �-n —A a t r t t
Y Y Y Y It Y Y Y Y t t Y Y t Y t
a t r t
N, I r t t a t Y a t Y t Y t t Y
UT T N, I v
C \ s�U280---_2.q in
�T TAU \
I
Notes:
Force Main to have marking tape.
— Force Main shall maintain a horizonta
290
Q Force Main s
M setback of 10 from Water Line.
300 280 — hall maintain a horizonta
I \ I
setback of 5' from Pavement.
300
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, NC 27330
[phone]
[e-mail]
Property Information:
385 Wakefield Rd
Sanford, NC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
� 1� 111t1r1rrfrtl�
CARn���.Jf, f
�••' fib: •' E �S Sip " • �.� `�
SEAL
024582
'y�t`G�'••. FNGIIVE-�-4' �q�'�ti•
ff Zo
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
Surface
S rayfield
DRAWN BY: CREATED ON:
I. Manson 03/21/24
RELEASED BY: RELEASED ON:
SHEET NAME:
WW-14

**NOTE-ORENCO 24"
ROUND RISER CAST -IN
150"
144"
00 Nr— %:=J
96' ° 45„
10" AIRSPACE
3"
LIQUID LEVEL
VENT
y (TYP. 2)
oo
oo o °
CD rr`
• FLOW THROUG •,
(TYP. 4)
O
• I I
it 'I • - • ° •. . .. ' - • n ° P • '
II
74" TO BOTTOM OF 4" OUTLET
-76" TO BOTTOM OF 4" INLET
1. Grease tank to be approved by NCDHHS.
2. Leakage testing of tank is required.
3. Documentation of tank testing shall be provided to certifying Engineer.
4. Tank risers to extend minimum of 6" above finished grade.
5. Final grading shall slope soil away from tank openings.
GREASE TANK DETAIL
WW-15 NTS SOURCE Shoaf Precast Septic, Inc
**NOTE-ORENCO 24"
ROUND RISER CAST -IN
e •
0
O
N
NO BOOTS ON
SIDES INLETS,
USE CONCRETE
KNOCKOUTS
+ J L•
oTrF� O
SIDE INLET
v •
rn �
256"
IFTING ANCHORS
(TYP. 4)
-10
■
240"
MODEL: MS NON -TRAFFIC 3000 STB
NON TRAFFIC MID SEAM SEPTIC TANK
SHOAF PRECAST SEPTIC INC.
4130 WEST US HWY 64
LEXINGTON, NC 27295
PHONE [phone]
FAX [phone]
[e-mail]
www.shoafprecast.com
- NC APPROVAL #: STB-2104
- LIQUID CAPACITY- 3,076 GALLONS
- GALLONS PER INCH-43.95
- PIPE PENETRATIONS - (MEETS ASTM C-923)
- CONCRETE - 5000 PSI MIN.
- TANK WEIGHT - 18,640 #
- TOP - 9,320 #
- BOTTOM - 9,320 #
- REINFORCEMENT PER ENGINEER SPECS
-1 1/4" BUYTL SEALANT CONTINUOUS IN JOINTS
ao O O O J ao
FLOW THROUGH
72"
78"
I _ _
■
256"
240"
VENT (TYP. 2)-
N
FLOW THROUGH` °)
(TYP. 7) 11 /
1
} 8" 156" 78 8
�I
-BOTTOM OF TANK TO BOTTOM OF 6" OUTLET
BOTTOM OF TANK TO BOTTOM OF 6" INLET-
-BOTTOM OF TANK TO BOTTOM OF 4" OUTLET
BOTTOM OF TANK TO BOTTOM OF 4" INLET-
1. Flow Equalization tank to be approved by NCDHHS.
2. Leakage testing of tank is required.
3. Documentation of tank testing shall be provided to certifying Engineer.
4. Tank risers to extend minimum of 6" above finished grade.
5. Final grading shall slope soil away from tank openings.
N.T.S.
**NOTE-ORENCO 24"
ROUND RISER CAST -IN
204"
192"
O
f� za" za" 24"
° 4
� � 4
6
126" 60" 8..
NO BOOTS ON SIDE INLETS,
USE CONCRETE KNOCKOUTS
10" AIRSPACE
L •. , J L a
_no�; LIQUID LEVEL_
21"
} VENT
(TYP 2)
SIDE INLET
FLOW THROUGH
(TYP 5)
I
BOTTOM OF TANK TO BOTTOM OF 6" OUTLET -
BOTTOM OF TANK TO BOTTOM OF 6" OUTLET-
-BOTTOM OF TANK TO BOTTOM OF 4" INLET
-BOTTOM OF TANK TO BOTTOM OF 6" INLET
MODEL: MS TRAFFIC RATED 6500 STB
H/20 TRAFFIC RATED SEPTIC TANK
SHOAF PRECAST SEPTIC INC.
4130 WEST US HWY 64
LEXINGTON, NC 27295
PHONE [phone]
FAX [phone]
[e-mail]
www.shoafprecast.com
- NC APPROVAL # STB-2144
- LIQUID CAPACITY- 6,570 GALLONS
- GALLONS PER INCH-77 29
PIPE PENETRATIONS - (4) 4" X 6" BOOTS CAST IN
(MEETS ASTM C-923)
- CONCRETE - 5000 PSI MIN
- TANK WEIGHT - 79,760 #
- TOP - 42,040 #
- BOTTOM - 37,720 #
- REINFORCEMENT PER ENGINEER SPECS
1 1/4" BUTYL SEALANT CONTINUOUS IN JOINTS
NOTE: FLOW THROUGH TO BE BETWEEN
25% AND 50% OF LIQUID LEVEL
SIDE INLET
8"
FLOW THROUGH o
. o o O o '
= LIFTING ANCHORS
(TYP 4)
112"
1. Septic tank to be approved by NCDHHS.
2. Leakage testing of tank is required.
3. Documentation of tank testing shall be provided to certifying Engineer.
4. Tank risers to extend minimum of 6" above finished grade.
5. Final grading shall slope soil away from tank openings.
WW-152 SEPTIC TANK DETAIL
NTS SOURCE Shoaf Precast Septic, Inc
SHOAF - 12,000 GAL. PUMP TANK
HS/20 TRAFFIC RATED
NC APPROVAL # PT-2093
SHOAF PRECAST INC.
4130 W US HWY 64
LEXINGTON, NC 27295
PHONE [phone]
FAX [phone]
[e-mail]
www.shoafprecast.com
NOTES:
- FULL CAPACITY-12,216 GAL.
- GAL. PER INCH-121.56
- 2:1 - LENGTH TO WIDTH RATIO
- PIPE PENETRATION SEALS MEET ASTM C-923
-1 4" BUTYL RUBBER SEALANT CONTINUOUS IN JOINTS
- REINFORCED PER ENGINEER SPECS
- CONCRETE - 5,000 PSI MIN.
- TANK WEIGHT-111,850 #
-TOP - 42,150 #
-BOTTOM - 40,100 #
-RISER SECTIONS - 2900 #
IDE INLET— J L
o g U }'
WENT (TYP. 2)
� O
FLOW THROUGH
(TYP. 7)
n n.,g n n n g
8..
120" - 8 }
136"
N.T.S
**NOTE-ORENCO 24"
ROUND RISER CAST -IN
256"
LIFTING ANCHORS �•
(TYP. 4) f
N N
I` 240"
256"
240"
+ VENT (TYP. 2)____�. N ,
• v
m m
FLOW THROUGH
° (TYP. 7)
1. Storage tanks to be approved by NCDHHS.
2. Leakage testing of tank is required.
3. Documentation of tank testing shall be provided to certifying Engineer.
4. Tank risers to extend minimum of 6" above finished grade.
5. Final grading shall slope soil away from tank openings.
STORAGE TANKS DETAIL
WW-15 NTS SOURCE Shoaf Precast Septic, Inc
**NOTE-ORENCO 24" 256"
ROUND RISER CAST -IN
�IFTING ANCHORS
(TYP. 4)
O N N M
6„
240"
256"
240"
VENT (TYP. 2)
• in
co
W
FLOW THROUGH
..
00
00
-� ;- (TYP. 7) � N
156" 78"
8„
1. Pump tank to be approved by NCDHHS.
2. Leakage testing of tank is required.
N S 3. Documentation of tank testing shall be provided to certifying Engineer.
4. Tank risers to extend minimum of 6" above finished grade.
5. Final grading shall slope soil away from tank openings.
SHOAF - 10,000 GAL. PUMP TANK
HS/20 TRAFFIC RATED
NC APPROVAL # PT-2092
SHOAF PRECAST INC.
4130 W US HWY 64
LEXINGTON, NC 27295
PHONE [phone]
FAX [phone]
[e-mail]
www.shoafprecast.com
NOTES:
- FULL CAPACITY - 10,211 GAL.
- GAL. PER INCH - 121.56
- 2:1 LENGTH TO WIDTH RATIO
- PIPE PENETRATION SEALS MEET ASTM C-923
- 1 4" BUTYL RUBBER SEALANT CONTINUOUS IN JOINTS
- REINFORCED PER ENGINEER SPECS
- CONCRETE - 5,000 PSI MIN.
- TANK WEIGHT - 102,350 #
-TOP - 42,150 #
-BOTTOM - 40,100 #
-RISER SECTION - 20,000 #
m WO
ENT (TYP. 2)
o m v
FLOW THROUGH r
(TYP. 7)
p.m
n n n,n
I
8.. - - •120" • •l 8"
136"
SHOAF - 14,000 GAL. PUMP TANK
HS/20 TRAFFIC RATED
NC APPROVAL # PT-2094
SHOAF PRECAST INC.
4130 W US HWY 64
LEXINGTON, NC 27295
PHONE [phone]
FAX [phone]
[e-mail]
www.shoafprecast.com
NOTES:
FULL CAPACITY - 14,406 GAL.
- GAL. PER INCH - 121.66
2:1 LENGTH TO WIDTH RATIO
PIPE PENETRATION SEALS MEET ASTM C-923
1 4" BUTYL RUBBER SEALANT CONTINUOUS IN JOINTS
- REINFORCED PER ENGINEER SPECS
- CONCRETE - 6,000 PSI MIN.
- TANK WEIGHT - 102,260 #
-TOP - 42,160 #
-BOTTOM-40,100 #
-RISERS SECTIONS - 20,000 #
J• �.L,• ti
b U O U }
M VENT (TYP 2)
co
W n
O 00
Cn
co
FLOW THROUGH
co
(TYP. 7)
c
120"
136"
N.T.S.
NTS
Avvr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem St, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefidd
Surface rrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, HC 27330
[phone]
robert@ncsepticl Ic,com
Property Information:
385 Wakefield Rd
Sanford, HC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIOHAL ENGINEER SEAL
,�r�j 11111 I l 1 I I I 1 111j111 �r
CAR o
ti
_ SEAL G 34i
_ 024582
rr, _ . , . • ���� titi
FINAL DESIGN RELEASED FOR BID
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
Deta'd Sheet # I
DRAWN BY: CREATED OH:
I, Manson 03/21 /24
REVISED BY: REVISED OH:
RELEASED BY: RELEASED OH:
SHEET HAVE:
ww-15
FLOW EQUALIZATION/ RECIRC TANK DETAIL
WW-15 NTS SOURCE Shoaf Precast Septic, Inc
PUMP TANK DETAIL
WW-15 NTS SOURCE Shoaf Precast Septic, Inc

NO BOOTS ON
SIDES INLETS,
USE CONCRETE
/ KNOCKOUTS
**NOTE-ORENCO 24" 108"
ROUND RISER CAST -IN /
102"
_ 1 - -6"
24" 24" r
u00i uNi 1 � ■
Y
TOP VIEW
**TOP VIEW MEASUREMENTS ARE
TO WIDEST DIMENSIONS
NO BOOTS ON
SIDES INLETS,
USE CONCRETE
KNOCKOUTS
108"
68" 32"
INLET JJJ 1
Q o} AIRSPACE
1 / LIQUID LEVE
IDE INLET .
VENT) � i
�
N
u
TO BOTTOM o
OF 3" INLET FLOW `n
TO BOTTOM OF THROUGH
4" INLET SIDE VIEW ° 6"
64" 28'.
_ 98"
104"
SHOAF PRECAST SEPTIC INC. MODEL: TS 1000 STB
4130WEST USHWY 64 NON TRAFFIC
LEXINGTON, NC 27295
PHONE [phone] Gallon Septic Tank
FAX [phone]
VWVW.SHOAFPRECAST.COM
SHOAF-1,000 SEPTIC TANK
STB-347 NON TRAFFIC
LIQUID CAPACITY-1,000 GALLONS/AIRSPACE-10"
TANK HEIGHT-67 1
BOTTOM OF TANK TO CENTER OF INLET-59"
BOTTOM OF TANK TO CENTER OF OUTLET-57"
LENGTH TO WIDTH RATIO-2 TO 1
SIZE OF INLET & OUTLET-3" OR 4" PIPE
TYPE OF INLET & OUTLET-POLYLOCK OR EQUAL (MEETS ASTM C-923)
CONCRETE PSI-4000; TANK WEIGHT- 10,500 LBS.
REINFORCEMENT PER STATE CODE
SCALE - N.T.S.
1. STEP tank to be approved by NCDHHS.
2. Leakage testing of tank is required.
3. Documentation of tank testing shall be provided to certifying Engineer.
4. Tank risers to extend minimum of 6" above finished grade.
5. Final grading shall slope soil away from tank openings.
STEP TANK DETAIL (or equivalent)
VWV-16 NTS SOURCE Shoaf Precast Septic, Inc
58"
STATE
**NOTE-1" BUTYL RUBBER
APPROVAL #
MASTIC SEALANT
52"
SHOAF-1000
CONTINUOUS IN JOINT
/
STB-347
SIDEINLET�
O IDE INLET
2" VENT
SLOT
in
u?
m
O! O O O O
((oo
4" DIA. FLOW
THROUGH
END VIEW
48'
i
52"
3.5"x48" CCA Tre d
Post - o
zo(max) — _ _ — — ' Staple
Twist stick
3.5"x6.5' CCA Treai�d _�_ _ a24" long
Post Notch
and/or
spikettoenail
-VW0." � Staple _
Twisted double ALL BRACE & ANCHOR POSTS
brace wire
21d-. 16" _ _ coon o4 Pu11
prte /
3td-.28" 00)
,,--- � 12.5 Gauge
4kW. 40 Aluminized Steel Fence
Wire
Ground surface
3.5"x6.5' CCA Treated
Post
HORIZONTAL LINE/END DETAIL
FENCE DETAIL (or equivalent)
—J l6 N T S SOURCE AWT, Inc
N.T.S.
NOTE: Four strands are recommended for the perimeter
fence. At a minimum, 2 strands must be installed. Fence wire shall
not be stapled to trees
Recirculating Splitter Valve (RSV)
With Quick Disconnect
24" Dia C Riser
.P Riser/Lid
�
Discharge _ Orenco
Filtrate
I II
Influent FjA
Stinger Pipe
Recirculation Splitter Valve
(RSV3Q)
Side View
of RSV in Recirc Tank
InletRiser
**NOTE-ORENCO 24"
ROUND RISER CAST -IN
150"
144"
24" 24" %:J
00
96" 45"
NO BOOTS ON
SIDES INLETS,
USE CONCRETE
KNOCKOUTS 10" AIRSPACE
J J L
_ 3" /( LIQUID LEVEL
- - } VENT � ' '
(TYP 2)
° W N
CD
Zo
v
FLOW THROUGH
(TYP 4) N
.I
—54" TO BOTTOM OF 4" INLET
1. STEP tank to be approved by NCDHHS or Engineer.
2. Leakage testing of tank is required.
3. Documentation of tank testing shall be provided to certifying Engineer.
4. Tank risers to extend minimum of 6" above finished grade.
5. Final grading shall slope soil away from tank openings.
__162 STEP TANK DETAIL (or equivalent)
NTS SOURCE Shoaf Precast Septic, Inc
3.5"x6.5' CCA Treated
Post
3.5"x48" CCA
Post
D„ecbot\ of Pu\ I
Oise to
- o ,
Twisted double = —
brace wire _/
I
Twist stick
J 1 &24" long
round surface
/�)�
y /J/ V
Ull�
24
HORIZONTAL CORNER BRACE DETAIL
Corner angle 900 or less
Top View
of Recirculating
Splitter Valve in
Recirculation Tank
Inlet Riser
N.T.S.
N.T.S.
MODEL: MS NON -TRAFFIC 2000 STB
NON TRAFFIC MID SEAM SEPTIC TANK
SHOAF PRECAST SEPTIC INC.
4130 WEST US HWY 64
LEXINGTON, NC 27295
PHONE [phone]
FAX [phone]
[e-mail]
www.shoafprecast.com
- NC APPROVAL #: STB-2102
- LIQUID CAPACITY- 2,110 GALLONS
- GALLONS PER INCH-43.95
- PIPE PENETRATIONS - (MEETS ASTM C-923)
- CONCRETE - 5000 PSI MIN.
- TANK WEIGHT - 16,000 #
- TOP - 8,000 #
- BOTTOM - 8,000 #
- REINFORCEMENT PER ENGINEER SPECS
- 1 1/4" BUTYL SEALANT CONTINUOUS IN JOINTS
CD oo
t•9 O O O to
FLOW THROUGH
- 72" °
78"
I = = I
AdvanTex®AX100 System
Ventilation Details
N.T.S.
**NOTE-ORENCO 24"
ROUND RISER CAST -IN
150"
144"
I
24"
� N °
96" 45"
NO BOOTS ON
SIDES INLETS,
USE CONCRETE
KNOCKOUTS 10" AIRSPACE
o � LIQUID LEVEL
3 f VENT
(TYP. 2) -
O
LID
L v
FLOW THROUGH N
(TYP. 4)
I.
—65" TO BOTTOM OF 4" INLET
1. STEP tank to be approved by NCDHHS or Engineer.
2. Leakage testing of tank is required.
3. Documentation of tank testing shall be provided to certifying Engineer.
4. Tank risers to extend minimum of 6" above finished grade.
5. Final grading shall slope soil away from tank openings.
30 STEP TANK DETAIL (or equivalent)
WJV-16 NTS SOURCE Shoaf Precast Septic, Inc
Ca: Awb ..
�1'lllll"I°IIIIIIIiIIIIiIP III"I'lllllllllllllll��� 'IIIIIIIIIIIIIP�I°I'.•.IIIIIIIIIIIII'lll"I'lln
Pod Detail
Scale:1 = 2'-0"
ftd
C F* (tp)
Typical Pod Inlet Connection
NTS
Kant Fa► Asean*
roAk&am
Leno b
F*mb ft
(MowwfW&AID)
Bj18 B-B
e min.
FWih Qrods } FW Cut fa R'olpe►'
(,ss PbW for she)
h6er Pod (bp) Atr FlOI�'
Collective Air Inlet Detail
Scale:1 = 2'-0"
MODEL: MS NON -TRAFFIC 2500 STB
NON TRAFFIC MID SEAM SEPTIC TANK
SHOAF PRECAST SEPTIC INC.
4130 WEST US HWY 64
LEXINGTON, NC 27295
PHONE [phone]
FAX [phone]
[e-mail]
www.shoafprecast.com
- NC APPROVAL # - STB 2103
- LIQUID CAPACITY- 2,593 GALLONS
- GALLONS PER INCH-43.95
- PIPE PENETRATIONS - (MEETS ASTM C-923)
- CONCRETE - 5000 PSI MIN
- TANK WEIGHT - 17,320 #
- TOP - 9,320 #
- BOTTOM - 8,000 #
- REINFORCEMENT PER ENGINEER SPECS
- 1 1/4" BUYTL SEALANT CONTINUOUS IN JOINTS
� v
7 O
I` 0')
FLOW THROUGH}
72" "
- - I
78"
_ = I
N.T.S.
Ud
Fan sour
Cartim FNw—
�� � I ° _ • I Flesh &mis
Flom Fftak—
IPatum
Above Ground Fan Assembly
Scale:1 = 2'- 0"
50
_2, 44.
f%75y
14s
Optional Fan Assy Pad Detail
Scale: 1" = 2'- 0"
-v* Ill (see dedalq
AdNanrsx Pod
"0 -
llopw"
f�drrode ��RWIk rank
Filtrate Return Line Iso Collective Air Inlet Option
NTS Scale: NTS
N.T.S
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, NC 27330
[phone]
[e-mail]
Property Information:
385 Wakefield Rd
Sanford, NC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
.4�H C A R 0�
o�tss/4 'g
SEAL
024582
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
REV, ISSUED DATE DESCRIPTION
SHEET TITLE
Detail Sheet #2
DRAWN BY: CREATED OH
I. Manson 03/21 /24
RELEASED BY: RELEASED ON:
SHEET HAVE:
WW-16
CRECIRCULATING SPLITTER VALVE DETAIL
--)16NTS AX-100 Advall Treatment System
__16 NTS SOURCE Orenco Systems, Inc

Flow EQ/Recirculation Safety Net
Tank Outlet Riser
p � d
1
o- Pressure —Rated - 7 Ground Surface
Flexible Pipe Camlock Fitting
W/ Coupling
9
90° Elbow 0° Elbow
r
Reducing _ Ball Valve
Tee �
To
AX100 Unit
Grommet
o-
Elbow
o-
2.00" Pump
Discharge Line
RECIRCULATION TANK DISCHARGE ASSEMBLY
tNTS
Concrete Support
Pad 18"x18"x4"
Geotextile
Fabric
4" x4" Treated Post
48" burial (min)
�o
o°
o°
o°
0,
c
ooc
ooc<
0 0
00,
°°:
000
o'
c
°o
'°o
>oo
> °
�0c
ooc
c
ooc
n C
min 3'
Support
Strap
I
0 0 00 0
00 00 0
\/ /
,00000
0°°°0
24��
>o° 000
0O
00°000,
MIN. COVER
'00°°0
0000
Gravel
°0
1�00m00000c
Drain Hole
0
Supply Line
w0000
Galvanized
Elbow
I I
I IIli
Install if Spigot is not located on house within 50' of
treatment system
N.T.S.
N.T.S.
Field Su
Li ne
Install Vertical Supoprt
Swinging Check Valve
Length=5d'-
1.5" SCH 80 Union 1.5" SCH 80 Union
1.5" Spin Clean Filter
'Minimum length or Per
Pipe/ Coupling Manufacturer's
Specifications
Headworks jj���II \ Length=10d'
Supply Line yE i
1.0"
Gasket
��c c
1.5" SCH 80 Union 1.5" SCH 80 Union
1.5" Flowmeter
TOP LA YER
1.0" Gasket
1.0" Street elbow
ss ( @ 45 deg into bottom
of 1" Union.)
1.0" Union (@ J 1 .U" Solenoid
45 deg into bottom
of spin clean filter.)
1.0" Union
Pipe/Coupling
1.0" Pipe
45 deg Soc x spig
street elbow
Ir1.0" Street Elbow
BOTTOM LAYER
Note: Supply and Return line penetrations to be at least 18" below top of box
20 HEADWORKS BOX - TOP VIEW
t� NTS (or equivalent)
Sprinkler Characteristics
- Part #30H 3/4" SBN-3
)7\ - Sprinkler Size = 3/4"
- Nozzle Size = 3/16"
- Sprinkler Radii = 47' (approx.)
- Operating Pressure = 35 psi
Rainbird 3/4" - Operating Flowrate = 6.00 gpm
Impact Sprinkler
Drain Valve (DV) Characteristics
- Part #16A-FDV
1"Brass Shut -Off Valve - Connection: 1/2" male threaded
1 rr Galvanized Check Valve (CV) Characteristics
Steel Pipe Z11 -Part # CV-S-10
Steel Pipe
- Spring style check valve
4'-0" - Connection: 1" slip
4"x4" Treated Post - Minimum opening pressure 5 psi.
36" burial (min)
Supports
I I
I I l'I r
Concrete
Collar
(Symbol on
Drawing)
FRESHWATER SPIGOT DETAIL SPRAY HEAD INSTALLATION DETAIL
-t NN T S SOURCE AWT, Inc —t�
NTS SOURCE AWT, Inc
1 cu.ft. gravel
with filter fabric
Galvanized
Elbow, fipt
18"
CV MIN. COVER
HOH
6"length,
1 "SCH40 PVC
Supply
Line
18" of Cover
Q•�r►I�f�II
Vh./Gy I11611M %.A %A V V I J
Line
Undisturbed
N.T.S. Earth N.T.S
30 SUPPLY LINE INSTALLATION DETAIL
-t� NTS SOURCE AWT, Inc
Minimum 36" of f
stable cover J
over pipe.
60 STREAM CROSSING PROFILE (TYPICAL)
_-t, NTS SOURCE AWT, Inc
Install Safety Net in Each Access Riser that
does not contain an Inner Lid
�u
Install Safety Net Below 2nd Riser Rib A
111 : 9�ol®
Riser 4
Rubber Washer, Wall
D= Flat Washer, & Cap 4
D= Nut or Lock Nut Safety A
Net A
D= 4
Riser Threaded Eye
Wall
I
Hydraulic Cement
MA320 (or
equivalent)
Cast -in -place
Riser Adapter
- Top of Concrete Tank
Safety Netting
NOTE: Install 4 Ring Clamps if
N . T. S . N . T. S . 8" (or larger) Filter is Used
SAFETY NET
1,1, SOURCE Agri -Waste Technology, Inc
Eye Bolt
N.T.S.
RISER INSTALLATION INSTRUCTIONS:
1. Prep Adapter Channel & Riser
1.1. Roughen the bonding surfaces of
the adapter and riser With
sandpaper.
1.2. Use a clean cloth and acetone or
alcohol to clean the bonding
surfaces of the adapter and riser.
The bonding surfaces must be
clean and dry for a good fit and
Watertight joint. Let the acetone
or alcohol dry completely.
2. Apply Adhesive
2.1. Apply a bead of methacrylate
adhesive to the outside of the
adapter. One 7—oz packet of
VA320 adhesive is typical for one
2, riser.
3. Install Riser
3.1. If the riser has penetrations, align
the riser correctly.
3.2. Firmly press the riser onto the
adapter until the bottom of the
riser is resting on the concrete
(cast —in —adapters) or the adapter
flange (bolted —down adapters).
Twist the riser back and forth
slightly to fully seat it an to
create a good bond.
3.3. Apply a bead of methacrylate
adhesive to the inside of the
access riser —adapter joint.
3.4. Use a tongue depressor, putty
knife, or clean cloth to make a
continuous fillet on the inside of
the access riser —adapter joint.
3.5. Apply hydraulic cement to bond
outer riser wall and top of tank.
4. Ensure safety net and inner lid are in
place and secured.
FOR RISER WALL PENETRATIONS
Grommet Size, Inches Hole Saw Size, Inches
(Nominal IPS Pipe Size)
1 1 /2 1 1
1 3/4 1 1/4 1
1 1 1 9/16 1
1 1 1/4 1 3/4 1
1 1 1 /2 2 1 /8 1
1 2 2 3/4 1
1 3 3 7/8 1
4 5
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, NC 27330
[phone]
robert@ncsepticl Ic.com
Property Information:
385 Wakefield Rd
Sanford, NC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
a SEAL G-�3
D24582 _
G I N f, -•
G,�`�
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
Detail Sheet #3
DRAWN BY: CREATED OH:
I. Manson 03/21 /24
RELEASED BY: RELEASED OH:
SHEET HAVE:
WW-17

a
I
Undisturbed
Earth
Drainline
from Wedding
(min. 2%� SI
SafetynNet {yith
�n.....�. ......._ _h
Undisturbed Earth
Safety Net With
24" One
Piece Riser
qSystem Detail- FOR ILLUSTRATION ONLY
t N T S SOURCE AVVT, Inc and Orenco Systems, Inc
Safety Net With Safety Net With
Quick Disconnect Quick Disconnect
Safety Net With 24" One 24" One 24' One
Quick Disconnect Piece Riser Piece Riser Piece Riser
6" above
6" above ground surface
ground surface
� Ball
Valve
'%-
�� STRL
I%
y
v
Drainline
from Wedding Venue
& Drainline from �+
Grease Tank s* Effluent)
(Side Inlet) Filter
(min. 2% Slopes) Baffle 10
Hales =
6,500-gal Septic Tank
6" (min) Gravel Bed
' I l-III-III-III-III-III-III-I � i-i i I-
I I I -I I I -I I I -I I I -I I I -I I I -I I I -I
1-III-III=III-1 I I=1 11-
Undisturbed Earth
Elevation Determination Sheet
6,500-gallon Septic Tank (TR)
GS at Stubout
Cover Over Stubout
Elevation @ Stubout Invert
GS at ST
Cover over ST
Distance to Inlet Invert from Top
Elevation at Inlet Invert
Pipe Length to ST
Slope to ST
Disance to Outlet Invert from Top
Elevation at Outlet Invert
External Tank Height
Elevation at Exterior Bottom of Tank
Tank Bottom Thickness
Elevation at Tank Floor
Gravel Bed Thickness
Bottom of Excavation Elevation
3,000-gallon Grease Tank (Non-TR)
GS at Stubout
Cover Over Stubout
Elevation at Stubout Invert
GS at GT
Cover over GT
Distance to Inlet Invert from Top
Elevation at Inlet Invert
Pipe Length to GT
Pipe Slope to GT
Distance to Outlet Invert from Top
Elevation at Outlet Invert
Pipe Length from GT to ST
Pipe Slope from GT to ST
External Tank Height
Elevation at Exterior Bottom of Tank
Tank Bottom Thickness
Elevation at Tank Floor
Gravel Bed Thickness
Bottom of Excavation Elevation
24" Riser, 6" above 24" Outlet Riser 6" above
ground surface ground surface (x3) Passive AIr Vent.
Tap of Vent
3" (min.) above
Safety Net 1y/ finigr
shed gradde
Quick Disconnect
Splice Discharge to
Undisturl
Earth
To I Pump Tank
(yin, 1% Slope)~
Cast In Place
Riser Adapter
Slope (min)
'
Box (x3)
Treatment Units (x3)
Clean, Tamped
-
Clean, Tamped Backfill
Backfill
I
I + 1
I II I FEI
-I I I-
4" Cast In Place I I I=I
Riser Adapter I I -III
RSy Inlet Insert _
HWA 74 5" . _ -III-III-I I I
_
of PE 72 5" I� Undisturbed
Earth
Discharge
TE/Lw 485" jo Assemblies (x3)
(Float Distances from Floor)
Recirculatrng
SPIltter Valve
Compacted
Backfill
12,000-gal Flow EQ/Recirculation Tank or grovel
6" (min) Gravel Bed
ecirculation
Pumps (x3)
'-1 I I -III -III -III -III -III -III -III-'
1-I I I -I I I -I I I -I I I -I I I -I I MI 11 Brotube
-III-III -III-III ,-III I I Pump Vault (0)
Undisturbed Earth
Engineers and Soil Scientists
TCOM Control Panel Agri -Waste Technology, Inc.
24" above ground 501 N. Salem Street, Suite 203
4%6" Support Post (min,) Apex, North Carolina 27502
Bury 36" min in
natural Sail. 919-859-0669
I I
I�Rain Sensor www.agriwaste.com
AXIaa Treatment Units (x3) I Riser or Box
6" above ground I 6" above ground Enclosure
Cimnout surface Safety Net With I Safety Net With surface
Quick Disconnect II Quick Disconnect
Spli0
_ 12" Aboye Finished Grade � I I Splice Box (x2)O a k s a t VV a k e f I e d
I I \ V ce Box
,
`i \1\, M I II ~ HeodWorks
�,,,�II Clean, Tamped Unit S u rf a c e r r I g a t i o n
I1 Backfill 18" Min.
Clean, Tamped I
Backfill q Clean, Tamped 1 1 longing
Backfill Ii Conduit r �Drscharge j
AssembPes (x3)
Slope Bottom of Unit 1" 6" (min) Bedding 4" Elba - �.L 18 burial / Gravel
TaWards Outlet f7 _ 9F
Cast In Place Drscharge Line ' Owner Information
Riser Adapter -III-III-I I 1-I
-III-III-III-III-Slope Return Line I% (min-)_ I I -III -III -III -III -I I I- I - �" SahyO From RSV I -I I I -I I I -I I I -I I I=III Robert House
_ to RSy
=III=III=III=III=III=1 I I=1 11=III=III=III=III=III=III= I_ -III -III -III -III-" J "z � � -III-III-III-III-III-�
1=1 11=1 11=1 11=1 11=1 11=1 11=1 I IEI I I I I I I I I I I I I I 1=1 I ll I I 1=1 1 1- 11=1 I I I 1 111 1 I -I I i Earth I I I=I I I=I I IE 1623 Tempting Church R d
Undisturbed=
-III=1 I I=1 I I=1 I I=1 I I=1 I I=1 11=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 III -I I I -I I I PE/HWA 42" _I I I -I I -I , 1=III=III=I I Sanford, NC 27330
-III-III-III-III-III-III-III-III-III-III-III-III-III- I I -III_ I �'- I.oa" OD I I -III -III -III -III -III-.
Undisturbed Reducer Bushing Peak On/Alert On 38"
Earth III-III-III-III-III=1� 919 3 5 3- 8 4 4 5
TE 34" I I-1 I I=1 I I=1 I I=1 I I -III- robe rt@ncsepticIIc,com
UV Unit
LWA/RO 30"
Compacted Backfill Property Information:
or gravel � All Float Distances Referenced 385 Wakefield R d
from Interior of Tank Floor
14,000 gal Pump Tank Sanford, NC 27330
(Bottom -connected to two 10,000 gal. Storage Tanks) Check Lee County
Valve
PIN: 9623-08-8043-00
6" (min) Gravel Bed
I I -III -I I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 11- 3 Pumps
1111=III=III-I I I -I I I-III=1 I 1 Septic(2IrrigatioReturnnPumps
I I I II I I I I (-
Pump) PROFESSIONAL ENGINEER SEAL
III -I I =-
Undisturbed Earth
N.T.S.
1`�,,�>>�►ti t s i I i>f1 r�jr�����
� CA R
ti �� r
�r �•f,
.-,
SEAL
024,582
12,000-gallon Recirc/FEQ Tank (TR)
Recirculating Splitter Valve
Riser Heights (extend risers 6" above grade)
351 ft
GS at FEQ Tank
333 ft
Distance to RSV above FEQ Tank
0.25 ft
Septic Tank
2.5 ft
`f '• *�
1.5 ft
Cover Over FEQ Tank
2.5 ft
Elevation at RSV Inlet Invert
330.8 ft
30 in
349.5 ft
Elevation at FEQ Tank
330.5 ft
Drop Across RSV
0.17 ft
Grease Tank
1.5 ft
�� zo z Lk
Elevation at RSV Outlet Invert
330.6 ft
18 in
351 ft
Distance to Inlet Invert from Top
1.6 ft
Recirculation / Flow EQ Tank
3.0 ft
2 ft
Elevation at Inlet Invert
328.9 ft
14,000-gallon Pump Tank (TR)
36.0 k
1.1 ft
GS at PT
331 ft
Pump Tank
2.5 ft
347.9 ft
Pipe Length from ST to FEQ Tank
150 ft
Cover Over PT
2 ft
30.0 in
Slope to FEQ Tank
12.4 %
Elevation at PT
329 ft
Storage Tanks (x2)
2.5 ft
40 ft
30 in
FINAL DESIGN
4.0 %
External Tank Height
11.4 ft
Distance to Inlet Invert above PT
0.25 ft
NOT RELEASED FOR CONSTRUCTION
Elevation at Exterior Bottom of Tank
319.1 ft
(located in riser)
Float Settings (Recirc Pumps in FEQ Tank)
Height from
1.4 ft
Tank Bottom Thickness
0.7 ft
Elevation at PT Inlet Invert
329.3 ft
Elev. II Tank Floor (in)
REV. ISSUED DATE DESCRIPTION
347.6 ft
Elevation at Tank Floor
319.8 ft
Pipe Length from RSV to PT
15 ft
Timer Enable/Low Water
44.00 44
Gravel Bed Thickness
0.5 ft
Slope from RSV to PT
8.9 %
Timer Peak Enable
64.00 64
9.1 ft
Bottom of Excavation Elevation
318.6 ft
High Water Alarm
84.00 84
339.9 ft
External Tank Height
11.4 ft
0.5 ft
Distance to Outlet Invert from Top
2.0 ft
Elevation at Exterior Bottom of Tank
317.6 ft
340.4 ft
Elevation at Outlet Invert
328.5 ft
Tank Bottom Thickness
0.7 ft
0.5 ft
Elevation at Tank Floor
318.3 ft
Float Settings (Pump Tank)
Height from
339.4 ft
AX100 Treatment Units
Gravel Bed Thickness
0.5 ft
Elev. II Base Floor (in)
Height of Treatment Unit
3.5 ft
Bottom of Excavation Elevation
317.1 ft
Redundant Off / Low Water Alarm
359.25 30
Distance to Outlet Invert from Top
3.4 ft
Internal Tank Height
118.5 ft
Timer Enable
363.25 34
351.5 ft
Gravel Bed Thickness
0.5 ft
Peak On/ Alert On
367.25 38
1.5 ft
High Water Alarm
371.25 42
350 ft
1 GS at AX100
333 ft
Height of Unit Above Finished Grade
0.5 ft
351.5 ft
Elevation at Top of Unit
333.5 ft
1 ft
Elevation at Outlet Invert
330.1 ft
1 ft
Pipe Length to FEQ Tank
7 ft
349.5 ft
Pipe Slope to FEQ Tank
23.2 %
15 ft
2 GS at AX 100
335 ft
3.3 %
Height of Unit Above Finished Grade
0.5 ft
Elevation at Top of Unit
335.5 ft
1.2 ft
Elevation at Outlet Invert
332.1 ft
SHEET TITLE
349.3 ft
Pipe Length to FEQ Tank
20 ft
60 ft
Pipe Slope to FEQ Tank
18.1 %
Detad Sheet #4
2.4 %
3 GS at AX 100
334 ft
7.3 ft
Height of Unit Above Finished Grade
0.5 ft
343.2 ft
Elevation at Tap of Unit
334.5 ft
0.3 ft
Elevation at Outlet Invert
331.1 ft
DRAWN BY: CREATED ON:
343.5 ft
Pipe Length to RSV
15 ft
I. Manson 03/21 /24
0.5 ft
Pipe Slope to RSV
2.2 %
RELEASED BY: RELEASED OH:
342.7 ft
SYSTEM ELEVATIONS
-1s SOURCE Agri -Waste Technology, Inc
SHEET HAVE:
WW-18

FSL
IN
I
cv
sv
By
I I
II
I I
I I
I I
I I
I
PULL BOX
❑ ❑
BV ARV
0
u
❑ PSL PT -
STORAGE
LLLL LLLLSTORAGE
L LLLL
LLLL SB LLLL
/L LLLLLLLLLL L
SB LUV
HSL
L
LLLLLL
LLLLLL
UJ J
Z W -- /
O w =_—__ _—_�--_-- —___// >
U as— —___--— _
—=—=1—====___��
T \\ \ \ SB
\\ \ LLL AFSL
RSV \ ` L LL
\ §E3 LLLLLL—
LLLLL \ I
LLLLL
LLLLL P \---------_- - -
SB
L LL r
L L I
LL�—
ILLLLL L
J I J
U_ 0
\ Q I Q ••
j
P AX100 Textile Filter ••
I I
•� .. .. LL
\ I co ..
\\
\ 3 I
\ FIT
an .. I ___
\ • • .. �' co �!
----
AX100 Textile Filter
Fan
II ..
AX100 Textile Filter
Plan View
-19 N T S SOURCE AWT, Inc
,❑
1 - 11E
13 32.6" 30.8" 68.5"
3 Tab Shingle
c� Felt Paper
Shingled roof °' 3/4" Sheathing
30°
300" Drip Edge
2" x 4" Facial Board
$" galvanized thru bolt
w/washer, nut
Install Hurricane Clips
between each joist and
. • I I • . the top 2"x8", both
• I I • � sides
6"x6"x12 Buried 5' All Lumber to be
`Pressure Treated
2"x8"x6' � 4" x6" �/
(both sides) spacer � Gravel Pad
Natural grade
o Joist Layout 96"
Concrete
/36" 4 4 4 a
diameter
�6" Gravel
Rafter Layout
E
110
WATER
SPIGOT
oService and Control Panels Rack
N T S SOURCE AWT, Inc
4X6 TREATED POST
MOUNT PANEL
CONTROL DIRECTLY TO POSTS
PANEL OR TO ALUMINUM PLATE
SINGLE 0 00 0 (GRIND OFF PROTRUDING
CONDUIT � SCREWS)
(no splices)
2X4 TREATED - SECURE
CONDUIT WITH 4 - 3" DECK SCREWS
SUPPORT PER POST
RISER OR.�--�•��, (min.)
CORRUGATED
PIPE
❑ ❑�!
p
��°°'
INST COVER CONDUIT ���e�i�e °000
FENCE 00,
MINIMUM 18"/00,
oo
E AROUND
TANKS/TREATMENT TO STEP TANK Y
TO ALARM v
0 5' 10,
INSTALL
MULTIPLE
CONDUITS AS
NEEDED
SIMPLEX CONTROL PANEL DETAIL (FOR STEP TANKS)
-19 N T S SOURCE AWT, Inc
�� �� �� GRAVEL
D°°< >°
00
Doo >°°°
d TO POWER SOURCE
ALL CONDUIT
TO BE 3/4 " (min)
3' BURIAL DEPTH
MINIMUM
N.T.S.
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Pd
Sanford, HC 27330
[phone]
robert@ncsepticl Ic,com
Property Information:
385 Wakefield Pd
Sanford, HC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
Iit I!r111111lr�
CA R0
a f rig"
SEAL �s�[
024582
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FINAL DESIGN
NOT RELEASED FOP CONSTRUCTION
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
Bectrica
DRAWN BY:
I. Manson
PELEASED BY
CREATED ON:
03/21/24
PELEASED ON:
SHEET NAME:
N.T.S. ww�19

NOTES OPERATION AND MAINTENANCE SCHEDULE: Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
1. Topographical information taken from GIS Mapping. Boundary Information taken from Survey completed by 1. A contractor or other qualified professional should be contacted if you are uncomfortable or unfamiliar with operating this system or if system Apex, North Carolina 27502
Melvin A. Graham, PLS. Site Information taken from site Ian b Drafting and Design Services, Inc. troubleshooting is necessary. 919-859-0669
p Y g g g Y www.agriwaste.com
2. All tanks to have cast in place riser adapters. Septic Tank and Grease Tank to have approved Orenco Effluent 2. Effluent Filters shall be cleaned at least every 6 months or per manufacturer's recommendations. Check Septic Tank solids level annually. In general, it is
Filter Model FTP-08-66-36 , and all Step Tanks to have approved Orenco Effluent Filter model FTP-08-54-36. recommended that solids be pumped from the Septic Tank every 3-5 years. Oaks at Wakefi6d
3. Spray Field to be 400' from off -site residences, 1 00'from any well, 200' from on -site residences or building 3. A clean -out is located on the system just before the Septic Tank, and each STEP Tank. If liquid backs up into the dwellings or tanks, the drainlines may Surface rri g a ti o n
foundations, 1 00'from surface waters, and 150' from property lines, except in the instances where Setback Waivers be clogged or the tanks may have too many solids in it to allow adequate flow through. A qualified contractor should be contacted to unclog any blockages via
were granted. Verification of these setbacks to be performed by contractor. these clean -outs. A pumping contractor should be used to empty solids from the Septic or STEP Tanks.
Owner Information:
3. New Treatment and Storage Units to be 1 00'from off -site residence, 1 00'from any well, 50' from surface 4. Effluent from the AdvanTex treatment system shall be sampled per the requirements of the system permit. If no parameters are listed, AWT recommends Robert House
waters, and 50' from property lines. Verification of these setbacks to be performed by contractor. sampling for the following parameters; Total Suspended Solids (TSS), Biological Oxygen Demand (BOD5), Total Nitrogen (TN), Ammonia -Nitrogen (NH3-N), 1623 Tempting Church RdSanford NC 27330
and Fecal Coliform. [phone]
4. Contractor shall backfill around all access areas such that storm water is shed away from potential entry points. [e-mail]
5. Maintenance of the AdvanTex treatment system should be conducted by a certified operator under contract with the homeowner.
5. Invert elevations of all components to be verified in field by contractor to insure proper operation. Property Information:
6. The UV component shall be checked weekly to ensure the alarm bulb (on control panel) is not illuminated. The UV bulb should be cleaned on a 6 month 385 Wakefield Rd
Sanford, HC 27330
6. All system piping to be SCH40 PVC. interval. It is recommended that the homeowner (or contracted operator) maintain a back-up UV bulb and quartz sleeve when it is time to replace the bulb. This Lee County
service should be completed by the engaged certified operator. PIN: 9623-08-8043-00
7. All gravity elbows to be long radius or long sweeping type elbows.
7. The storage and pumping component shall be checked weekly to ensure the alarm bulb (on control panel) is not illuminated. If the control panel indicates
8. Actual installation and placement of treatment system to be overseen by Contractor. the system is in alarm mode, the following steps should be taken: PROEEssIONAE ENGINEER SEAL
9. Contractor to document system installation with photographs. • Stop use of all water in the residence (to stop flow into the pump tank),
• Verify that the system has electrical power.
10. Engineer inspection(s), installer certification and engineer certification of installed system is required. • Contact a qualified contractor to inspect the system (if needed).
12 Contractor to seed and/or mulch disturbed areas to coincide with existing landscape. Area shall not be left with
uncovered soil.
13. Upon system completion, Contractor to supply Engineer with documentation of installation and a signed letter
indicating system was installed per approved design or noting any deviation from approved design.
14. Contractor to install phone line to VCOM control panel.
15. AdvanTex Units to be placed on gravel bed. Use Orenco anti -buoyancy devices.
16. Leak test required on all tanks.
17. Pressure test required on all pressurized lines in excess of 500' in length.
18. Mount Simplex Control Panels 24" (min) above grade.
19. All system wiring to be installed in electrical conduit buried to a minimum depth
of 18". All wire to be OF or THWN rated.
20. Electrical service from residence to be installed by licensed electrician under the residence building permit.
21. Separate circuits for each pump and alarm/control panel are required at each STEP Tank
(1-120V, 20 amp; 1-120V, 15 amp).
22. Risers to have safety nets or inner lids.
23. Samples to be taken after UV Disinfection in the inlet riser of the pump tank.
24. All wastewater from the facilities, including greywater are to be conveyed to their respective septic tanks.
25. Recirculation Timer Settings (Recirculation Tank):
TIME ON/OFF: 1.0 / 9.0 minutes
48 gpm to Pod
26. A rain gauge shall be installed on TCOM control panel enclosure.
If it has rained recently the pump may not be operating because the rain sensor is temporarily blocking the system from operating. If this is the case then the
pump will resume operation once it is dry enough. If the pump tank is in danger of overflowing and continued rainfall is expected, contact a septic tank pump
contractor to remove a portion of the liquid in the pump tank. The pump tank will accommodate an additional approximate 5 days of effluent storage (depending
on original design considerations) under normal usage. As a result, prolonged periods of rain may cause a back-up of effluent in the system since the rain
sensor prevents application of effluent onto the drip field.
8. It is important to inspect the pump tank and its components on an annual basis to ensure no solids are building up on the tank bottom, to ensure that the
pump control switches are placed properly, and to verify proper pumping of the effluent. These activities will be handled by the engaged service provider.
9. The location of the force main and field supply line should be walked weekly to ensure that a line breakage has not occurred. The area in which the line is
buried should be monitored for any wet spots or locations of excessive vegetation growth as these occurrences may be an indication of a line breakage. No
permanent structure shall be erected over the locations of the Force Main and Supply line. No heavy vehicles or equipment should be driven over the Supply
line.
10. The sprayfield should be inspected weekly to verify proper operation and to ensure spray heads have not become damaged. Clogged or worn nozzles or
piping should be replaced or, in the event of minimal obstruction, cleaned. No heavy vehicles or equipment should be driven over the irrigation area.
11. The application area should be allowed to remain in a natural state; The new undergrowth should be cut occasionally or removed to keep the vegitation at
a manageable height. Wheeled or tracked equipment should not be used. A soil sample should be collected from the spray field area to determine appropriate
rates of lime and fertilizer application.
12. System fencing shall be maintained to prevent human contact with the treated effluent and to ensure the vegetation remains healthy.
����, ►,i C A'"f,,,�,�� J!f
510'
SEAL
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8� z� 702�
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
Notes
DRAWN BY:
I. Manson
RELEASED BY:
SHEET NAME:
CREATED ON:
03/21/24
RELEASED ON:
WW-20

Trenching and Excavation Safety
The employer must comply with the trenching and excavation requirements of 29 CFR 1926.651 and 1926.652
or comparable OSHA -approved state plan requirements.
Inspection of Excavations
OSHA standards require that a competent person inspect trenches daily and as conditions change before
worker entry to ensure elimination of excavation hazards. A competent person is an individual who is capable of
identifying existing and predictable hazards or working conditions that are hazardous, unsanitary, or dangerous
to workers, soil types and protective systems required, and who is authorized to take prompt corrective
measures to eliminate these hazards and conditions.
Access and Egress
OSHA standards require safe access and egress to all excavations, including ladders, steps, ramps, or
other safe means of exit for employees working in trench excavations 4 feet (1.22 meters) or deeper.
These devices must be located within 25 feet (7.6 meters) of all workers.
Recommendations
Heavy equipment and trucks should stay as far as possible from the edge of any trench.
Always use pads under stabilizers to minimize ground pressures that could lead to failures.
(b) Definitions
"Cemented soil" means a soil in which the particles are held together by a chemical agent, such as calcium
carbonate, such that a hand -size sample cannot be crushed into powder or individual soil particles by finger
pressure.
"Cohesive soil" means clay (fine grained soil), or soil with a high clay content, which has cohesive strength.
Cohesive soil does not crumble, can be excavated with vertical sideslopes, and is plastic when moist. Cohesive
soil is hard to break up when dry, and exhibits significant cohesion when submerged. Cohesive soils include
clayey silt, sandy clay, silty clay, clay and organic clay.
"Dry soil" means soil that does not exhibit visible signs of moisture content.
"Fissured" means a soil material that has a tendency to break along definite planes of fracture with little
resistance, or a material that exhibits open cracks, such as tension cracks, in an exposed surface.
"Granular soil" means gravel, sand, or silt (coarse grained soil) with little or no clay content. Granular soil has
no cohesive strength. Some moist granular soils exhibit apparent cohesion. Granular soil cannot be molded
when moist and crumbles easily when dry.
"Layered system" means two or more distinctly different soil or rock types arranged in layers. Micaceous
seams or weakened planes in rock or shale are considered layered.
"Moist soil" means a condition in which a soil looks and feels damp. Moist cohesive soil can easily be shaped
into a ball and rolled into small diameter threads before crumbling. Moist granular soil that contains some
cohesive material will exhibit signs of cohesion between particles.
"Plastic" means a property of a soil which allows the soil to be deformed or molded without cracking, or
appreciable volume change.
"Saturated soil" means a soil in which the voids are filled with water. Saturation does not require flow.
Saturation, or near saturation, is necessary for the proper use of instruments such as a pocket penetrometer or
sheer vane.
EXCAVATIONS IN TYPE A SOILS
All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 3/4: 1.
20' Max.
20' Max.
4' 4ax.
SIMPLE BENCH
/
a1
12' Max. �1
3/4
- 1/2
Exception: Simple slope excavations which are
open 24 hours or less (short term) and which
are 12 feet or less in depth shall have a
maximum allowable slope of %2:1
a1
3/4 20' Max.
5' Max.
4' ax.
MULTIPLE BENCH
A1
3/4
All benched excavations 20 feet or less in depth shall have a maximum allowable slope of 3/4:1
and maxium bench dimensions as follows:
Z8' Max.
3/4
3.5' Max.
All excavations 8 feet or less in depth
which have unsupported vertically sided
lower portions shall have a maximum
vertical side of 3%2 feet. All excavations more than 8 feet but not more
than 12 feet in depth with unsupported vertically
sided lower portions shall have a maximum
allowable slope of 1:1 and a maximum vertical
side of 3%2 feet.
All excavations 20 feet or less in depth which have vertically sided lower portions that are supported or
shielded shall have a maximum allowable slope of 3/4: 1. The support or shield system must extend at
least 18 inches above the top of the vertical side.
"Soil classification system" means, for the purpose of this subpart, a method of categorizing soil and rock
deposits in a hierarchy of Stable Rock, Type A, Type B, and Type C, in decreasing order of stability. The
categories are determined based on an analysis of the properties and performance characteristics of the
deposits and the characteristics of the deposits and the environmental conditions of exposure.
"Stable rock" means natural solid mineral matter that can be excavated with vertical sides and remain intact
while exposed.
"Submerged soil" means soil which is underwater or is free seeping.
"Type A" means cohesive soils with an unconfined, compressive strength of 1.5 ton per square foot (tsf) (144
kPa) or greater. Examples of cohesive soils are: clay, silty clay, sandy clay, clay loam and, in some cases,
silty clay loam and sandy clay loam. Cemented soils such as caliche and hardpan are also considered Type
A.
However, no soil is Type A if:
(i) The soil is fissured; or
(ii) The soil is subject to vibration from heavy traffic, pile driving, or similar effects; or
(iii) The soil has been previously disturbed; or
(iv) The soil is part of a sloped, layered system where the layers dip into the excavation on a slope of four
horizontal to one vertical (4H:1 V) or greater; or
(v) The material is subject to other factors that would require it to be classified as a less stable material.
"Type B" means:
(i) Cohesive soil with an unconfined compressive strength greater than 0.5 tsf (48 kPa) but less than 1.5
tsf (144 kPa); or
(ii) Granular cohesionless soils including: angular gravel (similar to crushed rock), silt, silt loam, sandy
loam and, in some cases, silty clay loam and sandy clay loam.
(iii) Previously disturbed soils except those which would otherwise be classed as Type C soil.
(iv) Soil that meets the unconfined compressive strength or cementation requirements for Type A, but is
fissured or subject to vibration; or
(v) Dry rock that is not stable; or
(vi) Material that is part of a sloped, layered system where the layers dip into the excavation on a slope less
steep than four horizontal to one vertical (4H:1V), but only if the material would otherwise be classified
as Type B.
"Type C" means:
(i) Cohesive soil with an unconfined compressive strength of 0.5 tsf (48 kPa) or less; or
(ii) Granular soils including gravel, sand, and loamy sand; or
(iii) Submerged soil or soil from which water is freely seeping; or
(iv) Submerged rock that is not stable, or
(v) Material in a sloped, layered system where the layers dip into the excavation or a slope of four
horizontal to one vertical (4H:1 V) or steeper.
"Unconfined compressive strength" means the load per unit area at which a soil will fail in compression. It
can be determined by laboratory testing, or estimated in the field using a pocket penetrometer, by thumb
penetration tests, and other methods.
"Wet soil" means soil that contains significantly more moisture than moist soil, but in such a range of values
that cohesive material will slump or begin to flow when vibrated. Granular material that would exhibit cohesive
properties when moist will lose those cohesive properties when wet.
EXCAVATIONS IN TYPE B SOILS
All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 1:1.
20' Max.
SIMPLE SLOPE
a1
1
All benched excavations 20 feet or less in depth shall have a maximum
allowable slope of 1:1 and maxium bench dimensions as follows:
20' Max.
4'
20' Max.
This bench allowed in
cohesive soil only. a
1
� 1
SINGLE BENCH
This bench allowed in
cohesive soil only. /
1
1
MULTIPLE BENCH
All excavations 20 feet or less in depth which have vertically sided lower portions that are
supported or shielded shall have a maximum allowable slope of 1:1. The support or shield system
must extend at least 18 inches above the top of the vertical side.
11 IF
VERTICALLY SIDED LOWER PORTION
(c) Requirements
(1) Classification of soil and rock deposits. Each soil and rock deposit shall be classified by a competent person
as Stable Rock, Type A, Type B, or Type C in accordance with the definitions set forth in paragraph (b) of
this appendix.
(2) Basis of classification. The classification of the deposits shall be made based on the results of at least one
visual and at least one manual analysis. Such analyses shall be conducted by a competent person using
tests described in paragraph (d) below, or in other recognized methods of soil classification and testing such
as those adopted by the American Society for Testing Materials, or the U.S. Department of Agriculture
textural classification system.
(3) Visual and manual analyses. The visual and manual analyses, such as those noted as being acceptable in
paragraph (d) of this appendix, shall be designed and conducted to provide sufficient quantitative and
qualitative information as may be necessary to identify properly the properties, factors, and conditions
affecting the classification of the deposits.
(4) Layered systems. In a layered system, the system shall be classified in accordance with its weakest layer.
However, each layer may be classified individually where a more stable layer lies under a less stable layer.
(5) Reclassification. If, after classifying a deposit, the properties, factors, or conditions affecting its classification
change in any way, the changes shall be evaluated by a competent person. The deposit shall be
reclassified as necessary to reflect the changed circumstances.
(d) Acceptable visual and manual tests
(1) Visual tests. Visual analysis is conducted to determine qualitative information regarding the excavation site
in general, the soil adjacent to the excavation, the soil forming the sides of the open excavation, and the soil
taken as samples from excavated material.
(i) Observe samples of soil that are excavated and soil in the sides of the excavation. Estimate the range
of particle sizes and the relative amounts of the particle sizes. Soil that is primarily composed of
fine-grained material material is cohesive material. Soil composed primarily of coarse -grained sand or
gravel is granular material.
(ii) Observe soil as it is excavated. Soil that remains in clumps when excavated is cohesive. Soil that
breaks up easily and does not stay in clumps is granular.
(iii) Observe the side of the opened excavation and the surface area adjacent to the excavation. Crack -like
openings such as tension cracks could indicate fissured material. If chunks of soil spall off a vertical
side, the soil could be fissured. Small spalls are evidence of moving ground and are indications of
potentially hazardous situations.
(iv) Observe the area adjacent to the excavation and the excavation itself for evidence of existing utility and
other underground structures, and to identify previously disturbed soil.
(v) Observe the opened side of the excavation to identify layered systems. Examine layered systems to
identify if the layers slope toward the excavation. Estimate the degree of slope of the layers.
(vi) Observe the area adjacent to the excavation and the sides of the opened excavation for evidence of
surface water, water seeping from the sides of the excavation, or the location of the level of the water
table.
(vii) Observe the area adjacent to the excavation and the area within the excavation for sources of vibration
that may affect the stability of the excavation face.
EXCAVATIONS IN TYPE C SOILS
All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 1%2:1.
(2) Manual tests. Manual analysis of soil samples is conducted to determine quantitative as well as qualitative
properties of soil and to provide more information in order to classify soil properly.
(i) Plasticity. Mold a moist or wet sample of soil into a ball and attempt to roll it into threads as thin as
1/8-inch in diameter. Cohesive material can be successfully rolled into threads without crumbling. For
example, if at least a two inch (50 mm) length of 1/8-inch thread can be held on one end without
tearing, the soil is cohesive.
(ii) Dry strength. If the soil is dry and crumbles on its own or with moderate pressure into individual grains
or fine powder, it is granular (any combination of gravel, sand, or silt). If the soil is dry and falls into
clumps which break up into smaller clumps, but the smaller clumps can only be broken up with
difficulty, it may be clay in any combination with gravel, sand or silt. If the dry soil breaks into clumps
which do not break up into small clumps and which can only be broken with difficulty, and there is no
visual indication the soil is fissured, the soil may be considered unfissured.
(iii) Thumb penetration. The thumb penetration test can be used to estimate the unconfined compressive
strength of cohesive soils. (This test is based on the thumb penetration test described in American
Society for Testing and Materials (ASTM) Standard designation D2488 - "Standard Recommended
Practice for Description of Soils (Visual - Manual Procedure).") Type A soils with an unconfined
compressive strength of 1.5 tsf can be readily indented by the thumb; however, they can be penetrated
by the thumb only with very great effort. Type C soils with an unconfined compressive strength of 0.5
tsf can be easily penetrated several inches by the thumb, and can be molded by light finger pressure.
This test should be conducted on an undisturbed soil sample, such as a large clump of spoil, as soon
as practicable after excavation to keep to a minimum the effects of exposure to drying influences.If the
excavation is later exposed to wetting influences (rain, flooding), the classification of the soil must be
changed accordingly.
(iv) Other strength tests. Estimates of unconfined compressive strength of soils can also be obtained by
use of a pocket penetrometer or by using a hand -operated shearvane.
(v) Drying test. The basic purpose of the drying test is to differentiate between cohesive material with
fissures, unfissured cohesive material, and granular material. The procedure for the drying test involves
drying a sample of soil that is approximately one inch thick (2.54 cm) and six inches (15.24 cm) in
diameter until it is thoroughly dry:
(A) If the sample develops cracks as it dries, significant fissures are indicated.
(B) Samples that dry without cracking are to be broken by hand. If considerable force is necessary to
break a sample, the soil has significant cohesive material content. The soil can be classified as an
unfissured cohesive material and the unconfined compressive strength should be determined.
(C) If a sample breaks easily by hand, it is either a fissured cohesive material or a granular material.
To distinguish between the two, pulverize the dried clumps of the sample by hand or by stepping
on them. If the clumps do not pulverize easily, the material is cohesive with fissures.lf they
pulverize easily into very small fragments, the material is granular.
EXCAVATIONS IN LAYERED SOILS
All excavations 20 feet or less in depth made in layered soils shall have a maximum allowable
slope for each layer as set forth below.
B a1
�1
20' Max. - 1 -
1 %2
A �1
3/4
SIMPLE SLOPE B OVER A
All excavations 20 feet or less in depth which have vertically sided lower portions that are
supported or shielded shall have a maximum allowable slope of 1%2:1. The support or shield
system must extend at least 18 inches above the top of the vertical side.
20' Max.
IF
I I
VERTICALLY SIDED LOWER PORTION
All other sloped excavations shall be in accordance with the other options permitted in § 1926.652(b).
1
C
1 %2
A a1
3/4
C \
C OVER A
C OVER B
A OVER B
A OVER C
B OVER C
a1
1
1 %2
1 %2
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Wakefield
Surface Irrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, NC 27330
[phone]
robert@ncsepticl Ic.com
Property Information:
385 Wakefield Rd
Sanford, NC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
�o WI<<irrrr)r/�
C A RO "E,��ff
SEAL �5
024582
E' .OS
-"VG {
2,� 2'ZLA
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
Excavation Safety
DRAWN BY: CREATED ON:
I. Manson 03/21/24
RELEASED BY: RELEASED ON:
All other simple slope, compound slope, and vertically sided lower portion excavations shall be in
accordance with the other options permitted under § 1926.652(b).
All other sloped excavations shall be in accordance with the other options permitted in § 1926.652(b).
All other sloped excavations shall be in accordance with the other options permitted in § 1926.652(b).
SHEET NAME:
WW-21

Soils Legend
Ch - Chewacla silt loam, 0 to 2% slopes, frequently flooded
PfB - Pinkston silt loam, 2 to 8% slopes
PfD - Pinkston silt loam, 8 to 15% slopes
PfF - Pinkston silt loam, 15 to 40% slopes
PfB
B ( oda�.--
PfF s� 42
�
i0
Treatment & Storage ` W
\0
it
♦ � 1076 ♦♦ 67' \
01
♦ i
♦: / 55' =®
♦♦ ` \ EVENTn Aa i
♦' J 384
204'
53
�I
CL�♦ 4
Waste Boundary at Fence
Review Boundary
I
Compliance Boundary ,
r \ -
fF.;::::::::Z::Z:z 13 13
❑ ❑ ❑ a
'N `
Notes
—Approximate location of all known residences
and wells shown.
24"x36" Sheet
diva i „ladd�ad
Nv% u
,I--- .
PfB�
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Mikefle d
Surface rrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, NC 27330
[phone]
robert@ncsepticllcecom
Property Information:
385 Wakefield Rd
Sanford, NC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
1����111 i I I111111111�i
CA R p��'fffJJJ
SEAL
024582
V
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
�--
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
Site fVap
DRAWN BY: CREATED ON:
I. Manson 03/21 /24
RELEASED BY: RELEASED ON:
SHEET NAVE:

Appendix J
Specifications

Avkrr
Oaks at Wakefield
Engineers and Soil Scientists
Irrigation System
Agri -Waste Technology, Inc. Lee County
501 N Salem Street, Suite 203, Apex, NC 27502
agriwaste.com 1 919.859.0669
Project Specifications
SEAL:
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
111wil[Mitill/Il/'
H C A R0 �.
SEAL
p,�;•.,.A r�
_
024582
'���j•' • FNG I�i��-4 ' ' �4 .
Client: Oaks at Wakefield
c/o Robert House
1623 Tempting Church Rd
Sanford, NC 27330
Property Location: Oaks at Wakefield
c/o Robert House
385 Wakefield Rd
Sanford, NC 27330
Lee County
Project Engineer: Kevin D. Davidson, P.E.
Agri -Waste Technology, Inc.
501 N. Salem Street
Suite 203
Apex, NC 27502
Date: August 1, 2024

Table of Contents
1.0 General Project Specifications
1.1
Project Description
1.2
Site Description
1.3
Adjacent Property
1.4
Soils and Water Table
2.0
Material Management Practices
2.1
Housekeeping
2.2
Hazardous Products
2.3
Product Safety Practices
2.3.1 Petroleum Products
2.3.2 Fertilizers
2.4
Spill Control Practices
3.0
Site Work
3.1
Construction Roads and Parking
3.2
Tree Preservation and Protection
3.3
Removal of Topsoil
3.4
Permanent Seeding
3.4.1 Seedbed Requirements
3.4.2 Soil Conditioner
3.4.3 Seedbed Preparation
3.4.4 Seeding
3.4.5 Irrigation
3.4.6 Mulch all plantings immediately after seeding
3.4.7 Application of Organic Mulch
3.4.8 Anchoring Organic Mulch
3.4.9 Permanent Stabilization
4.0
Installer Specification
5.0
Material Specifications
5.1
Concrete Tanks
5.2
Piping
5.3
Electrical Requirements
6.0
Component Specifications
6.1
Concrete Tanks
6.2
Access Risers
6.3
Drain Lines
6.4
Pumps
6.5
AdvanTex Treatment Unit
6.6
UV Disinfection
6.7
Spray Components and Fence
6.8
Irrigation Headworks
6.9
Control Panel and Rain Sensor

1.0 General Project Specifications
1.1 Project Description
The wastewater system designed for the Oaks at Wakefield event center is composed of a
collection/conveyance system, a treatment system, and a surface irrigation system, and will be
permitted through the State. The surface irrigation system has a projected maximum daily flow of
7,854 gallons, and an equalized flow of 5,600 gpd.
The surface irrigation system will consist of a STEP tank conveyance system with a Simplex control
panel at each STEP tank, a grease tank and septic tank at the main event center, a treatment and
storage area consisting of a flow equalization tank, a pump tank housing two pumps, two storage
tanks, three AdvanTex AX-100 treatment units, irrigation headworks, and a TCOM control panel.
The surface spray field covers approximately 3.2 acres and consists of 6 zones supplied by 6
individual solenoid valves.
Effluent is pumped from the STEP tank conveyance system to the inlet of the flow equalization tank,
and effluent from the main event center drains from the septic tank to the side inlet of the flow
equalization tank. The three timer enabled recirculation pumps in the flow equalization tank pump to
the three AdvanTex AX-100 treatment units. Two of the AX-100 treatment units drain back into the
outlet of the flow equalization tank through a common drain line and one AX-100 treatment unit will
drain across the RSV in the flow equalization tank riser to the pump tank riser housing the UV
component once the water in the flow equalization tank reaches a certain level.
The pump tank fills until a "timer enable" float is engaged. Subsequently the "pump enable" float
will rise as the tank continues to fill. Once the "pump enable" float is engaged, effluent will be
pumped to the irrigation field by means of two irrigation pumps, and a third septic tank return pump
will occasionally pump effluent back to the inlet riser of the septic tank that serves the main event
center. During wet weather conditions when the field is unable to be irrigated, the effluent will be
stored in the pump tank which is bottom -connected to two storage tanks. Together, the three tanks
have a cumulative capacity of 34,000 gallons. The effluent will flow between the storage tanks via
6" PVC piping. The storage tanks will be outfitted with 6" boots. Vented lids are required for the
storage tanks.
As the conditions become suitable for the system to apply effluent to the sprayfield, effluent will
pump out of the pump tank to a headworks unit housing a flow meter and spin filter. From the
headworks, effluent will flow via the main supply line to the sprayfield. Occasionally, maintenance
will flush the spin filter. In this case the flow will be redirected to the spin flush chamber, where the
effluent used for flushing the filter will collect, and on its way back to the pump tank, pass through a
4" effluent filter.

1.2 Site Description
The project site consists of the property located at 385 Wakefield Rd, Sanford, NC 27330 in Lee
County. The multi -use event center facilities are located to the west and to the south of the
surface sprayfield area.
The wooded sprayfield will be cleaned of excess debris for the installation of the drainfield. There
are several setbacks that have been considered for the location of the treatment units and the
sprayfield. The setbacks and locations of the storage units and irrigation area are shown in the
system drawings.
1.3 Adjacent Property
The surrounding area of the site is occupied land composed of single-family residences and a church.
The sprayfield is to be located a minimum of 400' from any off -site residence and 150' from any
property line or right-of-way, except in the instances where setback waivers have been granted.
1.4 Soils and Water Table
The dominant soil type on this property and proposed application area is Pinkston silt loam. A
seasonal high water table was not found in the suitable areas. However, C horizons and parent
material were from 12 inches and beyond. Variation in thickness and depths of each horizon were
noted across the site.

2.0 Material Management Practices
The following are the material management practices that will be used to reduce the risk of spills and
other accidental exposure of materials and substances to storm water runoff.
2.1 Housekeeping
The following good housekeeping practices will be followed on site during the construction project.
• An effort will be made to store only enough product required to do the job.
• All materials stored on site will be stored in a neat orderly manner in their appropriate containers
and, if possible, under a roof or other enclosure.
• Products will be kept in their original containers with the original manufacturer's label.
• Substances will not be mixed with one another unless recommended by the manufacturer.
• Whenever possible, all of a product will be used before disposing of the container.
• Manufacturer's recommendations for proper use and disposal will be followed.
• The site superintendent will inspect daily to ensure proper use and disposal of materials on site.
2.2 Hazardous Products
These practices are used to reduce the risks associated with hazardous materials:
Products will be kept in original containers unless they are not re -sealable.
Original labels and Material Safety Data Sheets (MSDS) will be retained as they provide
important product information.
If surplus product must be disposed of, the manufacturer's or local and state recommended
methods for proper disposal will be followed.
2.3 Product Safety Practices
The following product safety practices will be followed on site:
2.3.1 Petroleum Products
All on -site vehicles will be monitored for leaks and receive regular preventive maintenance to reduce
the chance of leakage. Petroleum products will be stored in tightly sealed containers which are
clearly labeled.
2.3.2 Fertilizers
Fertilizers used will be applied at recommended agronomic rates. Once applied, fertilizer will be
worked into the soil to limit exposure to storm water. The contents of any partially used bags of
fertilizer will be transferred to a sealable plastic bin to avoid spills.

2.4 Spill Control Practices
The following practices will be followed for spill prevention and cleanup:
• Manufacturer's recommended methods for spill cleanup will be clearly understood and site
personnel will be made aware of the procedures and the location of the information and cleanup
supplies.
• Materials and equipment necessary for spill cleanup will be kept in the material storage area on
site. Equipment and materials will include but not be limited to brooms, dust pans, mops, rags,
gloves, goggles, kitty litter, sand, sawdust, and plastic and metal trash containers specifically for
this purpose.
• All spills will be cleaned up immediately after discovery.
• The spill area will be kept well ventilated and personnel will wear appropriate protective
clothing to prevent injury from contact with a hazardous substance.
• Spills of toxic or hazardous material will be reported to the appropriate state or local government
agency, regardless of size.
• The spill prevention plan will be adjusted to include measures to prevent this type of spill from
reoccurring and how to clean up the spill if there is another one. A description of the spill, what
caused it, and the cleanup measures will also be included.
• the site superintendent responsible for the day-to-day site operations, will
be the spill prevention and cleanup coordinator. He will designate at least other site
personnel who will receive spill prevention and cleanup training. These individuals will each
become responsible for a particular phase of prevention and cleanup.

3.0 Site Work
The site shall be maintained in an orderly and clean fashion. Debris should be confined to a
common area and removed weekly. The minimum area needed shall be disturbed. Due to the
minimal disturbance of this portion of the project, a formal erosion and control plan has not been
developed. However, contractor shall follow standard practices to minimize any adverse effects
from the installation of the system.
3.1 Construction Roads and Parking
Construction roads and parking areas are to be inspected periodically for condition of surface. Top -
dress with new gravel as needed. Check areas for erosion and sedimentation after runoff -producing
rains. Maintain all vegetation in a healthy, vigorous condition. Sediment -producing areas should be
treated immediately.
3.2 Tree Preservation and Protection
Some clearing of trees will be required for the installation of the drain line connecting the facility to
the treatment unit. Care shall be taken to minimize the disturbed area during installation. Despite
precautions, some damage to protected trees may occur. In such cases, repair any damage to the
crown, trunk, or root system immediately.
- Repair roots by cutting off the damaged areas and painting them with tree paint. Spread peat
moss or moist topsoil over exposed roots.
- Repair damage to bark by trimming around the damaged area as shown in Figure 1 below,
taper the cut to provide drainage, and paint with tree paint.
- Cut off all damaged tree limbs above the tree collar at the trunk or main branch. Use three
separate cuts as shown in Figure 2 to avoid peeling bark from healthy areas of the tree.

oN�
TREE WOUND
TRIM AND TAPER
Figure 1. Trim bark wounds with a tapered cut, then apply tree paint.
INCORRECT CORRECT
Figure 2. Prune damaged branches with three cuts to avoid peeling bark from the tree when tree trunk falls
from tree.
To the degree possible, the vegetation that is removed during the drain line installation shall be
shredded on site and used to cover the drain line installation. Larger material shall be removed from
the site and disposed of properly.

3.3 Removal of Topsoil
MATERIALS
Determine whether the quality and quantity of available topsoil justifies selective handling. Quality
topsoil has the following characteristics:
- Texture- loam, sandy loam, and silt loam are best; sandy clay loam, silty clay loam, clay
loam, and loamy sand are fair. Do not use heavy clay and organic soils such as peat or muck
as topsoil.
- Organic matter content- (sometimes referred to as "humic matter") should be greater than
1.5% by weight.
- Acidity- pH should be greater than 3.6 before liming, and liming is required if it is less than
6.0.
- Soluble salts- should be less than 500 ppm.
- Sodium- sodium adsorption ratio should be less than 12. The depth of material meeting the
above qualifications should be at least 2 inches. Soil factors such as rock fragments, slope,
depth to water table, and layer thickness affect the ease of excavation and spreading of
topsoil. Generally, the upper part of the soil, which is richest in organic matter, is most
desirable; however, material excavated from deeper layers may be worth storing if it meets
the other criteria listed above. Organic soils such as mucks and peats do not make good
topsoil. They can be identified by their extremely light weight when dry.
STRIPPING
Strip topsoil only from those areas that will be disturbed by excavation, filling, road building, or
compaction by equipment. A 4-6 inch stripping depth is common, but depth varies depending on the
site. Determine depth of stripping by taking soil cores at several locations within each area to be
stripped. Topsoil depth generally varies along a gradient from hilltop to toe of the slope. Put
sediment basins, diversions, and other controls into place before stripping.
STOCKPILING
Select stockpile location to avoid slopes, natural drainage ways, and traffic routes (also applies to fill
soil stockpiles). Re -spreading is easier and more economical when topsoil is stockpiled in small
piles located near areas where they will be used.
Sediment barriers- Use sediment fences or other barriers where necessary to retain
sediment.
Slope stabilization- Protect topsoil stockpiles by temporarily seeding as soon as possible.
Topsoil stockpiles with slopes steeper than 2:1 must be stabilized within 7 days, otherwise
within 14 calendar days from the last land -disturbing activity.
Permanent vegetation- If stockpiles will not be used within 90 days they must be stabilized
with permanent vegetation to control erosion and weed growth.
SITE PREPARATION
Before spreading topsoil, establish erosion and sedimentation control practices such as diversions,
and berms as needed.

Grading- Maintain grades on the areas to be topsoiled according to the approved plan and
do not alter them by adding topsoil.
Limit of subsoil- Where the pH of the existing subsoil is 6.0 or less, or the soil is composed
of heavy clays, incorporate agricultural limestone in amounts recommended by soil tests or
specified for the seeding mixture to be used. Incorporate lime to a depth of at least 2 inches
by disking or raking.
Roughening- Immediately prior to spreading the topsoil, loosen the subgrade by disking or
scarifying to a depth of at least 4 inches, to ensure bonding of the topsoil and subsoil. If no
amendments have been incorporated, loosen the soil to a depth of at least 6 inches before
spreading topsoil.
SPREADING TOPSOIL
Uniformly distribute topsoil to a minimum compacted depth of 2 inches. Do not spread topsoil
while it is frozen or muddy or when the subgrade is wet or frozen. Correct any irregularities in the
surface that result from topsoiling or other operations to prevent the formation of depressions or
water pockets. Compact the topsoil enough to ensure good contact with the underlying soil, but
avoid excessive compaction, as it increases runoff and inhibits seed germination. Light packing with
a roller is recommended where high -maintenance turf is to be established.
On slopes and areas that will not be mowed, the surface may be left rough after spreading topsoil. A
disk may be used to promote bonding at the interface between the topsoil and subsoil. After topsoil
application, follow procedures for seedbed preparation, taking care to avoid excessive mixing of
topsoil into the subsoil.
3.4 Permanent Seeding
3.4.1 SEEDBED REQUIREMENTS
Establishment of vegetation should not be attempted on sites that are unsuitable due to inappropriate
soil texture, poor drainage, concentrated overland flow, or steepness of slope until measures have
been taken to correct these problems.
To maintain a good stand of vegetation, the soil must meet certain minimum requirements as a
growth medium. The existing soil should have these criteria:
- Enough fine-grained (silt and clay) material to maintain adequate moisture and nutrient
supply (available water capacity of at least .05 inches of water to 1 inch of soil).
- Sufficient pore space to permit root penetration.
- Sufficient depth of soil to provide an adequate root zone. The depth to rock or impermeable
layers such as hardpans should be 12 inches or more, except on slopes steeper than 2:1 where
the addition of soil is not feasible.
- A favorable pH range for plant growth, usually 6.0-6.5.
- Freedom from large roots, branches, stones, large clods of earth, or trash of any kind. Clods
and stones may be left on slopes steeper than 3:1 if they are to be hydroseeded.

If any of the above criteria are not met (i.e., if the existing soil is too coarse, dense, shallow, or acidic
to foster vegetation) special amendments are required. The soil conditioners described below may be
beneficial.
3.4.2 SOIL CONDITIONERS
In order to improve the structure or drainage characteristics of a soil, the following materials maybe
added. These amendments should only be necessary where soils have limitations that make them
poor for plant growth or for fine turf establishment.
- Peat Appropriate types are sphagnum moss peat, hypnum moss peat, reed -
sedge peat, or peat humus, all from fresh -water sources. Peat should
be shredded and conditioned in storage piles for at least 6 months
after excavation.
- Sand clean and free of toxic materials.
- Vermiculite horticultural grade and free of toxic substances.
- Rotted manure stable or cattle manure not containing undue amounts of straw or
other bedding materials.
3.4.3 SEEDBED PREPARATION
Complete grading according to the approved plan before seeding. Below are steps to take in order to
prepare the seedbed for planting.
• Chisel compacted areas and spread topsoil 3 inched deep over adverse soil conditions, if
available.
• Rip the entire area to 6 inches deep (if recommended by soil scientist).
• Remove all loose rock, roots, and other obstructions leaving surface reasonably smooth and
uniform.
• Apply agricultural lime, fertilizer, and superphosphate uniformly and mix with soil (section 4.6).
• Continue tillage until a well pulverized, firm reasonably uniform seedbed is prepared 4 to 6
inches deep.
• Seed on a freshly prepared seedbed.
• Mulch immediately after seeding and anchor mulch (section 8.3).
Apply lime and fertilizer evenly and incorporate into the top 4-6 inches of soil by disking or other
suitable means. Operate machinery on the contour. When using a hydroseeder, apply lime and
fertilizer to a rough, loose surface.
Roughen surfaces. Complete seedbed preparation by breaking up large clods and raking into a
smooth, uniform surface. Fill in or level depressions that can collect water. Broadcast seed into a
freshly loosened seedbed that has not been sealed by rainfall.
3.4.4 SEEDING
Seeding dates given in the manufacturer's seeding mixture specifications are designated as "best" or
"possible". Seedings properly carried out within the "best" dates have a high probability of success.
It is also possible to have satisfactory establishment when seeding outside these dates. However, as
you deviate from them, the probability of failure increases rapidly. Seeding on the last date shown

under "possible" may reduce chances of success by 30-50%. Always take this into account in
scheduling land -disturbing activities.
Use certified seed for permanent seeding whenever possible. Certified seed is inspected by the
North Carolina Crop Improvement Association. It meets published North Carolina Standards and
should bear an official "Certified Seed" label.
Labeling of non -certified seed is also required by law. Labels contain important information on seed
purity, germination, and presence of weed seeds. Seed must meet State standards for content of
noxious weeds. Do not accept seed containing "prohibited" noxious weed seed.
Apply seed uniformly with a cyclone seeder, drop -type spreader drill, cultipacker seeder, or
hydroseeder on a firm, friable seedbed.
When using a drill or cultipacker seeder, plant small grains no more than 1 inch deep, grasses and
legumes no more than 2 inch. Equipment should be calibrated in the field for the desired seeding
rate.
When using broadcast -seeding methods, subdivide the area into workable sections and determine the
amount of seed needed for each section. Apply one-half the seed while moving back and forth across
the area, making a uniform pattern; then apply the second half in the same way, but moving at right
angles to the first pass (Figure 13�
Cover broadcast seed by raking or chain dragging; then firm the surface with a roller or cultipacker
to provide good seed contact.
3.4.5 IRRIGATION
Moisture is essential for seed germination and seedling establishment. Supplemental irrigation can
be very helpful in assuring adequate stands in dry seasons or to speed development of full cover.
Assess the need for irrigation when the seeding is conducted.
Water application rates must be carefully controlled to prevent runoff. Inadequate or excessive
amounts of water can be more harmful than no supplemental water.
3.4.6 MULCHING
Mulch all plantings immediately after seeding. Select a material based on site and practice
requirements, availability of material, labor, and equipment. Table 6.14a lists commonly used
mulches and some alternatives.
Before mulching, complete the required grading, install sediment control practices, and prepare the
seedbed. Apply seed before mulching except in the following cases:
- Seed is applied as part of a hydroseeder slurry containing wood fiber mulch.
- A hydroseeder slurry is applied over straw.

3.4.7 APPLICATION OF ORGANIC MULCH
Organic mulches are effective where they can be tacked securely to the surface.
Spread mulch uniformly by hand, or with a mulch blower. When spreading straw mulch by hand,
divide the area to be mulched into sections of approximately 1,000 ft2, and place 70-90 lb of straw (1
to 2 bales) in each section to facilitate uniform distribution (See Table below). After spreading
mulch, no more than 25% of the ground surface should be visible. In hydroseeding operations, a
green dye, added to the slurry, assures a uniform application.
3.4.8 ANCHORING ORGANIC MULCH
Straw mulch must be anchored immediately after spreading using vegetation.
Rye (grain) may be used to anchor mulch in fall plantings, and German millet in spring. Broadcast at
15 lb/acre before applying mulch.
3.4.9 PERMANENT STABILIZATION
Permanent stabilization is needed in graded or cleared areas subject to erosion and where a
permanent, long-lived vegetative cover is needed. Typically, disturbed portions of a site where
construction activities have permanently ceased will be stabilized with permanent seeding no later
than 14 days after the last construction activity. This method will not provide erosion control cover
or prevent soil slippage on soils that are not stable due to soil texture or structure, water movement
or excessively steep slopes. In some areas, it may be necessary to install erosion or sediment control
practices such as dikes, contour ripping, erosion stops, channel liners, sediment basins, diversions,
subsurface drainage, or other practices.
Prior to seeding, 1,000 lbs/ac of a 12-12-12 or equivalent fertilizer and lime according to soil test or
in lieu of soil test, 4,000 lbs/ac of ground agricultural limestone shall be worked into the soil to a
depth of 3 inches.
Seed should be applied uniformly at a depth of 1/4 to 2 inch with appropriate equipment. Except on
very flat slopes and ideal seeding conditions, small grain straw should be applied at a rate of 3,000 to
4,000 lbs/ac using appropriate mulch anchoring techniques. Other mulch materials can be used
except under adverse conditions or steep slopes; grain straw should be adequate.

4.0 Installer Specification
- Installer to maintain Class IV installer License per NCOWCICB.
- Installer to document installation history of advanced pretreatment systems and surface
application systems.

5.0 Material Specifications
5.1 Concrete Tanks
All tanks are to be State approved tanks.
5.2 Piping
All drainlines and piping to be SCH 40 PVC. Non -pressure drain lines can be MW.
Sweeping style elbows to be used on gravity lines. All pressure lines to be pressure rated
SCH 40 PVC. All pressure lines to be cut with a hand ratcheting style cutter or wheel style
cutter. PVC saws shall not be used to cut pressure pipe.
5.3 Electrical Requirements
Installer shall install all electrical fittings from the control panel to the individual
components and pumps. Installation shall be in accordance with manufacturer's
specifications. Qualified electrician or local power utility shall bring power to panel and
energize panel.

6.0 Component Specifications (information following)
6.1 Concrete Tanks
- All concrete tanks to be State Approved Tank.
- All tank seams to be sealed with butyl rubber sealant.
- Backfill and compact soil around tank with a "jumping jack" style compactor.
- Following installation, tanks to be vacuum and water tested. Passing criteria as follows:
- Vacuum Test 5 in Hg for 5 min with <0.5 in Hg
- Water Test 10 gallons/1000 gallons/24 hr period
- Tank to be installed level on 6" gravel base (957 stone)
- All penetrations to be rubber boots for inflow and outflow penetrations.
- All tanks to have riser adapters for Orenco Risers.
- Gravity drain lines between pump chamber and storage tanks to be 6" SCH 40 PVC.
- Elbows to be sweeping style fitting.
6.2 Access Risers
- Install risers per manufacturer's specifications.
- All Orenco risers to extend minimum 6" above grade.
- All electrical conduits to be sealed with duct seal.
- Penetrations through risers to use grommets or bulk head fitting.
- All tank risers that do not contain an inner lid shall be equipped with a safety net.
6.3 Drain Line
- All gravity drain line to be 4' SCH 40 PVC, DWV (min).
- Elbows to be sweeping style fitting
6.4 Pumps
- Install pumps per system drawing and manufacturers specifications (included).
- Piping to be SCH 40 Pressure Pipe.
6.5 AdvanTex Treatment Unit
- Install unit per manufacturer's specifications (included).
- Install unit on 6" gravel base.
6.6 UV Disinfection
Install UV disinfection per system drawing and manufacturers specifications (included).

6.7 Spray Components and Fence
- Install spay field per system drawings.
- Spray field shall be hand cleared of small brush, debris, and vegetation.
- Install perimeter fence per system drawings.
6.8 Irrigation Headworks
- Install headworks per system drawing.
- Install headworks on 6" gravel base.
6.9 Control Panel and Rain Sensor
- Install per system drawing and manufacturers specifications (included).
- Panel to include audible and visual alarms.
- Simplex Control Panels to be minimum 24" above grade.
- TCOM Control Panel to be minimum 12" above grade.
- Seal all pipes with duct seal
- Panel to be mounted on 4" x 6" (minimum) pressure treated post.
- Install Rain Sensor on control panel enclosure.

Tanks and Risers

**NOTE-ORENCO24" _ Grease Tank
ROUND RISER CAST -IN
150"
MODEL MS NON -TRAFFIC 3000 STB
144" NON TRAFFIC MID SEAM SEPTIC TANK
SHOAF PRECAST SEPTIC INC
" 4130 WEST US HWY 64
3" LEXINGTON, NC 27295
PHONE [phone]
FAX [phone]
Info@shoafprecast com
www shoafprecast com
�` r4- 24"
I NC APPROVAL # STB-2104
LIQUID CAPACITY- 3,076 GALLONS
GALLONS PER INCH-43 95
PIPE PENETRATIONS - (MEETS ASTM C-923)
CONCRETE - 5000 PSI MIN
TANK WEIGHT - 18,640 #
TOP - 9,320 #
BOTTOM - 9,320 #
96" 45" - REINFORCEMENT PER ENGINEER SPECS
-1 1/4" BUYTL SEALANT CONTINUOUS IN JOINTS
10" AIRSPACE v
-u LIQUID LEVEL mil
} VENT 444""'•
y� (TYP 2) - ,
v
o O O Q O
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- FLOW THROUGH,""',
(TYP 4) FLOW THROUG '
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v
} 72"
74" TO BOTTOM OF 4" OLITLETJ 78"
�76" TO BOTTOM OF 4" INLET

NOTE RRISER O Septic Tank
ROUND RISER CAST -IN
204"
192"
24" 24" 24"
6"
' a
126" , 60" 8" m
NO BOOTS ON SIDE INLETS,
USE CONCRETE KNOCKOUTS
10" AIRSPACE
LIQUID LEVEL_,_
.. 21 IIII
VENT
(TYP 2)
SIDE INLET •• m
FLOW THROUGH
(TYP 5)
BOTTOM OF TANK TO BOTTOM OF 6" OUTLET -
BOTTOM OF TANK TO BOTTOM OF 6" OUTLET-
-BOTTOM OF TANK TO BOTTOM OF 4" INLET
-BOTTOM OF TANK TO BOTTOM OF 6" INLET
MODEL: MS TRAFFIC RATED 6500 STB
H/20 TRAFFIC RATED SEPTIC TANK
SHOAF PRECAST SEPTIC INC
4130 WEST US HWY 64
LEXINGTON, NC27295
PHONE [phone]
FAX [phone]
Info@shoafprecast com
www shoafprecast com
- NC APPROVAL # STB-2144
- LIQUID CAPACITY- 6,570 GALLONS
- GALLONS PER INCH-77 29
PIPE PENETRATIONS - (4) 4" X 6" BOOTS CAST IN
(MEETS ASTM C-923)
- CONCRETE - 5000 PSI MIN
- TANK WEIGHT - 79,760 #
- TOP - 42,040 #
- BOTTOM - 37,720 #
- REINFORCEMENT PER ENGINEER SPECS
- 1 1/4" BUTYL SEALANT CONTINUOUS IN JOINTS
NOTE: FLOW THROUGH TO BE BETWEEN
25 % AND 50 % OF LIQUID LEVEL
SIDE INLET\`
'7 JAL
FLOW THROUGH
O O OO
LIFTING ANCHORS
(TYP 4)
96"
112"

Flow Equalization Tank
SHOAF - 12,000 GAL. PUMP TANK
HS/20 TRAFFIC RATED
"NOTE-ORENCO 24"
256"
NC APPROVAL # PT-2093
ROUND RISER CAST -IN
SHOAF PRECAST INC.
4130 W US HWY 64
LEXINGTON, NC 27295
d
PHONE [phone]
IFTING
ANCHORS
FAX [phone]
(TYP 4)
[e-mail]
EA
www.shoafprecast.com
NOTES:
FULL CAPACITY-12,216 GAL.
GAL. PER INCH-121.56
6"
2:1 - LENGTH TO WIDTH RATIO
dp
PIPE PENETRATION SEALS MEET ASTM C-923
1 4" BUTYL RUBBER SEALANT CONTINUOUS IN JOINTS
REINFORCED PER ENGINEER SPECS
- CONCRETE - 5,000 PSI MIN.
240"
- TANK WEIGHT-111,850 #
NO BOOTS ON
SIDES INLETS,
-TOP - 42,150 #
USE CONCRETE
KNOCKOUTS
-BOTTOM - 40,100 #
-RISER SECTIONS - 29,600 #
256"
240"
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SIDE INLET—
Y -
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22
FLOW THROUGH
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(TYP 7)
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FLOW THROUGH` 1Y/
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(TYP 7)
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/�
i� -\-'_ n i� n n -
a
I:
} 8" 156"
78" 8"
8" 120" 8" }
136"
-BOTTOM OF TANK TO BOTTOM OF 6" OUTLET
BOTTOM OF TANK
TO BOTTOM OF 6" INLET-
-BOTTOM OF TANK TO BOTTOM OF 4" OUTLET
BOTTOM OF
TANK TO BOTTOM OF 4" INLET-

Pump Tank
—NOTE-ORENCO 24" 256"
ROUND RISER CAST -IN
�IFTING ANCHORS
(TYP. 4)
_ 6„
256"
240"
BEL
VENT (TYP. 2)-----..
1 FLOW THROUG
(TYP. 1 J
��YYY
156" 78"
SHOAF - 14,000 GAL. PUMP TANK
HS/20 TRAFFIC RATED
NC APPROVAL # PT-2094
SHOAF PRECAST INC.
4130 W US HWY 64
LEXINGTON, NC 27295
PHONE [phone]
FAX [phone]
[e-mail]
www.shoafprecast.com
NOTES:
- FULL CAPACITY - 14,405 GAL.
- GAL. PER INCH - 121.56
-2:1 LENGTH TO WIDTH RATIO
- PIPE PENETRATION SEALS MEET ASTM C-923
1 q" BUTYL RUBBER SEALANT CONTINUOUS IN JOINTS
- REINFORCED PER ENGINEER SPECS
- CONCRETE - 5,000 PSI MIN.
- TANK WEIGHT - 102,250 #
-TOP - 42,150 #
-BOTTOM - 40,100 #
-RISERS SECTIONS - 20,000 #
M VENT (TYP 2)
FLOW THROUG ~
(TYP. 7)
120"
136"

ROUND
CAST
Storage Tanks (2)
ROUND RISER CAST -IN
256"
�IFTING ANCHORS
(TYP 4)
6"
240"
256"
240"
�� „• 174 J L.
• VENT (TYP 2) N
FLOW THROUGH— N
- .. ,• � (TYP 7), '. ,
m 9" 156" 79" . 9"
SHOAF-10,000 GAL. PUMP TANK
HS/20 TRAFFIC RATED
NC APPROVAL # PT-2092
SHOAF PRECAST INC.
4130 W US HWY 64
LEXINGTON, NC 27295
PHONE [phone]
FAX [phone]
i nfo@sh oaf precast. com
www.shoafprecast.com
NOTES:
FULL CAPACITY-10,211 GAL.
- GAL. PER INCH - 121.56
2:1 LENGTH TO WIDTH RATIO
PIPE PENETRATION SEALS MEET ASTM C-923
1 4 ' BUTYL RUBBER SEALANT CONTINUOUS IN JOINTS
- REINFORCED PER ENGINEER SPECS
- CONCRETE - 5,000 PSI MIN.
- TANK WEIGHT-102,350 #
-TOP - 42,150 #
-BOTTOM - 40,100 #
-RISER SECTION - 20,000 #
C}J o
.LENT (TYP 2)
FLOW THROUG
(TYP 7)
op P o.n
m
e" 120'. 8°
136"

STEP Tanks (11)
NO BOOTS ON SHOAF PRECAST SEPTIC INC
SIDES INLETS, MODEL: TS 1000 STB
USE CONCRETE 14130 WEST US HWY 64
/KNOCKOUTS LEXINGTON, NC 27295 NON TRAFFIC
**NOTE-ORENCO24" 108" PHONE [phone] Gallon Septic Tank
ROUND RISER CAST -IN / 102" FAX [phone]
/ WWW SHOAFPRECAST COM
�6"SHOAF-1,000 SEPTIC TANK
y STB-347 NON TRAFFIC
LIQUID CAPACITY-1,000 GALLONS/AIRSPACE-10"
N No
24 ■ TANK HEIGHT-67 Z'
BOTTOM OF TANK TO CENTER OF INLET-59"
3" BOTTOM OF TANK TO CENTER OF OUTLET-57"
TOP VIEW LENGTH TO WIDTH RATIO-2 TO 1
**TOP VIEW MEASUREMENTS ARE 4 SIZE OF INLET & OUTLET-3" OR 4" PIPE
TO WIDEST DIMENSIONS TYPE OF INLET & OUTLET-POLYLOCK OR EQUAL (MEETS ASTM C-923)
NO BOOTS ON CONCRETE PSI-4000, TANK WEIGHT- 10,500 LBS
SIDES INLETS,
USE CONCRETE REINFORCEMENT PER STATE CODE
KNOCKOUTS SCALE - N T S
58" STATE
108" NOTE-1" BUTYL RUBBER APPROVAL #
_ MASTIC SEALANT 52 SHOAF-1000
68" 32" CONTINUOUS IN JOINT ` / STB-347
INLET
I `
1 a.
oT AIRSPACE
1 LIQUID LEVE_ (1
\IDE
SIDE INLET DE INLET
VENT ' 2" - A 2 VENT
L INLET SLOT
Lo n Lo
TO BOTTOM 0 O 0. O O
OF 3"INLET FLOW 4" DIA FLOW
TO BOTTOM OF THROUGH THROUGH
� - -.
1 4" INLET SIDEVIEW 6
I END VIEW
+ 64" I 28'.
48"
98" 52"
104"

STEP Tank
**NOTE-ORENCO 24"
ROUND RISER CAST -IN
150"
144"
/■1
96" 45"
NO BOOTS ON
SIDES INLETS,
USE CONCRETE
KNOCKOUTS 10" AIRSPACE
_j J L
3"
--� . LIQUID LEVEL
} VENT
(TYP 2) - 0)
V N
4
(D a
V
FLOW THROUG -
TYP 4) N
L4" TO BOTTOM OF 4" INLET
MODEL: MS NON -TRAFFIC 2000 STB
NON TRAFFIC MID SEAM SEPTIC TANK
SHOAF PRECAST SEPTIC INC.
4130 WEST US HWY 64
LEXINGTON, INC 27295
PHONE [phone]
FAX [phone]
[e-mail]
www.shoafprecast.com
- INC APPROVAL #: STB-2102
- LIQUID CAPACITY- 2,110 GALLONS
- GALLONS PER INCH-43.95
PIPE PENETRATIONS - (MEETS ASTM C-923)
- CONCRETE - 5000 PSI MIN.
- TANK WEIGHT - 16,000 #
- TOP - 8,000 #
- BOTTOM - 8,000 #
- REINFORCEMENT PER ENGINEER SPECS
1 1/4" BUTYL SEALANT CONTINUOUS IN JOINTS
J:L -J
0 03 0 0
FLOW THROUG
72'
78"

STEP Tanks (2)
**NOTE-ORENCO 24"
ROUND RISER CAST -IN
150"
MODEL: MS NON -TRAFFIC 2500 STB
144" NON TRAFFIC MID SEAM SEPTIC TANK
SHOAF PRECAST SEPTIC INC.
v 1 4130 WEST US HWY 64
■ 3" LEXINGTON, NC 27295
PHONE [phone]
FAX [phone]
[e-mail]
r� ■ 24" 24 vwwv.shoafprecast.com
{! ■
r- N NC APPROVAL # - STB 2103
LIQUID CAPACITY- 2,593 GALLONS
GALLONS PER INCH-43.95
PIPE PENETRATIONS - (MEETS ASTM C-923)
CONCRETE - 5000 PSI MIN
TANK WEIGHT - 17,320 #
TOP - 9,320 #
BOTTOM - 8,000 #
96" 45" - REINFORCEMENT PER ENGINEER SPECS
NO BOOTS ON 1 1/4" BUYTL SEALANT CONTINUOUS IN JOINTS
SIDES INLETS,
USE CONCRETE
KNOCKOUTS 10" AIRSPACE
J L J L-
_d � LIQUID LEVEL � 7/ O `r I
J
3VENT ,
(TYP 2)
V
r` �
r r
O O Q O
FLOWTHROUGH FLOW THROUGH
(TYP 4) w
72"
78"
i
-65" TO BOTTOM OF 4" INLET

PRTA ABS Tank Adapters
Applications General
PRTA tank adapters are used to provide a structural, watertight method Orenco's PRTA tank adapters are molded plastic products and there-
of installing a 24-or 30-inch (600- or 750-mm) access riser over a tank fore have excellent part -quality and consistency. PRTA tank adapters
opening. can be cast into a tank or fastened to the top of the tank with a bolt -
down kit. The bolt -down kit consists of either six or twelve (depending
A
on model) stainless steel concrete anchors and a roll of butyl tape.
s
B
Cast in Place Tank Adapters
(PRTA24) or equivalent
STEP Tanks = 28
Treatment & Storage = 15
Total = 43
C -*---
30.
The O.D. of the vertical flange matches the I.D. of Orenco's ribbed
risers, which provides a suitable joint to seal with MA320, ADW 00,
SS115, or SS140 adhesive.
Standard Models
PRTA24, PRTA30
PRTA24BDKIT (6 anchors), PRTA30BDKIT (12 anchors)
Product Code Diagram
PRTA �0
I Riser diameter
24 = 24" riser (Perma-Loc, Ultra -Rib, KOR FLO)
30 = 30" riser (Perma-Loc, Ultra -Rib)
ABS riser tank adapter
Materials of Construction
Tank adapter
Concrete anchors
Sealant
Specifications
ABS
Stainless steel anchor bolts
Butyl tape
Dimensions*
PRTA24
A - Outside dia., in. (mm)
23.38 (594)
B - Flange dia., in. (mm)
26.75 (679)
C - Horizontal flange width, in. (mm)
2.00 (51)
D - Vertical flange height, in. (mm)
3.50 (89)
*The tank adapter has a nominal 0.25 inch (6 mm)
thickness.
PRTA30
29.25 (743)
34.25 (870)
2.50 (64)
3.25 (83)
Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-RLA-PRTA-1
Rev. 2.0, © 03/17
Page 1 of 1

Access Risers -Ultra-Rib""
Applications
Orenco's Access Risers provide access to septic tank openings and
can be cast into the tops of concrete tanks, bonded in place, or bolted
down using a riser -to -tank adapter. They can also be used as valve
enclosures.
Risers (RR24 XX)
Adjust riser heights to allow for 6" min.
above grade.
STEP Tanks = 28
Treatment & Storage = 15
Headworks = 3
Valve Boxes = 12
Total = 59
Materials of Construction
Ultra -Rib TM PVC Pipe: PVC
Specifications
Model RR12XX
I.D., in. (mm) 11.74 (298)
Wall thickness - excluding ribs, in. (mm) 0.10 (3)
O.D. - including ribs, in. (mm) 13.13 (334)
Weight, Ibs/ft (kg/m) 5 (7.4)
General
Orenco Ultra-RibTm Access Risers are constructed of ribbed PVC pipe
and are available in 12-in. (300-mm), 18-in. (450-mm), and 24-in.
(600-mm) diameters. They can be ordered in 3-in. (76.2-mm) incre-
ments in lengths up to 13 ft (3.96 m) for 12-in. (300-mm) and 18-in.
(450-mm) diameter risers, and up to 14-ft (4.27 m) for 24-in. (600-
mm) diameter risers. Orenco Ultra -Rib riser pipe is also available in
truckload quantities. A complete line of Orenco pipe -cutting tools
makes it easy to fabricate risers in your shop or in the field.
Standard Models
RR12XX, RU18XX, RR24XX
Product Code Diagram
R 000+0+0
Tischarge assembly or grommet option:
Blank = No discharge grommet
HD = Pre -drilled for HDA125
HD2 = Pre drilled for HDA200
10 = 1-in. (25-mm)
12 = 1 Ya-in. (32-mm)
15 = 1 Yrin. (38-mm)
20 = 2-in. (51-mm)
Connector/splice
box option
Blank
= No grommet or splice box
CLK
= Pre -drilled for ClickTightTM
S
= 1-in. (25-mm) grommet installed
L
= 1 Ya-in. (32-mm) grommet installed
SX
= Pre -drilled for OrencO external splice box'
S1
= SB1 attached
S2
= SB2 attached
S3
= SB3 attached
S4
= SB4 attached
L5
= SB5 attached
L6
= SB6 attached
SX
= Pre -installed hub for external splice box`
XS
= Explosion -proof splice box for simplex pumps$
XD
= Explosion -proof splice box for duplex pumps$
XT
= Explosion -proof splice box for triplex pumps$
Riser height, 3-in. (76-mm) increments standard
Riser diameter:
12 = 12-in. (300-mm)*
18 = 18-in. (450-mm)'
24 = 24-in. (600-mm)
Riser type code:
R = 12-in. (300-mm) and 24-in. (600-mm) diameters
U = 18-in. (450-mm) diameter
PU = Bulk Ultra-RibTM pipe, all diameters
Riser, Ultra -Rib TM
Not intended for use over pump vaults
' Minimum riser height 18-in. (457-mm)
S For Class I Division 1 environments
RU18XX
RR24XX
17.65 (448)
23.50 (597)
0.19 (5)
0.25 (6)
19.44 (494)
25.63 (651)
11 (16.4)
19 (28.3)
Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com
NTD-RLA-1111-2
Rev. 5 ® 03/20
Page 1 of 1

PVC Riser Installation
Installing PVC Access Risers onto Cast -In 0renco® Riser -Tank Adapters
Access risers provide access to septic tank openings, simplifying inspection and maintenance procedures. Access riser -to -tank connections
must be watertight for the proper functioning of an onsite septic system or effluent sewer system. Orenco strongly recommends watertightness
testing of all access riser -to -tank connections after installation.
Following are instruction sets for prepping and installing access risers, installing grommets, and selecting adhesives for riser installations.
Refer to the chart below to determine which instruction set to use.
InstructionSet ....... J.....................................................................
1. Riser Preparation ..................................................................................1
2. Grommet Installation............................................................................... 2
3. Riser Installation — PRTA24-2 Adapters................................................................. 3
4. Riser Installation — RRFTA24, RRFTA30, PRTA24, PRTA30, FRTA24-RVF, and FRTA30-FRP Adapters .................... 4
5. Riser Installation — Orenco FRP Tanks with 24- inch- Diameter (600-mm) Risers ................................... 5
6. Riser Watertightness Testing.......................................................................... 6
7. Adhesive Selection and Quantities...................................................................... 7
Instruction Set 1: Riser Preparation
Step 1: Determine Riser Height
Determine riser
0
height
Determine how high the riser needs to be.
• The top of the riser should be about 3 inches (75 mm) above finished grade
3 inches (75 mm)
after installation and backfilling —This allows 2 inches (50 mm) for tank
y —
settling and 1 inch (25 mm) for ensuring drainage away from the riser.
' ' ' ,•;" :
Oo,
; ;"
Step 2: Cut Riser to Size (if Necessary) '
'o o + ` *
• L
If the riser needs to be cut to size, cut it with a circular saw or table saw.
• Always cut excess length from the bottom of the riser.
�
• For square, even cuts, a good fit, and a watertight joint between the riser
:o O, o'G
o . o •'
and the adapter, use an Orenco riser -cutting saw guide.
,
• To install risers less than 30 inches (760 mm) wide onto 500-gallon
(20001) Orenco FRP tanks, cut the riser so it fits into the tank and the
lowest rib rests on the tank's top, as shown.
Step 3: Dry Fit Riser to Adapter
Step 3a: Dry fit the riser to the adapter.
• Make sure riser penetrations are the right sizes and in the correct locations
Step 3b: If the riser is higher than 3 inches (75 mm) above the estimated final
grade, cut it to size per the instructions in Step 2.
Step 3c: If the riser is too short, use an Orenco grade ring to extend it.
7k,
zzl_�
Riser prep for 500-gal. (2000-Q Orenco FRP tanks
Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIN-RLA-RR-1
Rev. 7.0, ® 03/17
Page 1 of 7

Instruction Set 2: Grommet Installation
Step 1: Mark Access Riser
Step 1 a: Use the site plans or drawings to find out if riser penetrations are needed.
Step 1 b: Use the plans or drawing to mark the locations of the penetrations.
• If plans or drawings aren't available, use Drawing 1b as a general guide
for locating riser penetrations.
Step 2: Drill Holes and Clean Access Riser
Step 2a: Drill holes for riser penetrations.
• If you have questions about where to locate various riser penetrations,
contact your Distributor for more information.
Using Orenco® RKHS Hole Saws ...
Cut the hole and grind the ribs down to make a flat, smooth surface for
installing the grommet.
• Make sure your hole saw is the correct size and your drill is at least 18 volts.
• Don't grind too deeply — about 1/16 inch (1.6 mm) is deep enough.
Using Standard Hole Saws ...
1: Use the correctly sized hole saw to cut a hole, centered on the mark.
2: Trim the riser ribs back 1 inch (25 mm) from around the hole.
• Use a grinder or cutting tool to notch the ribs through to the riser wall.
• Use a hammer and chisel to break off the notched rib sections.
• Use a grinder to make a flat, smooth surface around the hole.
Step 2b: Clean and deburr the hole and flat surface with a wire brush and
deburring knife or tool.
• Be careful not to enlarge the penetration.
Step 3: Install Grommet P I ii
Step 3a: Apply a bead of adhesive to the groove in the grommet's outer diameter.
• For adhesive recommendations, see Instruction Set 7
Step 3b: Firmly press the grommet into the penetration.
Grommet Hole Sizing Guide
Grommet size, inches (nominal IPS pipe size)
I Hole saw size
1/2
1
3/4
1-1 /4
1
1-9/16
1-114
1-3/4
1-1/2
2-1/8
2
2-3/4
3
3-7/8
I4
5
For more information on grommet dimensions and actual pipe O.D., see the Orenco Technical Data
Sheet for grommets, NTD-RLA-PG-1
Grommet for
splice box
(at 12 o'clock)
Grommet for
discharge assembly
(at 3 or 9 o'clock)
ww� .t xx•
e
1
rug, Xk i i
NIN-RLA-RR-1 Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 7.0, ® 03/17
Page 2 of 7

JMML
Cutaway view of Orenco° PRTA24-2, cast into
concrete tank with 24-inch (600-mm) access
riser attached
Instruction Set 3:
Riser Installation — PRTA24-2 Adapters
Step 1: Prep Adapter Channel and Riser ,
Step 1a: Roughen the adapter channel and the bottom surfaces of the riser
with sandpaper.
Step 1 b: Use a clean cloth and acetone or alcohol to clean the channel and the
bottom surfaces of the riser.
• The channel must be clean and dry for a good fit and watertight joint.
• Let the acetone or alcohol dry completely.
Step 2: Apply Adhesive
Fill the channel with methacrylate adhesive.
• For adhesive recommendations, see Instruction Set 7.
Note; If you're using a methacrylate adhesive that's non -self -leveling, use
enough to fully fill the channel, with no voids in the adhesive.
Step 3: Install Riser
Step 3a: If the riser has penetrations, align the riser correctly.
Step 3b: Firmly press the bottom of the riser into the channel.
• Twist the riser back and forth slightly to fully seat it and to create a good bond.
• If the inside seam is not completely filled, add adhesive to form a complete
fillet.
Step X Use a tongue depressor, putty knife, or clean cloth to make a good
fillet over the inside seam.
Note; If cold weather conditions or frost heave are a concern at the site, contact
a qualified engineer or Orenco for additional recommendations on installing ribbed
PVC risers.
IMPORTANT Orenco strongly recommends that all tank risers 12-in. (300-mm)
and larger in diameter be equipped with riser safety grates to help prevent
accidental or unauthorized entry.
Step 4: Test Riser Watertightness
Follow Instruction Set 6 of this document for testing the riser's watertightness.
Note: Watertight connections are critical for the wastewater system to function
effectively and efficiently.
Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIN-RLA-RR-1
Rev. 7.0, ® 03/17
Page 3 of 7

Instruction Set 4:
Riser Installation — RRFTA24, RRFTA30, PRTA24,
PRTA30, FRTA24-RVF, and FRTA30-FRP Adapters
Step 1: Prep Adapter and Riser
Step 1a: Roughen the bonding surfaces of the adapter and riser with
sandpaper.
Step 1b: Use a clean cloth and acetone or alcohol to clean the bonding
surfaces of the adapter and the riser.
• The bonding surfaces must be clean and dry for a good fit and watertight joint.
• Let the acetone or alcohol dry completely.
Step 2: Apply Methacrylate Adhesive
Apply a bead of methacrylate adhesive to the outside of the adapter.
• For adhesive recommendations, see Instruction Set 7.
Step 3: Install Riser 0 �VM.
Step 3a: If the riser has penetrations, align the riser correctly.
Step 3b: Firmly press the riser onto the adapter until the bottom of the riser is
resting on the concrete (cast -in adapters) or the adapter flange (bolted -down
adapters).
• Twist the riser back and forth slightly to fully seat it and to create a good bond.
Step X Apply a bead of methacrylate adhesive to the inside of the access
riser -adapter joint.
Step 3d: Use a putty knife, tongue depressor, or clean shop rag to make a
continuous fillet on the inside of the access riser -adapter joint.
Note; If cold weather conditions or frost heave are a concern at the site, contact
a qualified engineer or Orenco for additional recommendations on installing ribbed
PVC risers.
IMPORTANT Orenco strongly recommends that all tank risers 12-in. (300-mm)
and larger in diameter be equipped with riser safety grates to help prevent
accidental or unauthorized entry.
Step 4: Test Riser Watertightness
Follow Instruction Set 6 of this document for testing the riser's watertightness.
Note: Watertight connections are critical for the wastewater system to function
effectively and efficiently.
M
3d
NIN-RLA-RR-1 Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 7.0, ® 03/17
Page 4 of 7

Instruction Set 5:
m Riser Installation — Orenco FRP Tanks with 24-inch-
Diameter (600-mm) Risers
Cross-section detail of adhesive fillet Step 1: Prep Tank and Riser
on inside seam of 1000-gal. (3785-L)
tank with 24-inch (600-mm) riser Step 1a: Roughen the bonding surfaces of the tank and the riser with
sandpaper.
Step 1 b: Use a clean cloth and acetone or alcohol to clean the roughened tank
surface and the bottom surfaces of the riser.
• The surfaces must be clean and dry for a good fit and watertight joint.
• Let the acetone or alcohol dry completely.
Step 2: Apply Methacrylate Adhesive
Cross-section detail of adhesive Apply methacrylate adhesive to the bonding surfaces of the tank and the riser.
fillet on outside seam of 500-gal.
(1890-L) tank with 24-inch • For adhesive recommendations, see Instruction Set 7.
(600-mm) riser
Pc Step 3: Install Riser
Step 3a: If the riser has penetrations, align the riser correctly.
Step 3b: Press the riser into position
• For 1000-gal. through 2000-gal. tanks (37851 through 75701), firmly press
the riser onto the tank opening
• For 500-gal. (18901) tanks, firmly press the riser into the tank opening.
• Twist the riser back and forth slightly to fully seat it and create a good bond.
• If the seams aren't completely filled, add adhesive to form a complete fillet.
Step X Use a tongue depressor, putty knife, or clean cloth to make a good
fillet over the seams.
Note; If cold weather conditions or frost heave are a concern at the site, contact
a qualified engineer or Orenco for additional recommendations on installing ribbed
PVC risers.
IMPORTANT Orenco strongly recommends that all tank risers 12-in. (300-mm)
and larger in diameter be equipped with riser safety grates to help prevent
accidental or unauthorized entry.
Step 4: Test Riser Watertightness I
Follow Instruction Set 6 of this document for testing the riser's watertightness.
Note; Watertight connections are critical for the wastewater system to function
effectively and efficiently.
Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIN-RLA-RR-1
Rev. 7.0, ® 03/17
Page 5 of 7

Instruction Set 6: Riser Watertightness Testing
Watertightness test
IMPORTANT A watertight tank and watertight riser -to -tank connections are
critical for the wastewater system to function effectively and efficiently.
Step 1: Prep for Test
Step 1a: Make sure the adhesive seams have set and the tank has been backfilled
according to the manufacturer's instructions — typically to the tank's midpoint.
Step 1 b: Plug the inlet (and outlet, if present) of the tank with watertight plugs.
Step 1c: Fill the tank with water to a level 2 inches (51 mm) into the riser.
Step 2: Test Watertightness
Step 2a: Wait for the required time before inspecting the riser -to -tank
connections for leakage.
• Follow the tank manufacturer's recommendations (or applicable local regula-
tions) for wait times before inspecting the tank for leaks.
• Orenco recommends at least 30 minutes for its fiberglass tanks.
Step 2b: Check for any drop in the liquid level inside of the riser and any visible
leakage from the riser -to -tank connections.
• At the end of the test, there should be no drop in liquid level and no visible
leakage from seams, pinholes, or other imperfections.
• If leaks are found during the test, seal the leaks and repeat the test.
Step 2c: Once the riser -to -tank connections are proven watertight, remove the
plug(s) and drop the water level in the tank to just below the invert of the inlet or
outlet, whichever is lower.
Access riser
Fill the tank to a
level 2 in. (51 mm)
into the riser
Tank brim
2 in.
(51 mm)
NIN-RLA-RR-1 Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 7.0, ® 03/17
Page 6 of 7

Instruction Set 7: Adhesive Selection and Quantities
Use the table below to select the correct adhesive and quantity for your grommet or riser installation(s). Be sure to check the expiration
date on the adhesive package. If the adhesive is expired, do not use it to install Orenco components.
Note; Before installing a riser on an Orenco riser -tank adapter with an adhesive not recommended in the table below, contact your
Distributor or Orenco.
Component Adhesive Type and Approximate Usage
MA8120
SA510
MA320
IPS 810
ADH100
300/300-mL cartridge
300/300-mL cartridge
7-oz (200-mQ
1-pint (473-mQ
10.2-oz (300-mQ tube
(600-mLtotal)
(600-mLtotal)
packet
1 -quart (946-m Q
Grommets
n/a
n/a
n/a
n/a
various quantities
Riser Tank FRTA36
1 cartridge"
1 cartridge"
n/a
n/a
n/a
Adapters PRTA24
%2 cartridge"
%2 cartridge"
1 packet
n/a
1 tube
PRTA24-2
_> %2 cartridge"
>_ %2 cartridge"
n/a
< 1 pint
n/a
PRTA30
< 1 cartridge"
< 1 cartridge"
2 packets
n/a
2 tubes
RRFTA24
%2 cartridge"
%2 cartridge"
1 packet
n/a
1 tube
RRFTA30
1 cartridge"
1 cartridge"
2 packets
n/a
n/a
Indicates preferred adhesive for this
application
Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIN-RLA-RR-1
Rev. 7.0, ® 03/17
Page 7 of 7

_ x•
l i.sa•�
r
M
FEATURES
Use as a security measure to keep
persons, especially children, from
accidental entry while systems are
being serviced or any other instance
where a cover is removed
•3 Available to fit 18", 24", and 30"
diameter risers
Open areas in web are large enough
to allow tanks to be pumped without
having to remove the security net
Installs easily in our segmented riser
and others
Install safety net in all risers not
containing an inner lid.
Order part No. STF-N18
STF-N24
STF-N 30
CAD detail drawing available in DXF format
RELATED PRODUCTS
STF-CI24 page 5
STF-APC24G page 6
STF-APC24B page 6
STF-R824B page 9
STF-AR24 page 9
STF-APC24GI-075 page 14
STF-APC24BI-075 page 14
STF-APC24GI-100 page 14
STF-APC24BI-100 page 14
STF-APL24G page 14
U.S. Patent Pending STF-APL24B page 14
PAGE
Toll Free 888-999-3290 Office 231-582-1020 Fax [phone] Email [e-mail] Web www.gag-simtech.com 111

DuraFiber"" FLD and FLDR Access Lids
Applications
Orenco DuraFiber Access Lids provide secure, damage -resistant
coverings for ribbed PVC, HDPE, and Orenco FRP risers, pump basins,
and access ports. They are not recommended for vehicular traffic.
DuraFiber 24in (600mm) lids require an RLA24 adapter to mate to
Perma-LocTM pipe.
FLDR30 lids are required for use with RLA30 Riser -Lid -Adapters and
for 30in (750mm) Perma-Loc pipe applications. FLD30 lids are not
compatible with RLA30 Riser -Lid -Adapters or 30in Perma-Loc pipe.
General
DuraFiber Access Lids are designed for extreme durability and damage
resistance, with breaking strengths in excess of 20,000lbs (9,000kg).
Flat -style flanges provide easy access and clean, flush -to -grade
installation. Centering rings align lids with risers; gaskets help provide
watertight seals. Durafiber Lids are available with optional insulation,
installed at the factory or in kits that can be installed in the field.
Optional stainless steel lid locks for FLD24 lids can be field -installed
(FL -Lid Lock) or factory -installed (FL -Lid Lock -Adder).
DuraFiber Lids feature a non-skid surface, a molded -in caution
statement, and room for a customer logo. They come with four 5/16in
stainless steel flathead socket cap screws and a hex key wrench.
DuraFiber FLD lid, top view and side cutaway view
Standard Models
FLD18G, FLD24G, FLD24G—ATX, FLD24G—W, FLD30G, FLD30G—ATX,
FLD30G—PRELOS, FLD30G—W, FLDR30G
Product Code Diagram
F_LDD❑0❑❑-❑
Toler and logo options:
Blank = green color lid
B = brown color lid
C = custom logo
AIX = Advanlex°Iogo
PRFLOS = Prelos°Processor logo
W = warning label
Insulation:'
Blank = no insulation
12 = 2in (50mm) insulation installed
14 = 41n (100mm) insulation installed
Vent and filter options:
Blank = no vent or filter options
V = vent
CF = carbon filter
Gasket options:
G = gasket (standard)
Blank= no gasket
Lid diameter, in (mm):
18 = 18 (457)
24 = 24 (600)
30 = 30 (750)
Risers lids (FLD 24 G):
STEP Tanks = 28
Treatment & Storage = 15
Headworks = 3
Valve Boxes = 12
Total = 59
Lid Type:
Blank = not compatible with Perm a-Loc'" or BLA30 adapters
R = only compatible with Perma-Loc'M or RLA30 adapters
DuraFiber- fiberglass lid
* Insulation has an R-value of 10 per 2in (50mm) increment.
Materials of Construction
Lid Fiberglass -reinforced polymer (FRP)
Gasket
Urethane (FLD18)
Gasket
EPDM (FLD24, FLD30)
Centering ring core
Structural foam
Mounting hardware
Stainless steel
Insulation (optional)
Closed -cell foam
Insulation mounting hardware
Stainless steel
Drenco Systems® • 800-348-9843 • [phone] • www.orenco.com
NTD-RLA-FL-4
Rev.10 ® 08/21
Page 1 of 2

Specifications
Model
A, in (mm)
B, in (mm)
C, in (mm)
Gasket width, in (mm)
Bolt hole diameter, in (mm)
Weight, Ibs (kg)
Bolt holes, per lid
FLDI8XX
FLD24XX
FLD30XX
FLDR30XX
20.2 (514)
26 (660)
33 (838)
33 (838)
1.5 (38)
1.5 (38)
1.5 (38)
1.5 (38)
17.5 (445)
23.25 (590)
29.25 (743)
28.5 (724)
0.75 (19)
0.75 (19)
0.75 (19)
1 (25)
0.3125 (8)
0.3125(8)
0.3125 (8)
0.3125 (8)
7 (3)
11 (5)
20 (9)
20 (9)
4
4
4
4
I.1
A
v
C
NTD-RLA-FL-4
Rev.10 ® 08/21
Page 2 of 2
Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com

Effluent Filters

8-in. to 15-in. Dia. Biotube Effluent Filters
Applications
Orenco° 8-inch to 15-inch Biotube° Effluent Filters are designed to
remove solids from effluent leaving commercial septic tanks. They can be
used in new and existing tanks.
General
Orenco® 8-inch to 15-inch Biotube° Effluent Filters* are used to improve
the quality of effluent exiting a commercial septic tank. The Biotube
cartridge fits snugly in the vault and is removable for maintenance, the
handle assembly snaps into the notches in the top of the vault, and the
tee handle can be extended for easy removal of the cartridge. A "base
inlet" model (see p. 2) is available for low -profile tanks. An optional slide
rail system, available on larger models, simplifies installation and provides
tank access for servicing.
Handle assembly
Alarm float assembly
(ordered separately)
Pipe coupling ❑�
Biotubes
Vault
r
—Inlet holes ® ® ® Fj
Support cou )ling= I
Support bracket
Cutaway view
Standard Models
FT0854-36, FT1254-36, FT1554-36, FT0822-1413, FT1254-36AR
Product Code Diagrams
FT O ❑ ❑ - 36 T❑ Septic & Grease Tank: FTP 0866-36 (2)�
Float switch bracket and slide rail options.
Blank = no options selected
A = float switch bracket installed
R = slide rail installed'
Cartridge height, in. (ram):
36 = 36 (914), standard
Housing height', in. (mm):
48 = 48 (1219)
54 — 54 (1372)
60 = 60 (1524)
66 = 66 (1676-mm)
Filter diameter, in. (mm):
08 = 06 (zoo)
12 — 12 (300)
15 = 15 (375)
Filter mesh option:
Blank — tt-in. (3-mm) filter mesh
P — 1/-in. (1.6-mm) filter mesh
Biotube® effluent filter
Minimum liquid level (MILL) information:
48-in. (1219-mm) housing for MLL of 37-46 in. (940-1168 mm)
54-in. (1372-mm) housing for MLL of 47-63 in. (1194-1600 mm)
60-in. (1524-ram) housing for MLL of 64-84 in. (1626-2134 mm)
66-in. (1676-mm) housing for MLL of 85-112 in. (2159-2845 mm)
' For 12- and 15-in. (300- and 375-mm) only; use slide mil option
when only one access is available for the filter chamber
FTO❑22-14BT❑
Float switch bracket and overflow plate options:
Blank = no options selected
A = float switch elbow installed
FSO = overflow plate installed
Base inlet model
Cartridge height, in. (ram):
14 = 14 (356), standard
Filter housing height, in. (mm):
22 = 22 (558), standard
Filter diameter, in. (mm):
08 — 8 (200)
12 = 12 (300)
Filter mesh option:
Blank = Ya-in. (3-mm) filter mesh
P Y,6-in. (1.6-mm) filter mesh
Biotube® effluent filter
Materials of Construction
Vault PVC
Pipe coupling PVC
Side view Handle components PVC
Support coupling and bracket PVC
Biotube° cartridge Polypropylene and polyethylene
OrencO Biotube® Effluent Filters are covered under multiple U S. and international patents.
Note: Support coupling and support bracket are available on 12-inch and 15-inch filters only.
Orenco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-FT-FT-2
Rev. 2.0, © 03/17
Page 1 of 2

Air vents and discharge orifices
Air vent o
A
Discharge orifice(s)
8-in. base 8-in.
inlet models models
II A
A
VR
A oaaa og og a
i I o o-P A l
A
D E
C D E
as as as as as it in. — 1 1.5-in.
B B
Standard model Base inlet model
Specifications
Model
FT0854-36
FT0822-14B
FT1254-36
A - Cartridge height, in.
36
14
36
B - Nominal diameter, in.
8
8
12
C - Inlet hole height, in.
22
n/at
22
D - Vault base to invert height, in.
38
13
38
E - Vault height
54
22
54
Number of inlet holes
8
n/a
8
Inlet hole diameter, in.
1.375
n/a
1.375
Number of discharge orifices
2
1
1
Discharge orifice diameter, in.
1.125
1.750
2
Pipe coupling diameter, in.
4
4
4
Number of air vents
1
1
1
Air vent diameter, in.
0.75
1.750
0.75
Filter surface area, ft2
14.6
6.0
30.0
Flow area**, ft2
4.4
1.8
9.0
* Inlet hole height can vary depending on the configuration of the tank. Optimum hole height is 65-75% of the minimum liquid level.
t No inlet holes required, because influent enters between the vault base and the bottom of the filter cartridge.
# Filter area is defined as the total surface area of all individual Biotubes® within the filter cartridge.
** Flow area is defined as the total open area (area of the mesh openings) of all the individual Biotubes within the
filter cartridge.
FT1254-36AR
36
12
22
38
54
8
1.375
1
2
4
1
0.75
30.0
9.0
0
Cj
12-in. to 15-in.
models
FT1554-36
36
15
22
38
54
8
1.375
2
4
1
0.75
50.5
15.2
NTD-FT-FT-2 Orenco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 2.0, © 03/17
Page 2 of 2

BiotubeO Effluent Filters
Installation, Operation and Maintenance Instructions
FT08 Models and All Base Inlet Models
U.S. Patent Nos. 5294635 / 4439323
Installation Instructions:
The Biotube Effluent Filter is suspended in the septic tank by the 4" outlet pipe. The filter is composed of a
vault body that will be fixed to the discharge pipe and a removable cartridge that consists of the Biotube
filter cartridge and the extendible handle.
1. Test -fit the effluent filter on the 4" out-
let pipe without gluing. Make sure that
it fits plumb.
Any existing outlet tee will have to be
removed.
2. Ensure sufficient clearance for trouble -
free servicing of filter cartridge. Install
assembly near the tank wall to reduce
any stresses that may be caused by
maintenance.
Sufficient room between the access
port and filter should be provided for
easy removal of solids from the tank.
The cartridge will need to be removed
and cleaned while the tank's solids
content is being pumped -out.
Ce
Orenco Systems'
Incorporated
1-800-348-9843
N I N-FT-FTM-1
Rev. 1.3, © 12/02
Page 1 of 4

Installation Instructions (continued)
3. Once the filter has been fitted properly,
apply primer and PVC cement to the
outside of the outlet pipe and the filter's
4" outlet. Use a multipurpose cement if
the outlet pipe is ABS. Do not use
primer on ABS.
Optional: Stainless steel set screws
may be used instead of glue.
4. Slide the effluent filter onto the 4" pipe
and plumb vertically.
5. Hold the filter in position until the adhe-
sive has time to set (approximately 20
seconds).
6. Extend the handle of the cartridge to an
elevation above the top of the tank for
easy access. Use 3/4" schedule 40 PVC
for extension.
Either use the stainless steel set
screws or glue the extensions in place.
N I N-FT-FTM-1
Rev. 1.3, © 12/02
Page 2 of 4

Installation Instructions (continued)
Optional
In existing tanks or in tanks with poorly
located access ports, it may be
necessary to extend the tank outlet
fitting by using a coupling.
A coupling may also be needed to
bush from 3034 PVC to the schedule
40 outlet of the filter.
Maintenance Instructions:
1. Remove the filter cartridge by lifting it
out of the vault.
2. Spray the cartridge tubes with a hose
to remove material sticking to them.
Make sure the rinse water runs back
into the tank.
3. Inspect the vent hole and modulating
orifices. Spray them clear of any
debris.
Replace the cartridge. Be sure to snap
the cartridge back into the saddle holes
at the top of the cartridge vault.
N I N-FT-FTM-1
Rev. 1.3, © 12/02
Page 3 of 4

Maintenance Instructions (continued)
4. An alarm is optional and will give notice that
the filter needs attention before the building
sewer backs up.
If you have an alarm, check to make sure it
is working by lifting the float switch and
sounding the alarm.
5. Record that you have cleaned the filter and,
if applicable, checked the alarm. Also com-
ment any other observations about the tank
or system.
Make sure to clean up thoroughly when
finished.
Inspection / Maintenance
Date installed: Model Tank: Size:
Model: Single/Double Compartment:
Date Cleaned?
inspected yes no notes:
N I N-FT-FTM-1
Rev. 1.3, © 12/02
Page 4 of 4

AdvanTex Treatment Component

AdvanTex" AX1 00 Textile Filter
Applications
Orenco's AdvanTex AX100 Treatment System is an innovative technol-
ogy for onsite treatment of domestic -strength wastewater. The heart of
the system is a sturdy, watertight basin filled with an engineered textile
material. This lightweight, highly absorbent textile material treats a
tremendous amount of wastewater in a small space.
AX100 Treatment Systems are ideal for:
• New construction • Pretreatment
• Nitrogen reduction • System upgrades and repairs
• Poor soils • Small sites
The heart of the AdvanTex AX100 Treatment System is this sturdy,
watertight basin filled with sheets of an engineered textile material
Materials of Construction
Air inlet ABS
Basin
Brackets and hardware
Lid
Liquid inlet
Liquid outlet
it I
renco
W A T E R
DCPD, fiber -reinforced
polymer (FRP)
Stainless steel
FRP, closed -cell foam
PVC
PVC
Features/Specifications
To specify this product, require the following:
• Wastewater treatment to better -than -secondary treatment standards
• Consistent treatment, even during peak flows
• Timer operation for flow monitoring, flow modulation, and surge
control
• Fixed -film, engineered textile media, operated in an unsaturated
condition
• Consistent media quality
• Low energy consumption
• Low maintenance requirements
• Complete, premanufactured package, ready to install
• Watertight construction
• Corrosion -proof materials and components
• Fiberglass foam -core lid with R-6 (RSI1.1) insulation value
• Quiet operation
For AX100 Treatment System sizing, see NDA-ATX-1. AdvanTex Desion
Criteria: Commercial Treatment Systems.
Product Code Diagram
AX 100-0
Lolor: ' " `1 00 (3)
Blank = green
T = Tan
100ft2 (9.3m2) nominal treatment area
AdvanTex° Treatment System
Specifications*
Length, in (mm)
191 (4851)
Width, in (mm)
92 (2337)
Height, in (mm)
40 (1016)
Area (footprint), ft2 (m�
121 (11.2)
Air inlet diameter, in (mm)
3 (75)
Liquid inlet diameter, in (mm)
2 (50)
Liquid outlet diameter, in (mm)
4 (100)
Dry weight, lb (kg) 1850 (839)
Lid R-value (RSI) R-6 (RSI1.1)
Textile sheets 264
'Nominal values provided. See AdvanTex Treatment System drawings for exact dimensions.
Orenco Systems° • 800-348-9843 • [phone] • www.orenco.com I NTD-ATX-AXC-1
All product and performance assertions are based on proper design, installation, operation, and Rev. 2 © 10/22
maintenance according to Orenco's current published documentation. Page 1 of 1

Adva nTex°
AXIOO Treatment Systems
Commercial Applications

AboutThis Manual................................................................. Page 2
BeforeYou Begin.................................................................. Page 3
Sample System Components......................................................... Page 4
Installation Overview............................................................... Page 5
Installation Steps
Step 1:
Review and Compare Plan Set .....................................................
Page 5
Step 2:
Perform Tank Excavations (if Needed) ...............................................
Page 5
Step 3:
Prep and Set Tanks.............................................................
Page 6
Step 4:
Install Tank Adapters and Risers ...................................................
Page 6
Step 5:
Test Tanks and Adapter Seams for Watertightness ......................................
Page 7
Step 6:
Install Recirculating Ball Valve (RBV)................................................
Page 7
Step 7:
Perform Excavations for AX100 Units ................................................
Page 8
Step 8:
Prep and Set AX100 Units ........................................................
Page 8
Step 9:
Install Pump Packages in Tanks ....................................................
Page 9
Step 10:
Assemble and Connect Transport Piping .............................................
Page 10
Step 11:
Install AX100 Ventilation System ...................................................
Page 10
Step 12:
Mount and Wire Control Panel .....................................................
Page 12
Step 13:
Backfill Installation..............................................................
Page 13
Step 14:
Prep System for Startup..........................................................
Page 14
About This Manual
This manual contains an Installation Overview and a set of Installation Steps.
• Installation Overview —This is a simple overview of the installation steps. It is a reference only — more complete instructions are
found in the installation steps that follow.
• Installation Steps —These provide general instructions for each installation step, along with references to installation documents for
specific components. Many Orenco products come with installation instructions. All of these instructions are also provided in hard -copy
form in our Orenco Installer Binder. Contact your Dealer or Orenco for a copy of the binder, or find individual instructions online in the
Orenco Document Library at www.orenco.com.
You will find IMPORTANT information, Key Points, and Notes in this manual, marked with easy -to -see visuals:
OIMPORTANT — These point out potential hazards to equipment or people during and after the installation.
QKey Points —These are critical for a quality installation and must be completed in order for your installation to be successful.
Notes — These cover useful information and tips that can help make your installation simpler or easier. They may also
provide information on variations in components or methods.
NIM-ATX-AX-2 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 4.0, ® 04/19
Page 2

Before You Begin 1W
Before you begin the installation, read this manual and any documents referenced in it. Also, be sure that the instructions for these products
are the most current ones available. Please note that you must perform the installation according to the current manual or the
AdvanTex° Treatment Systems Limited Warranty will be void. You can make sure your instructions are current by checking our online
Document Library at www.orenco.com. You'll save time and money on installation day, and you'll get fewer call-backs.
This manual provides basic information for installing AdvanTexTm AX100 Treatment Systems. It does not replace training or engineering plans.
Depending on the complexity of the treatment system, not all of its components may be covered in these instructions. For installing treatment
system components not described in these instructions, contact your Dealer or Orenco.
Before beginning the installation, schedule a pre -construction meeting with the project engineer, electrician, operator, inspector/regulator, and
your Orenco representative. Any inconsistencies in the plans, specifications, or regulatory issues identified during the pre -construction meeting
should be completely addressed prior to installation. If there are differences between your engineering plans and the instructions in this
manual, contact your project engineer.
If you are not an Authorized AdvanTex Installer, contact your local AdvanTex Dealer for training and authorization before installing this system.
The Dealer can provide technical support, training, and replacement components. To find the nearest Dealer, check the Distributor Locator
page at www.orenco.com. If there is no local Dealer, call Orenco Systems, Inc. at [phone] or [phone].
OIMPORTANT
• DO NOT plumb the backwash discharge from a salt -type water softener into an AX100 unit or preceding primary treatment tank.
• Failure to follow these instructions will void the system's warranty.
• Contact your AdvanTex Dealer with questions about any plumbing arrangements that may interfere with the systems' functioning.
QKey Points:
• All tanks used with AdvanTex Treatment Systems must be pre -qualified. Call your Dealer for specifics.
• Inspect your order for completeness and inspect each component for shipping damage.
• Check to be sure instructions and items supplied comply with your state and local regulations.
• Carefully read and follow all instructions.
• If you are not a trained AdvanTex Installer, contact your local Dealer or Orenco for training before installing this system.
• Improper installation may void warranties.
Note: All pipe diameters provided are U.S. nominal PVC pipe sizes. If you are using metric pipe, you may need adapters to
connect to the U.S. fittings supplied with AdvanTex Treatment Systems.
Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIM-ATX-AX-2
Rev. 4.0, ° 04/19
Page 3

Sample System Components
Sample AdvanTex Treatment System (three
AX100 treatment units; primary,
pre -anoxic, recirc-blend, and discharge
tankage; active ventilation shown)
AM 00 Treatment Systems are highly customizable.
Some of the equipment and components referred to
in this diagram may not be included in your system.
Check the plan set for your specific system to locate
tankage, treatment units, components, and plumbing.
Q Raw sewage inlet to primary tank
© Primary tankage (primary treatment chamber)
© Riser and access lid
Q Effluent filter (in tankage, not shown)
© Baffle wall
Q Primary tankage (pre -anoxic chamber)
Q Transport line
Q Recirculation -blend tankage
Q Recirculation -blend pumping system
AdvanTex AM 00 Treatment Unit
Ventilation inlet
® AdvanTex Vent Fan Assembly
® Filtrate manifold
m Filtrate return line
® Recirculating splitter valve
m Filtrate discharge line
m Pre -anoxic return line
m Dosing tank
* Discharge pumping system
Q Discharge line to dispersal or other treatment process
P
NIM-ATX-AX-2 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 4.0, ® 04/19
Page 4

Installation Overview
Step 1: Review and compare the plan set with the installation site and components.
Step 2: Perform the excavations for any tanks required by the plan set, if the tanks have not already been installed.
Step 3: Prep and set all of the tanks required by the plan set, if they have not already been installed.
Step 4: Install tank adapters, riser components, and risers on the tanks, as required by the plan set.
Step 5: Perform a watertightness test on all tankage and tank -to -riser connections.
Step 6: Install the RBV and make any necessary adjustments to the cage and stinger.
Step 7: Perform the excavations for the AX100 unit(s), per the plan set.
Step 8: Prep and set the AX100 unit(s).
Step 9: Install pump package(s) into tank(s), per the plan set.
Step 10: Assemble and connect the transport lines between the tank(s) and AX100 unit(s).
Step 11: Install the AX100 unit ventilation system.
Step 12: Mount and wire the control panel(s).
Step 13: Backfill the installations, as well as all plumbing and in -ground electrical runs.
Step 14: Prepare the system for start-up.
Installation Steps
Step 1: Review and Compare Plan Set
Review the plan set and compare it with the physical site.
• Make sure there are no obstructions on the site that could interfere
with the installation.
• Check that all component and plumbing locations and elevations match
the engineering plans.
• Check that all component and plumbing locations are compatible with
the site's topography.
• Discuss any differences between the plans, the site, and these instructions
with the engineer before continuing.
I Key Point: All gravity transport piping must maintain a minimum
slope of 1/8 in. per ft (10 mm per meter or 1 %).
Step 2: Perform Tank Excavations (if Needed)
Step 2a: Perform the excavations for the system's tanks.
• Mark the excavation site(s).
• Excavate the hole(s) to the depth listed in the plans. Follow the manu-
facturer's instructions.
• If necessary, install shoring before continuing. Consult the engineer and
applicable regulations for shoring requirements.
Step 2b: Prep the bottom of the excavation(s).
• Follow the manufacturer's instructions.
M
Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
NIM-ATX-AX-2
Rev. 4.0, ® 04119
Page 5

Installation Steps
IASN'1P[215_1 they 111MRR'D151111'Installed.
4b
Step 3: Prep and Set Tanks
Prep and set the system's tank(s). Follow the manufacturer's instructions.
OIMPORTANT Take care to keep everyone clear of the excavation
when placing the tank(s)!
QKey Points:
• Set the primary tank at the correct depth to connect to the sewer inlet.
• All gravity transport piping must maintain a minimum slope of 1/8 in. per
ft (10 mm per meter or 1 %). Set tank elevations accordingly.
Step 4: Install Tank Adapters and Risers
Step 4a: Install the tank adapters if they haven't been installed. Follow the
manufacturer's instructions.
• For Orenco PRTA24 or PRTA30 Tank Adapters, see NIN-TA-PRTA-2,
PRTA24 and PRTA30 Tank Adapter Installation.
• For Orenco RRFTA30 Tank Adapters, see NIN-TA-RRFTA-1, Installing
RRFTA30 Tank Adapters.
• For Orenco RRFTA24 Tank Adapters, see NIN-TA-RRFTA-2, Installing
RRFTA24 Tank Adapters.
• For Orenco FRTA30-FRP Tank Adapters, see NIN-TA-FRTA-1,
FRTA30-FRP Tank Adapter Installation.
• For Orenco FRTA24-R or Orenco PRTA30 Tank Adapters and Roth Fralo
tanks, see NIN-RLA-RR-2, Roth Tank Adapter Installation Instructions.
QKey Points:
• If you don't see instructions in this list for your tank adapters, call your
Dealer for assistance.
• Watertight seams and penetrations are critical for proper performance.
Step 4b: Install the access risers and any associated components.
• Be sure you install the RBV riser (with pre -installed inlet, outlet, and quick -
disconnects) in the correct place on the recirc-blend tank and in the cor-
rect orientation.
• To install grommets in access risers and attach the risers to Orenco tank
adapters, see NIN-RLA-RR-1, PVCAccess Riser Installation.
• For Orenco external splice boxes, see NIN-SB-SBEX-1, External Splice Box
(SBEX) Installation Instructions.
l I • For Orenco internal splice boxes, see NIN-SB-SB-1, Internal Splice Box
(SB) Installation Instructions.
RBV riser with pre -installed inlet, outlet, and quick -disconnect
fittings.
NIM-ATX-AX-2 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 4.0, ® 04/19
Page 6

Installation Steps
Step 4: Install Tank Adapters and Risers, cont.
QKey Points:
• Watertight seams and penetrations are critical for proper performance.
• Before installing the risers, make sure that ...
— All risers are the correct height — the recommended riser height is
2 inches (50 mm) above final grade.
— All risers are being installed in their correct locations.
— All penetrations are at the correct height for the connections.
— All penetrations are aligned correctly for good component access.
• After installing the risers, make sure that ...
— All adhesive seams are free of voids, with smooth, continuous fillets.
— The adhesive is set before backfilling or testing watertightness.
Step 5: Test Tanks and Adapter Seams for Watertightness
Test all system tanks and all tank -to -riser seams for watertightness. Follow the
manufacturer's instructions.
• Some manufacturers require a partial or full backfill around the tank
before testing watertightness.
• Use NIN-RLA-RR-1, PVCAccess Riser Installation instructions to test the
seams between the access riser, tank adapter, and tank for watertightness.
QKey Points:
• Make sure all adhesive between the tanks, adapters, and risers has set
before performing watertightness testing.
• Plug the tank's inlet and outlet before testing watertightness.
• All seams between the tank and access riser must pass the watertightness
test before you continue.
• Follow all applicable regulations for watertightness testing.
• Once the tank and riser joints are proven to be watertight, drop the water
level in the tank to just below the invert of the inlet (or outlet, if present).
Step 6: Install Recirculating Ball Valve (RBI9
Install the RBV into the RBV riser. For more information, see NIN-RSV-4,
Recirculating Ball Valve.
• Slide the RBV into the quick -disconnect fittings inside the RBV riser.
• To keep the RBV from rotating, drive the supplied stainless steel set-
screws into the flanged fittings on the RBV.
• If the stinger or cage need to be adjusted, contact the engineer or
Orenco for more information.
OIMPORTANT Follow all applicable safety precautions when
installing the RBV.
Access riser
i'
Fill the tank to a
level 2 in. (50 mm)
into the riser
2 in.
(50 mm)
Tank brim
Test seams for watertightness (Orenco fiberglass tank shown,
from NIN-RLA-RR-1, PVCAccess Riser Installation).
❑s
III
h �
III
/
k
Install RBV (fiberglass tank shown).
Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIM-ATX-AX-2
Rev. 4.0, ® 04119
Page 7

Installation Steps
M
Lay down a 3-inch (75-mm) bed of sand or pea gravel to
create a smooth, even surface.
JJa'
N
o
W
E
E
o
E3
E
Q
MA a 91 in. (2620 mm)
Mark a placement outline for each AX100 unit, with 24 in.
(610 mm) minimum distance between AX100 units.
NEVER go under the unit!
l
J
Gently lower the AX100 unit, centered in the outline.
Step 7: Perform Excavations for AX100 Units
Before excavating, placing, and leveling pads for the AdvanTex units, check
the plan set and make sure there are no obstructions that might prevent
installation of the AdvanTex Treatment System.
Step 7a: Excavate the pad for the units to the depth needed for the
compacted 3-in. (75-mm) bed to provide the correct transport line falls
between tankage, units, and other components.
OIMPORTANT Do not bury AX100 units. Do not set the bottom of a
unit more than 9 inches (230 mm) below the natural grade!
QKey Points:
• All gravity piping and ventilation piping must maintain a minimum slope of
1/8 in. per ft (10 mm per meter or 1 %). Set all AX100 units accordingly.
• A minimum of 24 inches (600 mm) is required between AX100 units.
Step 7b: Remove all debris, rocks, and sharp objects from the floor of the pad.
Step 7c: Compact the floor of the pad for levelness and to prevent uneven
settling.
Step 7d: Lay down a 3-inch (75-mm) bed of sand or pea gravel to create an
even, smooth surface.
Step 7e: Mark a placement outline on the pad for each AX100 unit.
• Paint, chalk, string, etc. can be used to mark the placement outline.
• Minimum outline size is 193 in. x 91 in. (5210 mm x 2620 mm). This
represents the dimensions of the unit's top.
• Leave at least 24 in. (610 mm) between the placement outlines.
Step 8: Prep and Set AX100 Units iff
Step 8a: Prepare the AX100 unit(s) for lifting and setting into place.
• For offloading instructions, see NIN-ATX-AX-2, AX100 Offloading
Instructions.
OIMPORTANT
• Make sure the lids are bolted down before lifting AX100 units.
• Use only lifting equipment rated for the AX100's size and weight
(193 x 91 in. or 5210 x 2620 mm and 2000 Ibs or 907 kilos)!
• NEVER go underneath an AX100 unit!
Step 8b: Use appropriate lifting equipment to lift and place the AX100 unit on
the pad, centered in the placement outline.
• Leave at least 24 in. (610 mm) between the AX100 units.
QKey Points:
• The outlet is permanently installed in one corner of the AX100 unit.
• Make sure the outlet placements for the unit(s) match the plan set.
NIM-ATX-AX-2 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 4.0, ° 04/19
Page 8

Installation Steps
Step 9: Install Pump Packages in Tanks
Review the plan set and identify all tanks that require a pump package.
Install pump packages as required by the plan set.
Step 9a: Install filters and flow inducer(s) or Biotube° pump vault(s).
Key Point Placement and orientation of flow inducers and pump
Q
vaults are important — they affect the location of the pump(s), dis-
charge assembly, and splice box.
Step 9b: Install the pumps and discharge assembly.
• For 4-1n. (100-mm) submersible effluent pumps with HV-style discharge
plumbing, see NIN-HV-1, Installation Instructions for 4-in. (100-mm) Pumps
and HV-Style Discharge Assemblies.
QKey Points:
• Make sure the pumps' voltages and design gpm or Usec are correct for
the installation.
• Align the discharge assembly and flow inducer or pump vault so the
operator can easily remove the Biotube cartridge and pumps.
• Hand -tighten all fittings. Don't use tools to tighten the plumbing con-
nections and fittings between the pump and the discharge assembly.
OIMPORTANT DO NOT lower or raise pumps by their cords! This can
damage pumps!
Step 9c: Install the float switch assemblies for each pump package.
• For installation, see NIN-MF-1, Float Switch Assemblies.
• For settings or adjustments in recirculation/blend tankage, see the
engineering plans for the project. If the engineering plans do not provide
settings, contact the engineer.
OIMPORTANT DO NOT change the float tether lengths.
Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIM-ATX-AX-2
Rev. 4.0, ® 04119
Page 9

Installation Steps
ft-,-,,--
Shortest
W"-4-Shorter
1/8-in. minimum slope perft
(10 mm per meter or 1 %) to the
♦Longer recirc/blend tank.
Gradually increase the length of the pipe stubs at the
bottom of the outlet tee to create and maintain slope.
qPI
AXVFA-VENT
(Active ventilation,
one for multiple pods.) t
AX-VENT AX-10OVENT
(Active ventilation, (Passive ventilation,
one per pod.) two per pod.)
Step 10. Assemble and Connect Transport Piping
QKey Points:
• Make sure all connections are properly glued.
• Only use PVC primer on PVC -to -PVC joints.
• Do not use PVC primer to connect PVC and ABS components.
• Apply W-resistant paint to any PVC pipe that will be exposed to sunlight.
Step 10a: Route and connect the raw sewage inlet to the primary tank if it
has not been done.
Step 10b: Route and connect the transport line between the primary tank
and recirc/blend tank if it has not already been done.
Step 10c: Route and connect the transport line between the recirc/blend
tank and pre -anoxic tank or chamber if it has not already been done.
Step 10d: Route and connect the transport line(s) from the recirc/blend
pumping system into the inlet coupling(s) on the AX100 unit(s).
• Remove the red protective plug from the inlet coupling on the AX100.
• Connect the transport line to the AX100 unit.
Step 10e: Assemble and connect the filtrate return line (single AX100 units)
or manifold (two or more AX100 units) between the pods and the RSV.
• Remove the red protective plug from the outlet coupling on the AX100.
• Connect the filtrate return line or manifold to the AX100 unit(s).
QKey Points:
• Make sure the filtrate return line or filtrate return manifold maintains a
minimum slope of 1/8 in. per foot (10 mm per meter or 1 %).
• Maintain the proper slope in a filtrate return manifold by incrementally
increasing the length of the pipe stub at the bottom of each outlet tee.
The pod furthest from the recirc/blend tank should have the shortest pipe
stub, while the pod closest to the tank should have the longest stub.
• For proper drainage and air movement, brace the transport piping to
avoid bowing, sagging, or flat sections in the line.
Step 10f: Route and connect any required transport lines from the RBV to
downstream components, tankage, and dispersal.
Step 11: Install AX100 Ventilation System
AX100 units use one of three ventilation methods:
• Active ventilation with a single common air inlet vent and a single common
ventilation line (bermed units only).
• Active ventilation with separate air inlet vents (bermed or exposed units).
• Passive ventilation with two vents per AX100 pod; requires a vent at the
filtrate outlet and at the unit's vent intake (special order only).
NIM-ATX-AX-2 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 4.0, ® 04/19
Page 10

Installation Steps
Step 11: Install AX100 Ventilation Syste ,
Refer to the plan set to determine whether the AX100(s) require active or
passive ventilation and then follow the applicable instruction set in this Step.
• For active ventilation systems with equipped heaters, contact the system
designer or Orenco.
Step IIa: Installing Active Ventilation Systems
1. Route the ventilation pipe between the vent fan assembly site and the
filtrate return line or manifold.
• Make sure the ventilation pipe maintains a minimum slope of 1/8 inch
per foot (10 mm per meter or 1 %) back to the return line or manifold.
2. Glue the ventilation pipe into the filtrate return line or manifold.
3. Prep and install the AX Vent Fan Assembly (AXVFA).
• For detailed installation instructions, see NIN-ATX-VFA-1, Vent Fan
Assembly., Installation, Wiring, and Maintenance Instructions.
• Use the correct diameter pipe and fittings, as specified in the plan set, to
connect the AXVFA to the air vent line from the AX100 units.
4. Install the AX100 vent(s).
• Single, common air inlet vent and a single, common inlet ventilation line ...
— Install 3-to-2-inch eccentric adapters on the AX100 unit's 2-inch
vent fittings. The fittings are located on the end of the pod opposite the
filtrate outlet coupling.
— Build the common ventilation line between the eccentric fittings on the
AX100 units.
— Make sure the ventilation line connections slope back to the pods to
avoid condensation.
— Install the AXVFA-VENT common air vent unit on the ventilation line. It can
be painted, if needed.
• Separate air inlet vents and inlet ventilation lines ...
— Install a 2-in. (50-mm) coupling on each AX100 unit's vent fitting.
— Install a 90-degree elbow on each coupling.
— Trim the AX-VENT pipe stub to length, if needed.
— Attach the AX-VENT to the 90-degree elbow. DO NOT glue the AX-VENT
in place!
Step 11 b: Installing Passive Ventilation Systems
To use a passive ventilation system, AX100 units have to be factory -configured
specifically for this application. Passive ventilation for AX100 units requires two
Orenco AX100-VENT vent filters.
1. Connect an AX100-VENT vent filter to the filtrate outlet tee on each AX100.
— Trim the AX-VENT pipe stub to length, if needed.
— DO NOT glue the vent in place.
AXVFA shown installed on tiltrate return manitold.
Ln
Single, common air
inlet vent and single,
common inlet ven-
tilation line: Install
eccentric adapter.
Separate air inlet vent and
separate inlet ventilation line:
Install 2-in. (50-mm) cou-
pling, 90-degree elbow, and
AX-VENT.
2. Connect an AX100-VENT vent filter to the AX100 unit's air inlet fitting. Connect passive air vents.
— Adjust the AX-VENT pipe stubs to be 2 ft (0.6 m) taller than the first vent. Adjust the inlet vents to be 2 ft (0.6 m) taller than the
— DO NOT glue the vent in place. vents on the filtrate return line.
Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIM-ATX-AX-2
Rev. 4.0, ° 04/19
Page 11

Installation Steps
Step 12. Mount and Wire Control Panel
Notes:
• This step should be performed by a licensed and qualified electrician.
• Installation instructions, schematics, and wiring diagrams specific to the
panel and float switch configuration are included with each panel. If any of
these are missing, contact your Dealer or Orenco for a replacement.
Step 12a: Mount the panel using the instructions that came with it.
OIMPORTANT DO NOT mount the control panel on an exterior
wall of a residential building or living space other than a garage
or shop wall! The motor contactors make a sound while engaging
and disengaging that can be disruptive to occupants.
QKey Points:
• Follow all applicable regulations for placement of the control panel.
• Mount the panel in a service -friendly location and at a service -friendly
height.
• Protect panels from direct sunlight, if possible, by installing them under
protective coverings, mounted on weather -resistant material and supports.
— Ultraviolet light can degrade the surface of the panel overtime.
— Constructing shade for the panel helps avoid excessive temperatures.
Step 12b: Route and install any necessary electrical conduit.
Step 12c: Route all system -related wires and cables into the control panel and
make connections as shown in the system's wiring diagram.
OIMPORTANT Follow all applicable regulations and electric codes.
QKey Points:
• Use waterproof wire connectors to avoid electrical shorts and other issues.
• Be sure to seal the conduit at the control panel and at the splice box
with UL-listed sealing foam, putty, silicone sealant, or Orenco seal kit.
Step 12d: Connect electrical power to the control panel.
NIM-ATX-AX-2 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 4.0, ® 04/19
Page 12

Installation Steps
Step 13. Backfill Installations
QKey Points:
• Maintain the slope of transport pipes, filtrate lines, and filtrate manifolds
during backfilling. Brace them or place them on compacted beds and then
carefully fill around them.
• Keep electrical conduits from shifting during backfilling. Brace or place
them on compacted beds and then carefully fill around them.
Step 13a: Perform the final backfill of the system's tankage.
• Follow the tank manufacturer's instructions for backfilling.
Step 13b: If ground or surface water is a concern, place curtain drains around
the site of the AX100 unit(s).
Step 13c: Check the plan set to find out if the AX100 unit(s) require berming.
Step 13d: If the plan set requires, berm around the AX100 unit(s).
• Make sure all AX100 unit lids are fastened and secured before berming.
• Berm and compact around each AX100 unit in maximum 12-inch
(300-mm) lifts.
• Slope the finished grade away from AX100 units to prevent surface
water from ponding on or around them.
• Make sure the top of each AX100 unit is at least 3 in. (75 mm) above final
grade.
OIMPORTANT
• Do not set the bottom of an AX100 unit more than 9 in. (230 mm) below
the site's natural grade!
• Do not over -compact the berm material. Over -compaction can deform
the AX100 unit.
• Do not use native material to berm AX100 units if it contains debris,
large rocks (2-in. or 50-mm), or sharp rocks.
• If native material is unsuitable, use sand or pea gravel as berm material.
Step 13e: Backfill all of the piping and conduit runs.
Step 13f: Inspect the entire installation for exposed PVC pipe.
Step 13g: Paint all exposed PVC pipe with UV -inhibiting paint to protect
against ultraviolet light.
Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIM-ATX-AX-2
Rev. 4.0, ® 04119
Page 13

Installation Steps _
14a
Turn the laterals until the spray nozzles In
Step 14. Prep System for Start -Up _
Step 14a: Use the pump in the recirc/blend tankage to flush the manifolds
and laterals in each AX100 unit.
• Open the AX100's manifold valve.
• Turn the laterals until the spray nozzle turbines are pointed up.
• Open the outlet valves on the laterals.
• Flush the manifold and laterals with water.
• Turn off the recirculation pump.
• Close the outlet valves on the laterals.
• Turn the laterals until the spray nozzle turbines are pointed down.
Step 14b: Check and spray nozzle patterns in each AX100 unit.
• Adjust the valve on the manifold as needed to bring the square spray
patterns to the edges of the splash guards — but not beyond them.
Step 14c: Make sure the following items have been installed correctly
before scheduling the system start-up:
• Primary Treatment System
— Septic Tanks
— Septic Tank Pumping Equipment
— Septic Tank Controls
— Grease Tanks
• Secondary Treatment System
— Recirc/Blend Tanks
— Recirc/Blend Tank Pumping Equipment
— Recirc/Blend Tank Controls
— Distributing Valve Assembly
—Ventilation Fan System
— AdvanTex Filter
• Dosing Tank
— Dosing Tank Pumping Equipment
— Dosing Tank Controls
— Distributing Valve Assembly
— Dispersal System
NIM-ATX-AX-2 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 4.0, ° 04/19
Page 14

Installation Steps MEOW
Step 14: Prep System for Start -Up, cont.
Step 14d: Make sure the following items have been completed before
scheduling the system start-up:
• All plumbing connections have been completed and tested.
• All electrical connections have been completed and tested.
• If a remote telemetry panel is being used, a working, dedicated phone
line or high-speed internet line has been connected to the control
panel to allow remote monitoring and control.
• All tankage has been successfully tested for watertightness.
• Liquid levels in all recirculation tankage are set to above the 100%
discharge level.
Step 14e: When all of the system preparations are completed, contact the
System Operator and the Engineer to schedule the official system start-up.
Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIM-ATX-AX-2
Rev. 4.0, ® 04119
Page 15

AdvanTex°
AXIOO Treatment Systems
Commercial Applications
c @u s
LISTED
NIM-ATX-AX-2
Rev. 4.0, © 04/19
Orenco Systems®, Inc.
qr-q
\.j

Recirculating Splitter Valve

RSV30 and RSV30D Recirculating Splitter Valve
Applications
Orenco RSV30 and RSV30D Recirculating Splitter Valves provide
flow diversion for recirculation purposes in onsite and AX20-based
septic systems with flows of up to 40gpm (2.5Vsec). For greater
flows, contact Orenco. The valve redirects 100% of the incoming flow
when the buoys are seated and 0% when the buoys are not seated.
A webbed grommet (RSV-WG125), ordered separately, can be used
to increase the water column to 72in (1829mm). Contact Orenco for
more information on webbed grommets.
RSV3Q
RSV3QD
Features
• Easy installation and removal
• Adjustable diversion level
• Corrosion -resistant construction
• Design allows for maximum return flows up to 40gpm (2.5Vsec)
• 36in (0.9m) water column
• 72in (1829mm) water column with webbed grommet
Product Code Diagram
RSV3Q ❑
Mode:
Blank = mode 1 cage
D = mode 3 cage
Recirculating Splitter Valve, Sin (76mm)
Materials of Construction
Handle body, stinger PVC Sch. 40 per ASTM specification
Buoys Polypropylene
Valve body ABS
Duckbill valve (RSV3QD) EPDM rubber
Vent tube (RSV3QD) PVC tubing
Webbed grommet EPDM rubber
All product and performance assertions are based on proper design, installation, operation, and maintenance according to Orenco' current published documentation.
Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com NTD-ATX-RSV-1
Rev.1 © 04122
Page 1 of 2

Specifications for RSV30 and RSV30D
Dimensions, in (mm)
A. Tee width
8 (203)
B. Split flow tee width
16 (406)
C. Invert change, fixed
min. 1 "/,s (43), max. 33/6(81)
D. Water column*
variable
Handle body length
24 (610)
Handle body diameter
3 (76)
Stinger pipe diameter
2 (51)
Vent tube length (RSV30D only)
33 (838)
Buoy diameter
4 (100)
Stinger pipe length can be field adjusted for
a maximum water column of 36in (914mm) or a
maximum of 72in (1829mm) using a webbed grommet.
C Q]
M
Front view
Side view
/00 0
O
O O
Seated, Not seated,
100% to discharge 0% to discharge
Buoy detail, RS3VQ shown
O
a�a
*—B i
0
Front view Side view
RSV3QD RSV30
Components
O Tee O Valve body p Buoy cage
© Handle body © Stinger pipe 0 Buoy
© Split flow tee O Vent tube O Duckbill valve
NTD-ATX-RSV-1 Orenco Systems° • 800-348-9843 • [phone] • www.orenco.com
Rev.1 © 04/22
Page 2 of 2
Front view Side view
RSV3QD RSV30
Components
O Tee O Valve body p Buoy cage
© Handle body © Stinger pipe 0 Buoy
© Split flow tee O Vent tube O Duckbill valve
NTD-ATX-RSV-1 Orenco Systems° • 800-348-9843 • [phone] • www.orenco.com
Rev.1 © 04/22
Page 2 of 2

UV Component

OrencoO UV Disinfection Unit
Applications
The Orenco° UV Disinfection Unit is designed for use in residential
applications after advanced secondary treatment (10 mg/L cBOD5
and TSS) when disinfection is required before dispersal.
It requires installation inside a pump or gravity discharge basin or in a
separate tank following an advanced secondary treatment system.
3-in. (80-mm)
quick -disconnect cou-
pling (2 pieces)
Inlet
Contact
chamber
Teflon® sleeve
UV lamp
Flow -through
spacer
General
Treated effluent flows by gravity through the contact chamber and
around the UV lamp where it is disinfected in a 360-degree contact
zone. The unit uses no chemicals and has no moving parts. It requires
annual cleaning and lamp replacement.
In side -by -side NSF® testing, the Orenco UV Disinfection Unit reduced
bacteria by 99.999% (5 logs), meeting or exceeding the performance
of other residential UV disinfection units.
The Orenco UV Disinfection Unit comes with a power ballast and a
Orenco® UVIB lamp current sensor, housed in an Orenco control panel to protect the
control panel UV unit's electronic components. The control panel is installed exter-
(shown open) nally, outside of the wet well.
Power cord
Cord grip
Vented lamp
handle
Outlet
Features/Specifications
• UL-recognized for US and Canada
• Bacteria reduced by 99.999% (5 logs)
• Flow path designed for maximum contact time between effluent and
lamp
• Components designed to work together — no piecemeal disinfec-
tion assemblies and wiring
• Teflon sleeve to protect lamp and minimize buildup and service
intervals
• Quick -disconnect fitting for easy inspection and unit cleaning
• Power ballast and lamp current sensor housed in a control panel
(not in a wet well) to minimize corrosion and failure due to environ-
mental exposure
Standard Models UV Outlet to
UV-1 25/31 -UVIB, UV-1 25/31 -UVIBSUB have 1.08"
OD Bushing
Product Code Diagram
UV — 125/31— UVIB — 50
Tower cord length:
Blank = 25 ft (7.62 m)
50 = 50 ft (15.2 m)
Control panel options:
UVIB = panel with audible and visible alarms
UVIBSUB = sub -panel for use with separate control panel
Lamp length:
31 = 31 in. (787 mm)
Lamp output at 1 meter:
125 =125 BW/cm2
Orenco® UV Disinfection Unit, Cutaway View Orenco UV disinfection unit
MUS UL-recognized
Orenco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-UV-OSI-1
Rev. 2.0, © 03/17
Page 1 of 2

L
I
o �
Orenco UVIB Control Panel
(Shown Opened)
T
A 00 C
Orenco UV Disinfection Unit
(Top View)
IF 7 IF
Orenco UV Disinfection Unit
(Side Cutaway View)
Materials of Construction
Panel enclosure
UV -resistant fiberglass, UL Type 4X rated
Hinges and latches
Stainless steel
Cord grip
Nylon
Contact chamber
3-in. (80-mm) diameter Sch 40 black ABS
Inlet tee
3-in. (80-mm) Sch 40 black ABS
Other fittings
Black ABS
Quick -disconnect
Black ABS
coupling
1 Y2-in. IPS outlet
Black ABS
Lamp assembly seal
EPDM rubber
Lamp sleeve
Teflon®
Specifications
Panel Dimensions, in. (mm)
Height
11.5 (290)
Width
9.5(240)
Depth
5.4(135)
UV Unit Dimensions, in. (mm)
A
5.63 (143)
B
10.06 (256)
C
1.50 IPS (40 ON)
D
42.25 (1073)
E
38.56 (979)
F
34.50 (876)
Inlet -to -outlet fall
0.50 (13)
UV Unit Performance
Typical contact chamber 276,000 µWs/cm2 at 1 gpm (0.06 L/sec)
UV dose (65% trans- 55,000 µW_s/cm2 at 5 gpm (0.32 L/sec)
mittance, 20% lamp 28,000 µWs/cm2 at 10 gpm (0.63 L/sec)
degradation)
Minimum target dose 30,000-38,000 µWs/cm2
Lamp 31 inches (787 mm), 92 VAC, 50 or 60 Hz,
Power cord
Cord plug
Ballast
Audible alarm*
Visual alarm*
Circuit breaker
` UVIB control panels only
425 mA, 38 W; 254 nm WC intensity at 1 m
is 125 µW/cm2
60OV,18/2 UL Type TC
UL listed four -pin connector, lampholder,
electric discharge,1000 V or less
120V, AC, 50 or 60 Hz, located in UL listed
Orem& control panel
95 dB at 24 in. (610 mm), warble -tone sound
'A -in. (22-mm) diameter red lens, "Push -to -
silence." UL Type 4X rated,1 W LED light,120 V
10 A, OFF/ON switch. Single -pole 120 V".
DIN rail mounting with thermal magnetic
tripping characteristics
NTD-UV-OSI-1 Orenco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 2.0, © 03/17
Page 2 of 2

External Splice Box
Applications
The Orenco° External Splice Box attaches outside the access riser of an
underground tank. It's engineered specifically for water and wastewater
treatment systems and is especially suited for use in locations prone to
high groundwater and other wet conditions. Its separate conduit hubs,
large volume, and optional dividers make it useful for maintaining isola-
tion of high- and love -voltage wires, where needed. It has four cord
grips, which accommodate power cords for floats and pumps of
0.170 - 0.470 inches (4.3 - 11.9 mm) in diameter. Unused cord grips
can be plugged watertight with the supplied cord grip plugs. Each
External Splice Box includes a riser adapter designed to provide a water-
tight connection between the splice box and riser.
�Fr
The External Splice Box is molded PVC.
It has a UL Type 6P listing for prolonged submergence.
General
To specify the Orenco External Splice Box for your installation, require the
following:
• Watertightness for prolonged submergence per UL listing (Type 6P)
• Attachment external to access riser to allow inspection with no need
to open the riser lid
• Volume of 126 in.' (2065 cm3) for easy wiring access and multiple
wiring configurations
• Bottom entry, so conduit or direct -bury cable always remains below
minimum burial depth
• UV -resistant rating for outdoor use
• Optional divider plates for isolating high- and love -voltage wires from
separate conduits or direct -bury cable
• Included riser adapter to eliminate the need for a grommet
Standard Models
SBEX1-4, SBEXI -4-P
Product Code Diagram
SBEX1-4 -
TBlank = no divider plates
P = divider plates
External splice box
SBEX1-4: Use
as needed
Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com NTD-SBEX-1
Rev. 4 ® 04/20
Page 1 of 2

Physical Specifications Materials of Construction
Volume
126 in.3 (2065 cm3)
Splice box
PVC
Cord grips
4
Cord grips
Nylon
Cord grip plugs
3
Cord grip plugs
EPDM rubber
Cord diameters 0.170-0.470 in. 0-rings Buna rubber
accommodated (4.3-11.9 mm) Conduit hub plug PVC
Conduit hubs 2 Riser adapter ABS
Conduit hub plug 1
Conduit sizes %2 in. (with fitting or bell end)
accommodated 3/ in.
1 in. (with coupling)
Dia. of hole into riser 5 in. (127 mm); hole -cutting template included
n.
nm)
Cord grip c
plugs (3)
nuns (2)
Riser Conduit
adapter ML_ hub plug (1)
NTD-SBFX-1 Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com
Rev. 4 ® 04/20
Page 2 of 2

Pumps

PF-Series Submersible Effluent Pumps:
1-Phase, 60-Hz, 4-inch (100-mm)
Applications
Our PF-Series 4-inch (100-mm) Submersible Effluent Pumps are
designed to transport screened effluent (with love TSS counts) from
septic tanks or dosing tanks. These pumps are constructed of light-
weight, corrosion -resistant stainless steel and engineered plastics, and
are field -serviceable and repairable with common tools. They're also
CSA- and UL-certified to U.S. and Canadian safety standards for efflu-
ent pumps.
PF-Series pumps are used in a variety of applications, including pressur-
ized drainfields, packed -bed filters, mounds, aerobic units, effluent irri-
gation, liquid -only (effluent) sewers, wetlands, lagoons, and more. These
pumps are designed to be used with a Biotube° pump vault or after a
secondary treatment system.
Discharge connection
Franklin liquid
end
Suction connection
Franklin
Super Stainless
motor
Powered by
a-
4W Franklin Electric
c us v
LRB0980
LR2053896
Features/Specifications
To specify this pump for your installation, require the following:
• Minimum 24-hour run -dry capability (liquid end) with no deterioration
in pump life or performance*
• 1/8-inch (3-mm) bypass orifice to ensure flow recirculation for motor
cooling and to prevent air bind
• Liquid -end repair kits available for better long-term cost of ownership
• TRI-SEALTm floating impeller design on 10, 20, and 30 gpm (0.6, 1.3,
and 1.9 Usec) models; floating stack design on 50 and 75 gpm (3.2
and 4.7 Usec) models
• Franklin Electric Super Stainless motor, rated for continuous use and
frequent cycling
• Type SCOW 600-V motor cable (model PF751512 uses 14 AWG,
SJOOW, 300-V cord)
Not applicable for 5-hp (3.73 kM models
Standard Models
See specifications chart on page 2 for a list of standard pumps. For a
complete list of available pumps, call Orenco.
Product Code Diagram
PF❑❑0❑❑-❑-❑
T
❑LK = ClickTighl compatible
Cord length, ft mi
Blank — 10 (3) 20 — 20 (6)
30 — 30 (9) 50 — 50 (15)
Check valve:
Blank = no internal check valve
CV = internal check valve'
Voltage, nameplate:
1 = 115' 2 = 230
Frequency:
1 = single-phase 60 He
Horsepower (kW):
05 ='h hp (0.37)
07 — 3/a hp (0.56)
10 — 1 hp (0.75)
15 — 1'h hp (1.11)
20 — 2 hp (1.50)
30 — 3 hp (2.24)
50 = 5 hp (3.73)
Flow EQ Tank: PF5005
Nominal flow, gpm (Usec):
10 — 10(0.6) 20 — 20 (1.3)
Pump Tank:
30 — 30(1.9) 50 — 50(3.2)
-Septic Tank Return
75 — 75(4.7)
Pump, PF Series
PF3005 12 (x1)
-Irrigation Pumps:
-hp y 37 kW) only
' Available for 10 gpm (0 6 Usec), 112 hp y 37
F" P F301 0 12 (x2 )
Note 20-ft cords are available only for pumps through
1 % hp
12 (x3)
Pump:
STEP Tanks: PF1005 (x14)
Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com
NTD-PU-PF-1
Rev. 10 ® 01/21
Page 1 of 4

Specifications
N �
>
y
Q
U
6�
++
O
W
E
fC
G)
a-+
CZ
+IE
a
6
a1
U
U a
a
a1
42
y
L C
SL
Pump Model
o �
= - a
z >
¢ >
o C
o CZ
� ._
._
_
PF100511'
10(0.6)
0.50 (0.A 1
115
120
12.7
12.7
1 Y4 in. GFP
JL.0 (660)
16 (406)
26 (12)
300
PR 00511 CV'
10(0.6)
0.50 (0.37) 1
115
120
12.7
12.7
1 Y4 in. GFP
23.0 (660)
16 (406)
26 (12)
300
PR00512'
10(0.6)
0.50 (0.37) 1
230
240
6.3
6.3
1 Y4 in. GFP
23.0 (660)
16 (406)
26 (12)
300
PR 00712' s, 9
10(0.6)
0.75 (0.56) 1
230
240
8.3
8.3
1 Y4 in. GFP
25.9 (658)
17 (432)
30 (14)
300
PF101012 s, s, 9
10(0.6)
1.00 (0.75) 1
230
240
9.6
9.6
1 Y4 in. GFP
27.9 (709)
18 (457)
33 (15)
100
PF200511'
20(1.3)
0.50 (0.37) 1
115
120
12.3
12.5
1 Y4 in. GFP
22.3 (566)
18 (457)
25 (11)
300
PF200512'
20(1.3)
0.50 (0.37) 1
230
240
6.4
6.5
1 Y4 in. GFP
22.5 (572)
18 (457)
26 (12)
300
PF201012' S 9
20(1.3)
1.00 (0.75) 1
230
240
10.5
10.5
1 Y4 in. GFP
28.4 (721)
20 (508)
33 (15)
100
PF201512' S
20(1.3)
1.50 (1.11) 1
230
240
12.4
12.6
1 Y4 in. GFP
34.0 (864)
24 (610)
41 (19)
100
PF300511'
30(1.9)
0.50 (0.37) 1
115
120
11.8
11.8
1 Y4 in. GFP
21.3 (541)
20 (508)
28 (13)
300
PF300512 9
30(1.9)
0.50 (0.37) 1
230
240
6.2
6.2
1 Y4 in. GFP
21.3 (541)
20 (508)
25 (11)
300
PF300712'
30(1.9)
0.75 (0.56) 1
230
240
8.5
8.5
1 Y4 in. GFP
24.8 (630)
21 (533)
29 (13)
300
PF301012' 9
30(1.9)
1.00 (0.75) 1
230
240
10.4
10.4
1 Y4 in. GFP
27.0 (686)
22 (559)
32 (15)
100
PF301512' S
30(1.9)
1.50 (1.11) 1
230
240
12.6
12.6
1 Y4 in. GFP
32.8 (833)
24 (610)
40 (18)
100
PF302012 s,6 7
30(1.9)
2.00 (1.49) 1
230
240
11.0
11.0
1 Y4 in. SS
35.5 (902)
26 (660)
44 (20)
100
PF303012 s,s, a
30(1.9)
3.00 (223) 1
230
240
16.8
16.8
1 Y4 in. SS
44.5 (1130)
33 (838)
54 (24)
100
PF305012 s,s, a
30(1.9)
5.00 (3.73) 1
230
240
25.6
25.8
1 Y4 in. SS
66.5 (1689)
53 (1346)
82 (37)
100
PF500511'
50(3.2)
0.50 (0.37) 1
115
120
12.1
12.1
2 in. SS
20.3 (516)
24 (610)
27 (12)
300
PF500512'
50(3.2)
0.50 (0.37) 1
230
240
6.2
6.2
2 in. S9
20.3 (516)
24 (610)
27 (12)
300
PF500712'
50(3.2)
0.75 (0.56) 1
230
240
8.5
8.5
2 in. SS
23.7 (602)
25 (635)
31 (14)
300
PF501012'
50(3.2)
1.00 (0.75) 1
230
240
10.1
10.1
2 in. SS
27.0 (686)
26 (660)
35 (16)
100
PF501512 4
50(3.2)
1.50 (1.11) 1
230
240
12.5
12.6
2 in. SS
32.5 (826)
30 (762)
41 (19)
100
PF503012' S7 a
50(3.2)
3.00 (223) 1
230
240
17.7
17.7
2 in. SS
43.0 (1092)
37 (940)
55 (25)
100
PF505012 s,s, a
50(3.2)
5.00 (3.73) 1
230
240
26.2
26.4
2 in. SS
65.4 (1661)
55 (1397)
64 (29)
100
PF751012 9
75(4.7)
1.00 (0.75) 1
230
240
9.9
10.0
2 in. SS
27.0 (686)
27 (686)
34 (15)
100
PF751512
75(4.7)
1.50 (1.11) 1
230
240
12.1
12.3
2 in. SS
33.4 (848)
30 (762)
44 (20)
100
1 GFP = glass -filled polypropylene; SS -stainless steel. The 1 %-in. NPT GFP discharge is 2 718 in. octagonal across flats; the 1 %-in. NPT SS discharge is 2 1B in. octagonal across flats; and the 2-in.
NPT SS discharge is 2718 in. hexagonal across flats. Discharge is female NPT threaded, U.S. nominal size, to accommodate Orenco° discharge hose and valve assemblies. Consult your Orenco Distributor
about fittings to connect hose and valve assemblies to metric -sized piping.
2 Minimum liquid level is for single pumps when installed in an Orenco f iotube° Pump vault or Universal Flow Inducer. In other applications, minimum liquid level should be top of pump. Consult Orenco for
more information.
3 Weight includes carton and 10-ft (3-m) cord.
4 High pressure discharge assembly required.
5 Do not use cam -lock option (0) on discharge assembly.
6 Custom discharge assembly required for these pumps. Contact Orenco.
7 Capacitor pack (sold separately or installed in a custom control panel) required for this pump. Contact Orenco.
8 Torque locks are available for all pumps and are supplied with 3 hp and 5-hp pumps.
9 ClickTightT" compatible.
NTD-PU-PF-1 Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com
Rev. 10 ® 01 /21
Page 2 of 4

Materials of Construction
Discharge Glass -filled polypropylene or stainless steel
Discharge bearing Engineered thermoplastic (PEEK)
Diffusers Glass -filled PPO (Noryl GFN3)
Impellers Celcon° acetal copolymer on 10-, 20-, and 30-gpm models; 50-gpm impellers are Noryl GFN3
Intake screen Polypropylene
Suction connection Stainless steel
Drive shaft 7/1 6-in. hexagonal stainless steel, 300 series
Coupling Sintered stainless steel, 300 series
Shell Stainless steel, 300 series
Motor Franklin motor exterior constructed of stainless steel. Motor filled with deionized water and propylene glycol for constant lubrication. Hermetically
sealed motor housing ensures moisture -free windings. All thrust absorbed by Kingsbury -type thrust bearing. Rated for continuous duty. Single-
phase motors are equipped with surge arrestors for added security. Single-phase motors through 1.5 hp (1.11 kq have built-in thermal over-
load protection, which trips at 203-221' F (95-105' C).
Using a Pump Curve
A pump curve helps you determine the best pump for your system. Pump curves shove the relationship between flow and pressure (total dynamic
head or "TDH"), providing a graphical representation of a pump's optimal performance range. Pumps perform best at their nominal flow rate. These
graphs show optimal pump operation ranges with a solid line and show flow rates outside of these ranges with a dashed line. For the most accurate
pump specification, use Orenco's PumpSelectTl software.
Pump Curves
500
I PF10 Series, 60 Hz, 0.5 -1.0 hp
400
� PF1010
Z 300
p PF1007 '' \
� 250 PF1005
v 2001
150i
a
1001
~ 50 �.
0 2 4 6 8 10 12 14 16
Flow in gallons per minute (gpm)
18
400 1 I 1
I I PF20 Series, 60 Hz, 0.5 -1.5 h
350 PF2015
01
0 5 10 15 20 25 30 35
Flow in gallons per minute (gpm)
40
Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com NTD-PU-PF-1
Rev. 10 ® 01/21
Page 3 of 4

Pump Curves, cont.
900
PF3050
1 1 1 1 1 1
PF30 Series, 60 Hz, 0.5 - 5.0 hp
450
PF5050
j PF50 Series, 60 Hz, 0.5 5.0 hp H
800
400
as
c700
`' .
�
c
350
600
PF3030
\
\
C
`
300
PF50301
\
a
500....
a
250
\
400 PF3020
\
200
a
PF3015
300 ......................
\
150
PF5015
-.......
�.
PF3010
�\
a
PF5010
.. .
PF3007
100 PF3005..............
\
_ter
�1.
50
PF5007
......... .
PF5005
of
_
of..:
0 5 10
15 20 25 30 35 40 45
0 10
20 30 40 50 60 70 80 90
Flow in gallons per minute (gpm)
Flow in gallons per minute (gpm)
100 1
I I I I I I I I I I I
PF75 Series, 60 Hz,1.0 hp
90 PF7515
-1.5
80
,c
70 1............
OW5']ORI
N,
\
60
t
50
\ �
40
c
I
a
30,
Io
20I
10I
0'
0 10 20 30 40 50 60 70 80 90 100
Flow in gallons per minute (gpm)
NTD-PU-PF-1 Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com
Rev. 10 ® 01 /21
Page 4 of 4

Float Switch Assemblies
Applications
Float switches are used to signal liquid level positions for alarm and
pump control applications. Orenco float switch assemblies can be
mounted in pump vaults, effluent screens, pump basins, and risers.
On ------------ Float collar
C
CD
Set point---- --®--
0
Off------------
1-0
Float stem
— Float tether
der
3—
The "On" and "Off" positions shown describe normally open float switches.
"On and "Off" positions are reversed for normally closed float switches.
General
All models except "J" are UL listed and GSA certified for use in water
or sewage; "T switches are a GSA -certified direct alternative to T"
switches. Non -mercury float switches (models B, G, J, N, and P) are
used where components containing mercury are prohibited.
Float switches are typically ordered in assemblies that include one or
more switches mounted on a 1 in PVC float stem. ABS float collars are
used to provide secure mounting that is easily adjustable.
Normally -open "P" float switches have a blue cap for easy
identification; normally -closed "N" float switches have a red cap.
Standard Models
B, C, G, J, N, P
Product Code Diagram
FEQ/Recirculation Tank:
MF3P
Pump Tank:
MF4P
MF❑_❑"❑❑"I—I
Terd length option
Blank = 10ft (3m), standard
20 = 20ft (6m)
30 = 30ft (9m)
50 = 50ft (15m)
Application
FS = field set
FTL = elbow -style (base -Inlet filters only)
PB = pump basin
V = pump vault (standard float settings]
STEP = standard float settings for STEP
STEPRO - standard float settings for STEP with redundant off
SVCOM = standard float settings for VCCMsimplex
Float stem length.
Blank = no float stem (floats and collars onlyi
19, 21, 27, 33, 37, 39, 45, 51, 57, 66 = stem length, inches
5,11 = stem length, inches (for elbow -style float brackets)
Float switch models listed in order from the top of the float stem down),
B, C, 6, J`, IN, P
Number of float switches (when using multiples of the same float switch model):
Blank = no multiples of the same float switch model
Float switch assembly
GSA -certified, direct alternative to " P" float switch.
Note
When ordering float switch assemblies, remember to list float switches
from the top of the float stem down. An "MFPBN-" product code
indicates one T" switch at the top of the stem, one "B" in the middle of
the stem, and one "N" switch at the bottom of the stem; an " MF2PN-°
indicates T" switches at the top and middle of the stem, and one "N"
switch at the bottom of the stem.
Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com NTD-MF-MF-I
Orenco All product and performance assertions are based on proper design, installation, operation, and Rev. 6 010/22
W A T E R maintenance according to Orenco's current published documentation. Page 1 of 2

Signal- and Motor -Rated Float Switch Matrix
Model
State'
Type
IRz
Volts
Amps
hp
Tether
X
Y
Drawdown3
Signal -rated mechanical
float switches' (for
control switch applications)
P"
Normally open
Mechanical
Yes
n/a
n/a
n/a
2.00in
1.50in
0.50in
2.00in
Ja
Normally open
Mechanical
Yes
n/a
n/a
n/a
2.00in
2.00in
0.10in
2.10in
Na
Normally closed
Mechanical
Yes
n/a
n/a
n/a
2.00in
1.50in
0.50in
2.00in
Motor -rated float switches' (for pump switch applications)
B
Normally open
Mechanical
No
120V
13A
1 /2hp
2.00in'
2.50in
1.50in
4.00in
240V
13A
1 hp
3.00in
3.00in
1.50in
4.50in
4.00in
3.25in
1.50in
4.75in
c
Normally open
Mechanical
No
120V
13A
1 /2hp
2.00in
3.00in
2.50in
5.50in
240V
15A
2hp
3.00in'
3.50in
3.00in
6.50in
4.00in
4.00in
3.50in
7.50in
5.00in
4.50in
4.00in
8.50in
6.00in
5.25in
4.25in
9.50in
G
Normally open
Mercury
Yes
120V
15A
3/41hp
2.00in
1.50in
3.00in
4.50in
240V
15A
2hp
3.00in'
1.75in
3.00in
4.75in
4.00in
2.00in
3.50in
5.50in
a. Suitable for use with VCOM and MVP
b Standard tether length
Notes
'State: normally open or normally closed
Float switches have an internal contact. The terms "normally open" (N/0) and "normally closed" (N/C) refer to the default state of the float switch contact. The default state refers to the contact positions in the
float switch when it is resting (down). A normally open float switch has an open contact toff) in the down position, and a normally closed float switch has a closed contact (on) in the down position. Different panel
functions require different types of float switches. Most applications require float switches that are normally open. One notable exception is the redundant off and low-level alarm function that requires a normally
closed float switch, except with MVP and VCOM panels.
IR (intrinsically safe relay)
Indicates that the float switch is approved for use with intrinsically safe, Class I, Division 1 applications, where reliable float switch operation with very low current is required.
'Drawdown
Drawdown (in inches) refers to the difference in liquid level between a float switch's activation and deactivation points. Drawdown can be altered by adjusting the tether length of the float switch cord. When
selecting float switches, keep in mind that any float switch that can directly start and stop a pump (one that has no motor contactor in the control panel) should have a drawdown capability, to avoid rapid cycling
of the pump.
Signal -rated or motor -rated
Every float switch has a maximum amount of current it can handle. Exceeding these limits may cause premature failure. Signal -rated or "control" float switches are used to activate pump control panels and
alarms. Only low -amperage signals pass through these switches, hence the switch is "signal -rated. 'All Orenco panels that use motor contactors can use signal -rated float switches. In some systems, a float
switch is used to directly start and stop a pump. In this application, the current running the pump passes through the switch as well, so the switch must be "motor rated. " In most instances, a motor rated float
switch can be used as a signal -rated float switch.
NTD-MF-MF-1 Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com
Rev. 6 m 10/22
Page 2 of 2

Float Switch Settings and Adjustments
Before You Begin
Part 1 of these instructions provides basic information on how to make initial float switch settings in the absence of guidance from site
plans, specifications, or applicable regulations regarding dosing, surge, and reserve volumes. These instructions are specific to pump vaults
and tanks of 1000gal (3758L) or greater volume, both single -compartment and two -compartment with shared liquid levels.
Part 2 of these instructions explains how to physically adjust the position of float switches on an Orenco float switch assembly. For
information on float switch settings and adjustments for AdvanTex® systems ("recirc" float switch settings), see NIN-ATX-DA-1, Float Switch
and RSV Settinas for Residential AdvanTex Svstems Instructions.
All product and performance assertions are based on proper design, installation, operation, and maintenance according to
Orenco, Is current published documentation.
Part 1. Guidelines for Initial Float Switch Settings
Float switch settings are the vertical distances from a common point of
reference on the tank's outside top to the set screw on the collar of individual
float switches. They are used to control alarms and pump operations. Float
switch settings are typically based on the needed or required volumes for the
corresponding functions operated by the control panel, such as initiating a
pumping event, engaging a timer, or triggering an alarm.
In the absence of guidance from site plans, specifications, or applicable
reaulations. Orenco recommends the following initial float switch settings for
the systems listed in these instructions. Once you've determined the dose volume
or timer settings, it is important to assess the necessary volumes between the
float switches and adjust them accordingly.
Single -Pump (Simplex) Systems, Demand -Dose _
O High -Level Alarm: Set at the same elevation as the tank inlet's invert.
© Pump On or Pump On/Off: Set tin (51 mm) below the High -Level Alarm.
© Pump Off (if used): Set 21/zin (64mm) below the switch above it.
• Set this switch at least 51n (127mm) above the top of the filter cartridge if a
Redundant Off/Low-Level Alarm (R/0) is used. If an R/O float switch is not
used, set this switch at least 3in (76mm) above the top of the filter cartridge.
O Redundant Off/Low-Level Alarm (if used): Set at least tin (51 mm)
below the switch above it.
• Set this switch at least 31n (76mm) above the top of the filter cartridge.
• Make sure this float switch is above the pump's minimum liquid level.
Single -Pump (Simplex) Systems, Timed -Dose
O High -Level Alarm or High -Level Alarm/Timer Override: Set at the same
elevation as the tank inlet's invert.
p Timer Override or Timer On/Off (if used): Set tin (51 mm) below the
High -Level Alarm.
Float switch assembly components
"Tee" handle
Cord f
Set screw ; • `
Float switch collar i
Float switch
Float stem
k %
Single -pump (simplex) float switch settings
Top•of-tank�`
7----------------------------------------
---------------�
—---------------� -
Top of Biotube® k
filter cartridge 0 O O C
r
Orenco Systems® • 800-348-9843 • [phone] • www.crenco.com
NIN-MF-DA-1
Rev. 4 010/21
Page 1 of 4

Single -Pump (Simplex) Systems, Timed -Dose, con
© Timer On/Off: Set at the distance below the override float switch that equals
the average daily flow for the system.
• Determine the average day flow for the system.
• Determine the gallons per inch (liters per mm) for the tank or basin.
• Divide the average daily flow by gallons per inch or liters per mm of the
tank chamber or basin to determine the necessary distance from the
Timer On/Off to the float switch above it.
• Set this switch at least 41/zin (114mm) above the top of the filter cartridge if
a Redundant Off/Low-Level Alarm (R/0) is used. If an R/0 float switch is not
used, set this at least 31n (76mm) above the top of the filter cartridge.
O Redundant Off/Low-Level Alarm (if used): Set 3in (76mm) below the
switch above it.
• Set this switch at least 31n (76mm) above the top of the filter cartridge.
• Make sure this float switch is above the pump's minimum liquid level.
Two -Pump (Duplex) Systems, Demand -Dose
O High -Level Alarm or High -Level Alarm/Lag Pump Enable: Set at the
same elevation as the tank inlet's invert.
© Lag Pump Enable (if used): Set tin (51 mm) below the switch above it.
© Lead Pump On: Set tin (51 mm) below the switch above it.
O Pumps Off: Set 11/zin (38mm) below the switch above it.
• Set this switch at least 5in above the top of the filter cartridge if a
Redundant Off/Low-Level Alarm (R/0) is used. If an R/0 float switch is
not used, set this switch at least 31n (76mm) above the top of the filter
cartridge.
p Redundant Off/Low-Level Alarm (if used): Set 31n (76mm) below
the switch above it.
• Set this switch at least 31n (76mm) above the top of the filter cartridge.
• Make sure this float switch is above the pump's minimum liquid level.
Two -Pump (Duplex) Systems, Timed -Dose
O High -Level Alarm or High -Level Alarm/Lag Pump Enable: Set at the
same elevation as the tank inlet's invert.
© Lag Pump Enable (if used): Set tin (51 mm) below the switch above it.
© Timer Override: Set tin (51 mm) below the switch above it.
Two -pump (duplex) float switch settings
Top -of -tank
tank
77_,> O
I"
NIN-MF-DA-1 Orenco Systems® • 800-348-9843 • [phone] • www.crenco.com
Rev. 4 © 10/21
Page 2 of 4

C
Panel schematics
and wiring diagram
(residential panel shown)
Measure the distance between
the top of the pump vault and
the top of the tank.
Two -Pump (Duplex) Systems, Timed -Dose, cont.
O Timer On/Off: Set at the distance below the override float switch that
equals the average daily flow for the system.
• Determine the average day flow for the system.
• Determine the gallons per inch (liters per millimeter) for the tank or basin.
• Divide the average daily flow by gallons per inch or liters per millimeter of
the tank chamber or basin to determine the necessary distance from the
Timer On/Off to the float switch above it.
• Set this switch at least 41/2in (I 14mm) above the top of the filter cartridge if
a Redundant Off/Low-Level Alarm (R/0) is used. If an R/0 float switch is not
used, set this switch at least 3in (76mm) above the top of the filter cartridge.
© Redundant Off/Low-Level Alarm (in 4-switch systems): Set 21/2in
(64mm) below the switch above it.
• Set this switch at least 31n (76mm) above the top of the filter cartridge.
• Make sure this float switch is above the pump's minimum liquid level.
Part 2. Adjusting Float Switch Settings
Step 1. Check Float Switch Assembly
Check the assembly against the system's wiring diagram (located in the control
panel).
• If you can't locate the wiring diagram, contact Orenco for a replacement.
• For information on 3-pump or 4-pump systems, contact your distributor
or Orenco.
Step 2. Verify Float Switch Settings
Step 2a: Measure the distance between the top of the pump vault and the top
of the tank. Note this distance for use in the following steps.
Use the top of the tank as the common reference point for setting float
switches.
Step 2b: Starting at the top of the pump vault, measure down along the stem
of the float switch assembly the same distance measured in the previous step.
Step 2c: Mark that distance on the float switch assembly stem.
• If measured and marked correctly, this mark should be level with the
outside top of the tank, and you can use it to measure float switch
settings with the float switch assembly removed.
Orenco Systems® • 800-348-9843 • [phone] • www.crenco.com NIN-MF-DA-1
Rev. 4 010/21
Page 3 of 4

Step 2. Verify Float Switch Settings, cost.,
Step 2d: Remove the float switch assembly from the bracket.
zd
Step 2e: Use the plans/specifications or applicable regulations and the t
reference mark on the stem to make sure the float switches are set correctly.
• If the settings don't match the plans, specifications, or applicable regulations,
adjust the settings accordingly.
• If there are no plans, specifications, or applicable regulations, use the general
guidelines in this document to determine initial float switch settings for the
system.
• For further assistance, call your distributor or Orenco.
Step 3. Adjust Float Switch Settings -
Step 3a: Loosen the set screw(s) on the float switch collar(s).
• Don't back the set screws completely out of the float switch collars.
Step 3b: Adjust the float switch collar(s) vertically to match the settings
provided on the plans or in applicable regulations.
• For existing systems, vertically adjust the collar as necessary to meet
discharge volume needs as described in the plans/specifications or
applicable regulations.
Step 3c: Check for vertical and horizontal clearance between the float switches
and between the float switches and the walls of the vault or basin.
• Move each float switch through its range of vertical motion.
• The float switches shouldn't interfere with one another during this check.
Step 3d: If the float switches interfere with another, adjust the collar horizontally
until the float switch is clear of the float switch(es) above or below it.
Step 3e: When the float switch(es) are adjusted and have vertical and horizontal
clearance, tighten the set screw(s).
Step 3f: Reinstall the float switch assembly back into the float switch bracket
and use the reference mark to set the float switch assembly at the correct
distance from the outside top of the tank.
• Make sure that the walls of the vault or basin don't interfere with the
movements of the float switches. If they do, remove the float switches, and
readjust their horizontal clearances.
FT -
Remove the float switch assembly from the bracket.
k
Float switch collar
Set screw
1 �
Check for vertical and horizontal clearance.
NIN-MF-DA-1 Orenco Systems® • 800-348-9843 • [phone] • www.crenco.com
Rev. 4 © 10/21
Page 4 of 4

Discharge Assemblies
Applications
Orenco Discharge Assemblies are used to convey effluent from a
pump to the exterior of a riser or pump basin. They come in the fol-
lowing configurations:
• High head, for use with submersible turbine pumps
• Low head, for use with common effluent pumps
• Drainback, for use with shallowly buried tanks and transport lines in
cold climates
• Two additional applications are available:
• The cold weather kit coupled with a high -head discharge assembly
is intended for use with deeply buried tanks and transport lines in
cold weather
• The external flex extension is recommended for installations where
tank settling may occur to avoid line breakage during settling.
= F I F
High head style shown with optional quick -disconnect
General
Orenco Discharge Assemblies are corrosion -resistant and adjustable
for a proper fit. Discharge assemblies are composed of PVC valves
and flexible hose that simplify installation and maintenance. The flex-
ible hose damps vibrations from the pump and allows for easy instal-
lation. Cam -style quick -disconnect fittings are available on all configu-
rations. All parts are either solvent welded or threaded and sealed with
Teflon® paste.
Teflon' is a registered trademark of DuPont.
Standard Models
HV100, HV125, HV150, HV200
Product Code Diagram FEQ Tank (3)
HV ❑❑_❑ _❑_-❑
Tonfiguration:
Blank = field cut (high -head style)
H = high -head style pump
L = low -head style pump
DB = drainback (always field cut)
Options:
B
C
FC
AS
x
O
S
PR
Discharge diameter:
100-1"
125 = 1 -1/4"
150 =1-112"
200 = 2"
Pump discharge assembly
Available for 1-112" discharge only
= ball valve
= check valve
= flow controller (1 " diameter only)
= antisiphon
= external flex house
= quick disconnect
= true -union ball check valve'
= high pressure
HV CW 000 -KIT- 000❑❑*
I Drain hole:
Blank = 1 /8" drain hole in elbow
NDH = No drain hole
Kit
Discharge diameter:
100=1"
125 = 1-1 /4"
150 = 1-112"
200 = 2"
Cold weather application
Pump discharge assembly
* Always ordered with high head discharge assembly
HVX ❑❑❑-❑❑❑
Discharge connection (inches):
Blank = same as discharge diameter
100 =1"
125=1-1/4"
150 = 1-112"
200 = 2"
Discharge diameter (inches):
100-1"
125 = 1-1 /4"
150 = 1-1 /2"
200 = 2"
Flex extension
Pump discharge assembly
Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.arenco.com NTD-HV-HV-1
Rev. 2.0, © 03/17
Page 1 of 2

High head style
Cold weather kit
Drainback style
External flex extension
Component Working Pressure Ratings
True union ball check valve 200 psi (14 bar) at 73` F (230 C)
All other valves 150 psi (10 bar) at 73' F (23' C)
Unions 150 psi (10 bar) at 73' F (23' C)
Hose Specifications
Thickness and working pressures at 73' F (23'C)
High head style with cold
weather kit installed
Low head style
Materials of Construction
Component
Material
Anti -siphon valve
Schedule 40 PVC
Ball valve
Schedule 40 PVC
Check valve
Schedule 40 PVC
Pipe and fittings
Schedule 40 PVC
Flexible hose
PVC
External flex hose
PVC
Flow control disc
Schedule 80 PVC
Gate valve
Schedule 80 PVC
Unions
Schedule 80 PVC
High-pressure flex hose
Special elastomer
compound
Flexible hoses
Size (U.S. Nominal)
Wall thickness
Working pressure
Bursting pressure
(standard and external)
1 in.
0.11 in. (2.8 mm)
100 psi (7 bar)
355 psi ( 24 bar)
1.25 in.
0.13 in. (3.3 mm)
80 psi (6 bar)
250 psi (17 bar)
1.5 in.
0.13 in. (3.3 mm)
65 psi (4 bar)
200 psi (14 bar)
2 in.
0.16 in. (4.1 mm)
60 psi (4 bar)
175 psi (12 bar)
Flexible hoses
Size (U.S. Nominal)
Wall thickness
Working pressure
Bursting pressure
(high-pressure)
1 in.
0.235 in. (6.0 mm)
250 psi (17 bar)
N/A
1.25 in.
0.24 in. (6.1 mm)
250 psi (17 bar)
N/A
1.5 in.
0.24 in. (6.1 mm)
250 psi (17 bar)
N/A
2 in.
0.22 in. (5.6 mm)
200 psi (14 bar)
N/A
NTD-Hv-Hv-1 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 2.0, © 03/17
Page 2 of 2

HDA Discharge Assemblies
Applications
Orenco's HDA Discharge Assemblies are designed to work with 4-inch
(100-mm) submersible effluent pumps to convey effluent to the exterior
of a riser, tank or basin. They are not intended for "low -head" centrifu-
gal pumps. HDA discharge assemblies are suitable for most pumping
applications requiring simplex or duplex pumps. And they are ideal for
sites with deep burial needs or cold weather conditions.
HDA Discharge Assemblies provide clear access to tank and basin components.
(Cross -sectional illustration of simplex HDA installed in a typical concrete tank.)
General
HDAs are hanging -style discharge assemblies designed to provide a
simple, durable, watertight installation and clear access to tank and
basin components. They combine an ABS mounting plate with a quick -
disconnect fitting and a section of flexible, high-pressure hose with
stainless steel fittings. Hose length is determined by the system configu-
ration. Contact your Distributor or Orenco for more information.
HDAs are rated for 10-, 20-, and 30-gpm pumps (0.6-, 1.3-, and 1.9-L/
sec).They are extremely easy to remove and reinstall for servicing with a
simple tool (HDATOOL), available separately for purchase.
Standard Models
HDAS24125CFCASLC-XX Pump Tank:
HDAD24125CFCASLC-V H DAS24125CAS -
HDATOOL XX (3)
Product Code Diagram
HDA❑❑❑_❑-❑
THo,, length:
Length in 1/4-inch increments (6 mm)
Options (in order):
C = check valve, bronze'
FC = flow control disc
AS = anti -siphon valve
LC = line check valve
Hose diameter, in. (mm):
125 = 1.25 (32)
PVC riser diameter:
24 = 24-in. (600-mm) diameter
30 = 30-in. (750-mm) diameter
Simplex/duplex option:
S = simplex pumping system
D = duplex pumping system
HDA-series pump discharge assembly
Bronze check valves are not needed if the pump used has an internal check valve.
Orenco's PF100511 CV pump is equipped with an internal check valve.
Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.arenco.com NTO-HDA-1
Rev. 6.0, © 05/19
Page 1 of 3

Materials of Construction Anti -siphon valve
(optional)
HDA
Anti -siphon valve Sch. 80 PVC, EPDM, stainless steel
Check valve
Bronze
Crimp sleeve
Stainless steel
Discharge nipple
Sch. 80 PVC
Flexible hose
Reinforced EPDM
Flow control disc
Sch. 80 PVC, 1/8-inch (3.2 mm) orifice
Hose barb
Stainless steel
Line check valve
Sch. 80 PVC, EPDM, stainless steel
Mounting plate
ABS (simplex), fiberglass (duplex)
Mounting plate screws
Stainless steel
Quick -disconnect
Glass -filled thermoplastic
Tee fitting
Stainless steel
HDATOOL
Handle
Fiberglass
Tool head
Stainless steel
End cap
Rubber
Working Pressures and Dimensions
Model
HDAS24125C-XX
HDAD24125C-XX
Unit working pressure, psi (kPa)
150 (1034)
150 (1034)
Height, mounting plate, in. (mm)
7 (178)
7 (178)
Width, mounting plate, in. (mm)
7 (178)
14 (356)
Diameter, discharge nipple, in. (mm)
11/4 (32)
1'/4 (32)
Diameter, flow control disc orifice, in. (mm)
'/4 (6.35)
'/4 (6.35)
Quick -disconnect,
male half
Tee fitting
Flow control
disc (not shown,
optional)
Line check valve
(not shown,
optional)
Discharge nipple
Quick -disconnect,
female half
Mounting plate
Dose barb
Crimp sleeve
Flexible hose
Crimp sleeve
Bose barb
Check valve
HDA Discharge Assemblies are constructed of durable, corrosion -resistant
parts that are designed to work together for a long service life. (Simplex
model shown.)
NTD-HDA-1 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev 6.0, © 05/19
Page 2 of 3

Hose Length Selection Chart
Correct HDA Hose Length for Pump and PVU Model, in. (mm)*
Pump
PVU48
PVU57
PVU68
PVU72
PVU84
PVU95
PV55
PF100511CV2
24.00 $10)
33.00 (838)
44.00 (1118)
48.00 (1219)
60.00 (1524)
71.00 (1803)
31.75 (806)
PF10051X
21.00 (533)
30.00 (762)
41.00 (1041)
45.00 (1143)
57.00 (1448)
68.00 (1727)
27.75 (705)
PF100712
18.00 (457)
27.00 (686)
38.00 (965)
42.00 (1067)
54.00 (1372)
65.00 (1651)
24.75 (629)
PF15031X
24.50 (622)
33.50 (851)
44.50 (1130)
48.50 (1232)
60.50 (1537)
71.50 (1816)
31.25 (794)
PF20051X
21.75 (552)
30.75 (781)
41.75 (1060)
45.75 (1162)
57.75 (1467)
68.75 (1746)
28.50 (724)
PF201012
15.50 (394)
24.50 (622)
35.50 (902)
39.50 (1003)
51.50 (1308)
62.50 (1588)
22.25 (565)
PF201512
10.00 (254)
19.00 (483)
30.00 (762)
34.00 (864)
46.00 (1168)
57.00 (1448)
16.75 (425)
PF30051X
22.75 (578)
31.75 (806)
42.75 (1086)
46.75 (1187)
58.75 (1492)
69.75 (1772)
29.50 (749)
PF300712
19.25 (489)
28.25 (718)
39.25 (997)
43.25 (1099)
55.25 (1403)
66.25 (1683)
26.00 (660)
PF301012
17.00 (432)
26.00 (660)
37.00 (940)
41.00 (1041)
53.00 (1346)
64.00 (1626)
23.75 (603)
PF301512
11.25 (286)
20.25 (514)
31.25 (794)
35.25 (895)
47.25 (1200)
58.25 (1480)
18.00 (457)
PVA100511
22.00 (559)
31.00 (787)
42.00 (1067)
46.00 (1168)
58.00 (1473)
69.00 (1753)
28.75 (730)
PVA300511
23.50 (597)
32.50 (826)
43.50 (1105)
47.50 (1207)
59.50 (1511)
70.50 (1791)
30.25 (768)
PF10053200
21.00 (533)
30.00 (762)
41.00 (1041)
45.00 (1143)
57.00 (1448)
68.00 (1727)
30.75 (781)
PF10073200
18.50 (470)
27.50 (699)
38.50 (978)
42.50 (1080)
54.50 (1384)
65.50 (1664)
25.25 (641)
PF20053200
21.75 (552)
30.75 (781)
41.75 (1060)
45.75 (1162)
57.75 (1467)
68.75 (1746)
28.50 (724)
PF20103200
16.25 (413)
25.25 (641)
36.25 (921)
40.25 (1022)
52.25 (1327)
63.25 (1607)
23.00 (584)
PF20153200
13.25 (337)
22.25 (565)
33.25 (845)
37.25 (946)
49.25 (1251)
60.25 (1530)
20.00 (508)
PF30053200
22.75 (578)
31.75 (806)
42.75 (1086)
46.75 (1187)
58.75 (1492)
69.75 (1772)
29.50 749)
PF30073200
19.50 (495)
28.50 (724)
39.50 (1003)
43.50 (1105)
55.50 (1410)
66.50 (1689)
26.25 (667)
PF30103200
17.50 (445)
26.50 (673)
37.50 (953)
41.50 (1054)
53.50 (1359)
64.50 (1638)
24.25 (616)
PF30153200
14.25 (362)
23.25 (591)
34.25 (870)
38.25 (972)
50.25 (1276)
61.25 (1556)
21.00 (533)
PF301534
14.50 (368)
23.50 (597)
34.50 (876)
38.50 (978)
50.50 (1283)
61.50 (1562)
21.25 (540)
Nose lengths shown are based on a discharge hole center height of 8 inches (200 mm) from the bottom of the riser and with the pump vaults support pipes resting on the top of
the tank. These lengths also work for a discharge hole center height 11 inches (279 mm) from the bottom of the riser when using an Orenco RRFTA24 or FRTA24-RVF tank adapter
on a tank. Other
factors may affect the hose length selection process. Contact Orenco
for more details.
Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.arenco.com NTD-HDA-1
Rev. 6.0, © 05/19
Page 3 of 3

HDA-Style Discharge Assemblies with Pumps
Installation Instructions
Step 1. Install Mounting Plate Assembly
Install the mounting plate assembly in the riser or basin before you
attach the riser to the tank or install the basin.
• Access riser:
— If the assembly hasn't been installed, perform Step 1.
— If the assembly has been installed, go to Step 2.
• Pump basin:
— If the assembly hasn't been installed, see the system's plan set
to determine the discharge hole height, then perform Step 1.
— If the assembly has been installed, go to Step 2.
Step 1 a. Measure and mark the location on the outside of the riser
or basin for the center of the simplex discharge hole or the on -center
point for the duplex discharge holes.
• Access riser: Measure from the tank end of the riser.
— Concrete or M-Series tanks: 8in (203mm)
— Roth tanks: 11 in (279 mm)
• Pump basin: Measure from the access lid end of the basin.
Step 1b. Drill the hole in the riser or basin, centered on the mark.
• Simplex hole diameter: 2-1/8in (54mm)
• Duplex hole diameter: 1-7/8in (48mm), 5-1/2in (140mm) on center
Step 1c. Deburr the discharge hole.
Step 1 d. Roughen the contact surfaces on the inside of the riser or
basin around the discharge hole and the HDA mounting plate.
Step 1e. Use a clean rag and acetone to wipe the roughened contact
surfaces on the riser or basin and the mounting plate.
Step 1f. Apply methacrylate adhesive to the mounting plate.
• Begin at the discharge stub.
• Work the adhesive bead outward in a spiral pattern all the way
around the edges of the mounting plate.
Step 1 g. Press the mounting plate assembly into the discharge hole,
with the quick-connect's open end toward the top of the riser or basin.
Step 1 h. Use the four stainless steel screws that are supplied with the
HDA to secure the mounting plate assembly at each corner.
Step 1i. Add a bead of methacrylate adhesive around the seam
between the mounting plate and the riser or basin, and then make a
smooth, continuous fillet around the seam.
• Make sure there are no voids in the adhesive fillet.
Step 1 i
7 F
rFI
Measure and mark center location I
Open end toward top of riser or basin
Create smooth continuous fillet around seam
Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com NIN-HDA-1
Orenco All product and performance assertions are based on proper design, installation, operation, and Rev. 4 © 12122
W A T E R maintenance according to Orenco's current published documentation. Page 1 of 3

Step 2. Install Tank Adapter (If Needed) and Riser
This step applies only to installations in access risers.
Step 2a. Install the tank adapter if it hasn't been installed. Follow the
manufacturer's instructions.
For Orenco tank adapters:
• PRTA24 or PRTA30, see NIN-TA-PRTA-2, PRTA24 and PRTA30 Tank
Adapter Installation.
• For RRFTA or RRFTA30, see NIN-TA-RRFTA-1, RRFTA and RRFTA30
Tank Adapter Installation.
• For FRTA24-R PRTA30 with Roth Fralo tanks, see NIN-RLA-RR-2,
Tank Adapter Installation for Roth Tanks.
If you don't see your adapter in this list, call the distributor.
Step 2b. Install the access riser and any additional components.
• For installing grommets and attaching access risers to Orenco tank
adapters, see NIN-RLA-RR-1. PVC Riser Installation.
• For Orenco external splice boxes, see NIN-SB-SBEX-1. External
Splice Box.
• For Orenco internal splice boxes, see NIN-SB-SB-1. Internal Splice
Box.
• For Orenco ClickTight, see NIN-CLK-2. ClickTiaht Installation
Instructions.
QKey Points
• Watertight seams and penetrations are critical for proper
performance.
• Before installing the riser, confirm:
— The riser is at the correct height — the recommended height is
tin (50mm) above final grade.
— The riser penetration heights are correct for the connections.
— The riser with the HDA is being installed over the correct tank
access hole.
— All riser penetrations are aligned correctly.
• After installing the risers, make sure that all adhesive seams are
free of voids, with smooth, continuous fillets.
• Do not test watertightness or backfill until the adhesive is set.
Step 3. Test for Watertightness
Step 3a. Test the tank (and tank -to -riser connections) or basin for
watertightness. Follow the manufacturer's instructions.
• Some manufacturers require a partial or full backfill around the tank
or basin before testing watertightness.
• Use NIN-RLA-RR-1. PVC Riser Installation, to test the seams
between the access riser, tank adapter, and tank for watertightness.
• Use NIN-PB-1. PVC Basin Installation Instructions, for testing pump
basin watertightness.
NIN-HDA-1 Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com
Rev.4 ® 12/22
Page 2 of 3

Step 5a
Step 3. Test for Watertightness, cont.
nKey Points
• The seams between the access riser, tank adapter, and tank must
all pass the watertightness test before you continue.
• Follow all applicable regulations for watertightness testing.
Step 4. Complete Tank or Basin Installation (If Needed)
Complete the septic tank or basin installation, if needed. Follow the
manufacturer's instructions.
• For Orenco M-series tanks, see NIN-TNK-9. M-Series Tank Burial.
• For Orenco pump basins, see NIN-PB-1. PVC Basin Installation
Instructions.
Step 5. Prep and Install 4in (100mm) Pump Assembly
Step 5a. Screw the discharge hose into the pump's discharge end.
• Prep the threads with thread seal tape or thread lubricant.
OIMPORTANT — DO NOT raise or lower the pump
assembly by the power cord! This can damage the
pump and void the pump warranty.
Step 5b. Make sure the pump vault is installed in the tank or basin.
• For PVP-series vaults, see NIN-PVU-3. PVP-Series Biotube Pump
Vault Installation Instructions.
• For PVU-series vaults, see NIN-PVU-1. Biotube Pump Vault
Installation Instructions.
Step 5c. Carefully lower the pump assembly into the pump vault's
flow inducer.
Step 5d. Slide the quick -disconnect on the pump assembly into the
quick disconnect on the mounting plate assembly.
• Make sure the pump assembly quick -disconnect is fully and firmly
seated into the mounting plate assembly quick disconnect.
Step 5e. If the pump cord is not being routed and wired immediately,
stow the cord in the riser or basin.
• For internal splice boxes, coil the power cord and place it neatly
around the splice box.
• For external splice boxes, coil the power cord and secure it to the
riser wall with the hook -and -loop strip.
• For ClickTight, coil the power cord and secure it to the riser wall
with the hook -and -loop strip.
Orenco Systems® • 800-348-9843 • 541-459-4449 • www.orenco.com NIN-HDA-1
Rev. 4 ® 12/22
Page 3 of 3

Control Panels and Rain Sensor

SmSeries Simplex Control Panels
Applications
Orenco° S-Series Simplex Control Panels control single pumps in
effluent sewer (STEP) systems, onsite septic systems, and for pump
control into conventional gravity sewer systems.
Orenco S-Series Simplex Control Panel (S1 ETMCT shown)
Materials of Construction
Component
Material
Enclosure
UV -resistant fiberglass, Type 4X (IP 66)
Hinge
Stainless steel
Latch
Stainless steel
Specifications
Feature
Specifications
Height, in. (mm)
11.5 (292)
Width, in. (mm)
9.3(236)
Depth, in. (mm)
5.4(137)
S1 panel ratings"
120 VAC,1 hp (0.75 k",16 A,1-phase, 60 Hz
S2 panel ratings"
240 VAC, 3 hp (2.24 k" 16 A,1-phase, 60 Hz
Pump motors used with these panels require internal overload protection.
General
Orenco° S-Series Simplex Control Panels are electromechanical
panels for controlling single pumps. Standard features include an
Automatic/Off/Manual (Auto/Off/Man) toggle switch, controls circuit
breaker, pump circuit breaker, automatic motor control operation, and
an audible/visible high water level alarm with auto reset. Specifications
for standard and optional features are listed on page 2.
All S-Series control panels have a 120 VAC controls circuit
breaker. S1 panels have a 120 VAC pump circuit breaker,
while S2 panels have a 240 VAC pump circuit breaker.
All S-Series panels can be used with both mechanical and
mercury float switches.
Listed per UL-508 and cUL-508; CE-listed versions of S-Series
panels are available.
Standard Models
S 1 IR2 ETM CT
S1, S2 Sanc. STEP Pump:
Product Code Diagram (14 Total)
s0❑I
Standard options (list in order):
PT
= programmable timer
RO
= redundant off relay
DS
= disconnect switch
ETM
= elapsed time meter
CT
= event counter
HT
= heater
PRL
= pump run light
PL
= power light
SA
= surge arrestor
Intrinsically safe relays:
Blank = standard, no IR relays
IR1 = up to 2 float switches
IR2 = up to 4 float switches
Pump voltage:
1 = 120VAC
2 =120 VAC or 240 VAC
S Series simplex control panel
Orenco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-CP-S-1
Rev. 2.1, © 04/18
Page 1 of 2
121

Universal BiotubeO Pump Vaults
For use with Orenco® 4-inch (100-mm) Submersible Effluent Pumps
Applications
Orenco Biotube' Pump Vaults are used to filter effluent that is pumped
from septic tanks or separate dosing tanks in STEP systems and onsite
wastewater treatment systems. They remove two-thirds of suspended
solids, on average. Pump vaults house a Biotube effluent filter and one
or two Orenco high -head effluent pumps and can be used in single -
compartment septic tanks with flows up to 40 gpm (2.5 L/sec). When
flows are greater than 40 gpm (2.5 L/sec), a double -compartment sep-
tic tank or separate dosing tank is recommended.
Support pipe
External flow inducer
Inlet hole:
11
hIL
W
Side view
rw
Tank Access and Riser Diameters
Diameter, in. (mm)
PVU with
PVU with
simplex pump
duplex pumps
Tank access, minimum
19 (483)
19 (483)
Tank access, recommended
20 (508)
20 (508)
Riser, minimum
24 (600)
30 (750)
General
The Orenco Biotube Pump Vault includes a molded polyethylene hous-
ing with an internal Biotube filter cartridge constructed of polypropylene
and PVC. Schedule 80 PVC support pipes are included to suspend the
vault in a tank opening. "Earless" 68-inch (1727-mm) vaults, which rest
on the bottom of the tank instead of on support pipes, are also available.
The filter cartridge can be removed without pulling the pump or the vault.
Effluent enters through inlet holes around the perimeter of the Biotube
vault and flows through the Biotubes to the external flow inducer. The
external flow inducer accommodates one or two pumps. Orenco Biotube
Pump Vaults are covered by U.S. patents 44,439,323 and 5,492,635.
Standard Models
PVU48-1818, PVU57-1819, PVU68-2419, PVU84-2419, PVU95-3625
Product Code Diagram
PVuO❑-❑❑-❑
Tupport pipe length
Blank = standard, for 24" (600 mm) riser
L = long, for 30'' (750 mm) riser
NB = no support pipe bracket fearless)
Inlet hole height, standard
13" (330 mm)
18" (457 mm)
19" (482 mm)
25" (635 mm)
Cartridge height,
standard
I T (457 mm)
24" (610 mm)
36" (914 mm)
STEP Tanks:
Vault 48"
48(1219m mm)
(14 ) PVU58-24-19
57" (1448 mm)
68" (1727 mm)
72"(1829mm)
Flow Equalization Tank:
84" (2134 mm)
(3) PVU95-24-19
orcust1 spec
or custom specification
Biotube® filter mesh:
Blank =1 /8'' (3.2 mm) mesh
P =1 /16" (1.6 mm) mesh
Universal Pump Vault
' Custom heights from 42" to 135" available
Materials of Construction
Support pipe
Biotube® vault
Biotube filter cartridge
Float stem
Drain valve ball
Schedule 80 PVC
Polyethylene
Polypropylene/PVC
Schedule 40 PVC
Polypropylene
Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.arenco.com
NTD-PVU-1
Rev. 3.0, 0 08/18
Page 1 of 2

A 2a
1
N
T
2-inch (50-mm) min.
A
J
B
Specifications
—Support pipes
H
Drain
valve ball �
Side view cutaway
Model
F, vault height, in. (mm)
G, lowest float setting point, in. (mm)
H, inlet hole height, in. (mm)`
J, Biotube® cartridge height, in. (mm)
Biotube mesh opening, in. (mm)
Filter flow area, ft2 (m 2)
Filter surface area, ft2 (m2)
Maximum flow rate, gpm (L/sec)
' May vary depending on the configuration of the tank.
A
F
A
D
C
Top view
Dimensions
A, in. (mm)
3 (76)
B, in. (mm)
4 (102)
C, in. (mm)
17.3 (439)
D, in. (mm)
16.6 (422)
E, in. (mm)
12 (305)
s
PVU48-1818
PVU57-1819
PVU68-2419
PVU84-2419
PVU95-3625
48 (1219)
57 (1448)
68 (1727)
84 (1727)
95 (2413)
21 (533)
29 (737)
35 (889)
51 (1295)
50 (1270)
18 (457)
19 (483)
19 in. (483)
19 (482)
25 (635)
18 (457)
18 (457)
24 (610)
24 (610)
36 (914)
0.125(3)
0.125(3)
0.125(3)
0.125(3)
0.125(3)
4.4 (0.4)
4.4 (0.4)
5.9 (0.5)
5.9 (0.5)
9.0 (0.84)
14.5 (1.35)
14.5 (1.35)
19.7 (1.83)
19.7 (1.83)
30 (2.79)
140 (8.8)
140 (8.8)
140 (8.8)
140 (8.8)
140 (8.8)
NTD-PVU-1 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 3.0, © 08/18
Page 2 of 2

f I I III
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Orenco S-Series Simplex Control Panel (SIETMCT shown)
Standard Features
Feature
1. Motor -start contactor
2. Auto/Off/Man toggle switch
3. Controls circuit breaker
4. Pump circuit breaker
5. Audible alarm
6. Audible alarm silence relay
7. Visible alarm
8. Enclosure
Optional Features
Specifications*
120 VAC:17 FLA,1 hp (0.75 kW), 2.5 million cycles at FLA
240 VAC:17 FLA, 3 hp (2.24 kW), 2.5 million cycles at FLA
Single -pole, double -throw HOA switch
10 A, OFF/ON switch, single pole, DIN rail mounting with thermal magnetic tripping characteristics
20 A, OFF/ON switch, single pole (120 VAC) or double pole (240 VAC), DIN rail mounting with thermal magnetic
tripping characteristics
95 dB at 24 in. (610 mm), warble -tone sound; gasketed, UL Type 4X (IP66)
Automatic reset, DIN rail mount
7/8-in. (22-mm) diameter red lens, "Push -to -silence," ILL Type 4X (IP66), 1 W LED light
UV -resistant fiberglass and stainless steel, UL Type 4X (IP66)
Feature
Specifications*
Intrinsically safe
Listed per UL 698A, for Class 1 Div. 1, groups A, B, C, D hazardous locations
control relays
(Requires larger enclosure)
Programmable timer
Repeat cycle from 0.05 seconds to 30 hours; separate variable controls for OFF & ON time periods
Redundant off relay
DIN rail mount; provides a secondary off; sounds alarm upon low level condition
Elapsed time meter
7-digit, non-resettable; limit of 99,999 hours; accurate to 0.01 hours
Event counter
6-digit, non-resettable
Heater
anti -condensation heater; self-adjusting: radiates additional wattage as temperature drops
Pump run light
7/8-in. (22-mm) diameter green lens; ILL Type 4X (IP66), 1 W LED light
Power light
7/8-in. (22-mm) diameter green lens; ILL Type 4X (IP66), 1 W LED light
Surge arrestor
Status light on unit; protects incoming power supply from electrical surges
Test Switch
Momentary switch for alarm testing
*A# voltages are 120 VAC unless otherwise noted.
Product code adder
IR
PT
RO
ETM
CT
HT
PRL
PL
SA
TS
NTD-CP-S-1 Orenco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 2.1, © 04/18
Page 2 of 2
122

Orenco"O TCOM Remote Telemetry Board
Applications
Orenco's line of affordable TCOM remote telemetry units give facil-
ity managers, operators, and maintenance providers the ability to
remotely monitor and control the performance of mechanical equip-
ment in real time. Ideal for:
• Wastewater Collection and Treatment
• Water Systems
• Environmental Monitoring
• Industrial Processes
CUSTOM
Controls Treatment Area
Orenco® TeleComm- (TCOM) ATRTU-NET remote telemetry board
Features/Unique Specifications
To specify this panel for your installation, require the following:
• Automatic call -out to e-mail capable devices during alarm conditions or
when panel detects trends that could lead to system failure
• Ability to maintain logs for system conditions and events, such as Motor
Run Time, Motor Cycles, and Alarm Conditions
• Downloadable logs into a *.dif or ASCII format for simple conversion to
common spreadsheet or word processor programs
• No proprietary computer software needed for remote monitoring and
control. VT100 protocol allows remote access and control from any com-
puter modem (Mac or PC) with a simple communications program (e.g.
Windows° HyperTerminal).
• Bluetooth° adapter available.
• Multi -level password security to ensure that only qualified personnel can
remotely access site
• Simple interface using status, reference, and control parameters (Points).
Points are viewable/editable by the operator. The following "point" types
are supported:
— Digital: on or off condition
— Analog: numeric range (± 20,000,000)
— Date: mm/dd/yy format
— Time: 24 hour clock
— Label: Text (7 character max)
• Program logic (rules) consists of simple conditional "If ... Then" declara-
tions. Rules can be written based on several operands, including the fol-
lowing:
— Input / Output status
— Point status
— Date: mm/dd/yy format
— Time of day: 24 hour clock
— Timers
— Historical data (allows for control optimization or detection of trends)
• Schedule Functions to control digital "Points" based on date or day of
week/time
• Automatic daylight savings time adjustment
• Optional graphical interface software to view system status and permit
interactive system control
• Ability to upload new programming remotely
• Ability to upload firmware updates remotely
Orenco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-CP-TCOM-1
Rev. 2.0, © 03/17
Page 1 of 2
123

Model: ATRTU-NET
Hardware Specifications
Physical Size
• 5.75" x 8.0"
Terminations
• Removable terminal blocks with screw compression terminals
• Accepts 16 to 22 AWG solid or stranded wires
Digital Input Features
• Eight inputs
• Discrete or pulse (25 pulse/sec maximum)
• Self -powered: 24 VDC at 10 mA maximum
• Yellow LED input indicators
• Optically isolated
• Expandable to 16 inputs with expansion board
Analog Input Features
• Eight inputs
• Expandable to 16 inputs with expansion board
• 0-5 VDC input signal, or 4-20 mA input with jumper)
• Linear or 1Ok ohm thermistor scaling
• 12-bit analog -to -digital resolution
Digital Output Features
• Eight outputs
• Expandable to 16 outputs with expansion board
Analog Output Features
• Two outputs
• 4-20 mA output signal
• 10-bit digital -to -analog resolution
Communication Ports
• RS-232 port — 9 pin (Bluetooth adapter available)
• On -board modem: 33.6-k baud (RJ11 phone jack)
• Ethernet port (10 base T, RJ45 jack)
• Serial modbus port (RS422/485 terminals)
Sensor/External Relay Power Supply
• 5 VDC, 30 mA maximum
• 24 VDC, 350 mA maximum
Power Requirements
• 24 VDC, 1.2 A
Environment
• 320 F to 1220 F (00 C to 500 C)
• 5% to 95% RH, non -condensing
Firmware Specifications
Safety Features
• Non-volatile memory backup of program
• Lithium battery backup of data and program settings (1-year storage
without power)
• Hardware Watchdog Timer to restart system in the event of a program
corruption
• Battery backup to allow continued monitoring and alarm functions dur-
ing power outage (optional)
Logs
• Activity log (a minimum of 2048 defined digital events)
• Alarm log (up to 240 board -level events)
• Custom designed user logs for recording flow, level, alarms, etc. (up
to 32 individual logs, with a total of 65,472 logged data points)
• Maintenance log (up to 64 entries of 60 characters)
Control Parameters (Points)
• 672 available control parameters
Program Logic (Rules)
• 800 available rules
Schedules
• 64 available events (time and day or date -based) events
Alarm Callout Capability (Mailboxes)
• 16 destinations (mailboxes) available for alarm event notifications
• E-mail capable (POP3/SMTP e-mail server required)
Networking Protocols
• Ethernet
a. Modbus TCP-capable (permits peer -to -peer communications,
up to 16 peers)
b. HTTP Web server -capable
c. TELNET text terminal compatible
• Serial modbus (permits our controller to act as master or slave)
a. As "master," modbus permits connection to off -the -shelf, non-
proprietary devices that support modbus protocols. Can control
and monitor up to 32 clients.
b. As "slave," modbus permits connection to and communication
with modbus servers.
NTD-CP-TCOM-1 Orenco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 2.0, © 03/17
Page 2 of 2
124

TCOM'" Timer Setting Guide
Instructions For Setting Recirculating Pump Timers In OrencoO Telemetry Control Panels
Overview
Orenco's TeleComm (TCOM) Control panels for AdvanTex ° AX100 Treatment Systems are integrated panels that include digital control,
data logging, and remote access. With TCOM Control Panels, you can remotely adjust operational parameters and monitor the system's
function in real time. The unit has been programmed at the factory for the control functions specified in the design. Some operational
parameters, such as recirculation timers, may require adjusting for your specific application.
This document discusses the methods for setting recirculation timing. It supplements the general login and menu structure information
found in Custom TCOM" Control Panels and HyperTerminal Access (EIN-CP-TCOM-3). For additional information specific to your panel,
consult your panel -specific TCOM Settings Guide. Read and understand all three of these documents before setting your recirculation
timer.
TCOM Control Panels have three
modes for recirculation timing:
Estimated Flow Mode is the default
mode set by the factory. It's used at
startup and when there is not enough
flow trend data to implement Trend mode.
It enables you to adjust and set the
timer using projected flow data without
manual calculations. Estimated Flow Mode
changes are made on the Rec. Tank Auto
Timer Settings page.
Trend Mode is the preferred timer setting
mode for established systems. Trend Mode
enables the panel to run the recirculation
timers automatically using historical flow
trend data. This mode can only be used
after enough historical flow trend data has
been collected to enable the system to set
the recirculation timers automatically. We
recommend that a minimum of two weeks
trend data be recorded before this mode is
used. Trend Mode changes are also made
on the Rec. Tank Auto Timer Settings page.
Manual Mode is the mode used to address special circumstances, or to tightly constrain recirculation timer settings. It enables you to
manually calculate and input recirculation on and off times based on formulas provided in this document. Manual Mode changes are
made on the Rec. Tank Manual Timer Settings page.
Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIN-CP-TCOM-1
Rev. 2.0 ® 04/17
Page 1 of 4
125

General Setting Instructions
This section covers general information about changing recirculation timer settings.
The screens to the left show typical examples of the TCOM Rec. Tank Auto
Timer Settings page, Rec. Tank Manual Timer Settings page, and Recirc
Tank Status page.
NOTE: Screen font styles, sizes, line numbers, and items appearing on page
screens may differ, depending on system configuration and user settings.
To change TCOM recirculation timer settings, first select the correct System Status
Display page. Changes to Estimated Flow Mode and Trend Mode are made on the
Rec. Tank Auto Timer Settings page. However, recirculation timer "on" settings for
all three modes can o� be adjusted from the Rec. Tank Manual Timer Settings
page. If the Manual Time Set "Value" dataooint on the Rec. Tank Manual Timer
Settinas oaae is set to "on." then Manual mode settinas will override all recirculation
timer settina inputs based on trend or estimated flow! Other changes to Manual
mode can be made on the Rec. Tank Manual Timer Settings page, as well.
You can view and confirm changes made to a recirculation timer mode on the
Recirc Tank Status page.
When you are on the page you want, use your keyboard's directional arrows to
move your cursor and select a specific parameter. To change the state of the
parameter, key the alpha character for the change you want to make from the
legend shown at the bottom of the System Status Display pages. Then key "enter"
or "return." To change a numeric value, select the value you want to change, key in
"C," then input the new numeric value, and key "enter" or "return."
Page Key
• PT# provides each line item with an indentification number. This information
is specific to your TCOM panel.
• Description displays the name and function of the line item.
• Value can describe the line item's state, or its numeric value.
• Sts identifies the line item value as either automatic ("A') or constrained ("C").
• CurTm, PrevTm, and Why? are explained in Custom TCOMTm Control
Panels and HyperTerminal Access (EIN-CP-TCOM-3) .
• Choices explains which key to press to make a particular status or numeric
value change to a timer setting.
HMI -Equipped Panels
Some control panels are equipped with an optional, built-in graphic Human
Machine Interface (HMI) touchscreen. The HMI provides a direct method for
viewing and manually setting parameters at the panel, which is not covered in
this document. Inputting values for HMI -equipped panels using the standard
text interface is the same as for non -HMI -equipped panels, with one important,
additional step:
You must return all changed "Value" datapoints to "A" after entering all of your
new settings, or those values not returned to "A" will not be changeable from
the HMltouchscreen.
LO OR Sttl SYSTEM STATUS DISPLAY TILE 7/29/08 17:41
<__ ___-___
Quote k06120 BB1 Custom .123456 Rec Tank Auto Timer Settings
Pck Description
Value
Scs Cu Tm
PrevTm Why?
49 Use Trentl Data?
50
off 0/F
A 0:02:59
0:00:0o OFF
51 Rec Rec*"
3.0
C U:.2:59
0:00:00 3.0
Ti"o
52 RT Maz off Ti
Min
YU.0 Min
C 0:02: 5,
0:00:00 100
53 RT Min off Time
0.5 Min
C 0202259
0200200 0.5
54
55 No. of Days -Avg
2B.0 1-28
A 1:12:59
0:00:01 28.1
56 Avg Daily 'lo.
57 QPeak Flo.
6000.0 GPD
12000.0 GPD
U:.2:59
0202259
0:00:0. Rule
0200200 P390
58 RT Trentl OffTime
2.55 Min
0:02:59
0:00:00 Rule
59 RT Trentl OVRO ff
U:53 Min
02.2:59
0:00:0o Rule
60
61 Es cAvg Daily' 1..
6000.0 GPD
A 0:02259
0:00:01 6000.0
62 EscPeakDayFlo.
12000.0 GPD
A 0:02:59
0:00:00 12000.0
63 RT Esc'lo.Off Tm
64 RTE.t Flo.Ov Off
2.55 Min
0.53 Min
0:02:59
0:02:59
0:00:0o Rule
0:00:0o Rule
Choices: A(auto) O(on) F(off) C(co—) P(point) T(timer) N(num) M(menu)
Typical Rec. Tank Auto Timer Settings page
----------------------------------------------
I . U
67 RT flan off Time 2:11 Min A 1:13:32 0:00:00 2.55
68 RT Man Ovr Off 053 Min A U2 U 3232 0:00:00 .:53
69
70 RT On Time 1:5 Min A 1213232
:0::0:01:5
00:0:
71 RT OVR On Time 15 Min A 15
72
73
Choices: A(auto) O(on) F(off) C(consc) P(point) T(timer) N(num) M(menu)
Typical Rec. Tank Manual Timer Settings page
■��a�.rr.�y►rka��.vIL�W(r�u►vW�ximar�«onsrav
'�1R•iTi3�17TJ�1:lY�nFiTTt;1TiL'41�I:fiik'fifT:IYFITF'.
Pck Description
Value
St, LJY IIII
PrevTm Why?
17 RT Alarm Status
18 RT Pump Motle
OK
OffCycl
0:00:33
0:00:33
001:02 ^OK
0:01:12 Rule
19 RT Leatl Pump
Two
A 1:11:21
U: U.: 14 Rule
20
21 RT Timer Motle
Normal
U:00:33
1:11:12 Rule
%.tlio.
22 RT Timer Type
Esc'lo.
U.1:35
U: 0.:0.
23 RTOff Ti..Scacus
Normal
0:01:35
1:11:11 ^Normal
24 RTAcciveOff Time
2.55
0:.1:35
0: 0.:0. Rule
25 RTAcc i ve0nT1..
26
1.5
0:01:35
0:00:00 Rule
27 RT Pumpl Status
Off
1:11:35
0:00:0o Rule
28 RT Pump2 Status
Off
0:01:35
0:00:0o Rule
29
30
31
32
Choices: A(auto) O(on) F(off) C(const) P(point) T(ci... ) N(num) M(menu)
Typical Recirc Tank Status page
HMI touchscreen
NIN-CP-TCOM-1 Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 2.0 ° 04/17
Page 2 of 4
126

3: Changing Settings in Manual Mode
Go to the Rec. Tank Manual Timer Settings page. Use the equations below
as a basis for calculating recirculation tank manual off time and recirculation
tank manual override off time. Times given are in minutes.
NOTE: Off time cannot be less than 30 seconds for normal and override timer
settings.
Normal timer settings:
On time = 1.5 minutes (Default)
Off time is described in the equation below:
r(Td►(1440)(0d)(Pdl
T—L (Rh+1)(0) Td
Override timer settings:
On time = 1.5 minutes (Default)
Off time is described in the equation below.
r(Td)(1440)(Qd)(Pd)
T — L (Rh +1)(0P) I -Td
For both equations:
Tr = Off time, in minutes (rest)
Td = On time, in minutes (1.5-minute dose, default)
1440 = Available minutes per 24-hr day
Qd = Actual pump dose rate in gallons or liters per minute
Pd = Number of pumps per dose
Rb = Return recirculation ratio (recirc-blend ratio)
Qa = Average daily flow in gallons or liters per day
Or, = Peak daily flow in gallons or liters per day (estimated at 2x the
average daily flow total, unless specified otherwise)
1. Change the Manual Time Set "Value" datapoint to "on" by keying "0" and
then keying "enter."
2 Change the RT Man Off Time "Sts" datapoint to "C," key "enter," input the
new numerical value, and key "enter" again.
3 Change the RT Man OVR Off "Sts" datapoint to "C," key "enter," input the
new numerical value, and key "enter" again.
4 If a recirculation timer "On" setting other than the default is desired, change
the RT On Time "Sts" datapoint to "C," key "enter," input the calculated
values, and key "enter" again.
5 If a recirculation timer "OVR On" setting other than the default is desired,
change the RT OVR On Time "Sts" datapoint to "C," key "enter," input the
calculated values, and key "enter" again.
NOTE: For additional assistance with recirculation timer settings, contact Orenco's
Engineered Systems Department at [phone] or [phone].
1
LO Ok Std SYSTEM STATUS DISPLAY
---------------------------------
Quote a0k1208B1 Custom a12345k Rec. Tank
Pt# Description
Q 65 Manual Time Set
66
© 67 RT Man Off Time
© k8 RT Man Ovr Off
69
0 70 RT On Time
© 71 RT OVR On Time
72
73
74
75
76
77
78
79
80
Value Sts CurTm
on O/F A 0:03:
2.55 Min C 0:03:
0.53 Min C 0:03:
1.5 Min C 0:03:
1.5 Min C 0:03:
Choices: A(auto) O(on) F(off) C(const) P(point)
Changing values in Manual mode
NIN-CP-TCOM-1 Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 2.0 ® 04117
Page 4 of 4
128

L❑ Ok Std SYSTEM STATUS DISPLAY TUE
Quote #061208B1 Custom #123456 Rec- Tank Manu
Pt# Va a Sts CurTm
5 Manual Time Se off /F A 0:03:32
67 RT Man Off Time 2.55 Min A 0:03:32
68 RT Man Ovr Off 0.53 Min A 0:03:32
69
70 RT On Time 1.5 Min A 0:03:32
71 RT OVR On Time 1.5 Min A 0:03:32
72
Make sure the Manual Time Set "Value" datapoint is
"off" before entering trend or estimated flow data
LO Ok Std SYSTEM STATUS DISPLAY
Quote #06120881 Custom #123456 Rec. Tank
Pt# Description
0 49 Use Trend Data?
50
0 51 Ret RecircRatio
0 52 RT Max Off Time
0 53 RT Min Off Time
54
55 No. of Days -Avg
56 Avg Daily Flow
57 QPeak Flow
58 RT TrendOffTime
59 RT Trend OVROff
60
© 61 EstAvgDailyFlow
0 62 EstPeakDayFlow
63 RT EstFlowOffTm
64 RTEstFlowOvrOff
Value Sts CurTm
off O/F A 0:02:
3.0 X:1 C 0:02:
10.0 Min C 0:02:
0.5 Min C 0:02:
28.0 1-28 A 0:02:
6000.0 GPD 0:02:
12000.0 GPD 0:02:
2.55 Min 0:02:
0.53 Min 0:02:
6000.0 GPD A 0:02:
12000.0 GPD A 0:02:
2.55 Min 0:02:
0.53 Min 0:02:
Choices: A(auto) O(on) F(off) C(const) P(point)
Changing default values in Estimated Flow Mode
LO Ok Std SYSTEM STATUS DISPLAY
----- ___---------- ___
Quote #061208B1 Custom #123456 Rec. Tank
Pt# Description
0 49 Use Trend Data?
50
0 51 Ret RecircRatio
0 52 RT Max Off Time
0 53 RT Min Off Time
54
0 55 No. of Days -Avg
56 Avg Daily Flow
57 QPeak Flow
58 RT TrendOffTime
59 RT Trend OVROff
60
61 EstAvgDailyFlow
62 EstPeakDayFlow
63 RT EstFlowOffTm
64 RTEstFlowOvrOff
Value Sts CurTm
on O/F A 0:02:
3.0 X:1 C 0:02.
10.0 Min C 0:02:
0.5 Min C 0:02:
28.0 1-28 A 0:02:
6000.0 GPD 0:02:
12000.0 GPD 0:02:
2.55 Min 0:02:
0.53 Min 0:02:
6000.0 GPD A 0:02:
12000.0 GPD A 0:02:
2.55 Min 0:02:
0.53 Min 0:02:
Choices: A(auto) O(on) F(off) C(const) P(point)
Changing default values in Trend Mode
Detailed Setting Instructions
This section covers detailed instructions for changing recirculation timer settings
in each mode.
Before entering trend or estimated flows, be sure the Manual Time Set "Value"
datapoint on the Rec. Tank Manual Timer Settings page is set to "off."
Although the default return recirculation value is set at 3 from the factory, actual
return recirculation ratios can range from 2-5.
If the number of recirculating pumps operating in the system varies seasonally
or due to system expansion, the PumpsPerpose "Value" datapoint (not covered
in this document) must be set correctly for all three modes of timer settings. Call
Orenco for more information.
1: Changing Settings in Estimated Flow Mode
Go to the Rec. Tank Auto Timer Settings page to make changes.
1. Change the "Value" datapoint for UseTrend Data? to "off" by keying "A"or
"F" and then keying "enter."
2. If a return recirculation ratio other than the default value of 3 is desired,
change the Ret RecircRatio "Sts" datapoint to "C," key "enter," input the
new numerical value, and key "enter" again.
35o set the maximum off -time during extended periods of low flows, change
the RT Max Off Time "Sts" datapoint to "C," key "enter," input the new
numerical value, and key "enter" again.
4. To set the minimum off -time during extended periods of high flows, change
the RT Min Off Time "Sts" datapoint to "C," key "enter," input the new
numerical value, and key "enter" again.
5. To change the EstAvgDailyFlow "Sts" datapoint to "C," key "enter," input
the projected daily flow number, and key "enter" again.
6 To change the EstPeakDayFlow "Sts" datapoint to "C," key "enter," input
the estimated peak flow number, and key "enter" again.
2: Changing Settings in Trend Mode
Go to the Rec. Tank Auto Timer Settings page to make changes.
1. Change the "Value" datapoint for Use Trend Data? to "on" by keying "0"
and then keying "enter."
2. If a return recirculation ratio other than the default value of 3 is desired,
change the Ret Recirc Ratio "Sts" datapoint to "C," key "enter," then input
the new numerical value and key "enter" again.
3. To set the maximum off -time during extended periods of low flows, change
the RT Max Off Time "Sts" datapoint to "C," key "enter," input the new
numerical value, and key "enter" again.
4. To set the minimum off -time during extended periods of high flows,change
the RT Min Off Time "Sts" datapoint to "C," key "enter," input the new
numerical value, and key "enter" again.
5. If a data range for flow trending other than the default value of 28.0 days is
desired, change the No. of Days -Avg "Value" data point to "C," key "enter,"
input the new numerical value, and key "enter" again.
Orenco Systems°, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIN-CP-TCOM-1
Rev. 2.0 ° 04/17
Page 3of4
127

H1111term)
The Irrigation Innovators
here's nothing more embarrassing —or more
wasteful or costly —than an irrigation system
that runs when it doesn't have to ... in the rain.
Mini-Clik° provides the simplest, most effective way
to prevent sprinklers from coming on during or after
precipitation. It easily installs on any automatic irrigation
system, then shuts sprinklers off in a storm and keeps
them off, automatically compensating for the amount
of rainfall that occurred. Disks absorb water and expand
proportionally to the amount of rain that fell (e.g., a
w
Mini-Clik Rain Sensor
small cloudburst would result in little absorption, a
6" thunderstorm would lead to more absorption and
expansion). As the moisture -laden disks expand, they
eventually activate a switch that interrupts the circuit from
the controller to the valves. Once dry, they contract and
release the switch. Thus, Mini-Clik
o V F
automatically resets without ever
Q ti
affecting your controller. There's no
better way to ensure that a system
_WATER_
isn't watering when it isn't necessary.
Easily installs on any automatic
irrigation system
Versatile enough to work with all
popular controllers
Patented mechanism cannot be fouled
by dirt or debris
Reliable operation, no false shutdowns
Adjusts to actuate at various
rainfall quantities
Set from Y8' to 1" based upon your
local conditions
Includes 25 feet of 20 gauge two
conductor wire
Fast and easy mounting out of sight
5-year warranty
Your guarantee of dependable operation
Why You Should Ask for a
Genuine Mini-Clik Sensor:
Adding the patented Mini-Clik
sensor to your system's irrigation
controller is the easy way to make
system operation truly automatic. By
interrupting programmed watering
during rainyperiods, the Mini-Clik
can save thousands ofgallons of
water each season. Unlike other rain
sensors, the Mini-Clik is accurate, reli-
able, and proven effective in lowering
your water usage.

Models
MINI-CLIK— standard Min i-Clik model
MINI-CLIK-HV —code approved for liquid tight electrical
fittings for 120 or 240volt wiring applications
MIN I-CLIK-C—'/2" female threaded inlet at bottom
MINI-CLIK-NO —normally open switch
MIN I-CLIK-C-NO —'/2" female threaded inlet at bottom,
normally open switch
Dimensions
Height:5 inches
Length: MINI-CLIK:6 inches
MINI-CLIK-HV:7'/2 inches
Operating Specifications
Switch Rating:5 amps, at 125/250VAC (MINI-CLIK
and MINI-CLIK-C)
Wiring: MINI-CLIK and MIN I-CLIK-C: Typically
interrupts the common ground wire between the
solenoid valves and the controller
MINI-CLIK-HV: For use with high voltage irrigation
systems, and systems using pumps drawing less
than 10 amps peak
MINI-CLIK-NO: for use with controllers that require
a normally open sensor switch
Included: 25 ft. of #20 two conductor wire, two
mounting screws, controller identification label,
and detailed instructions
d
By compensating for the effects of natural
rainfall, the Mini-Cliksaves water and
typically pays for itself in just one season.
EXAMPLE MINI-CLIK - HV
I 1 T
MODEL OPTIONS
MINI-CLIK HV=High Voltage Model for 110/220VAC Applications
C = Conduit Mount
NO = Normally Open Switch
Note: For MinrCldP in SensorGuard enclosure, specify SG -MC
To add Bypass Switch Box to any non -Hunter controller
installation, specify BPSW with sensor Bypass switch function
is standard in all Hunter controllers
Mini-Clik° Rain Sensors
All Mini-Clik rain sensors are UL Listed and available in three different models to
accommodate your particular wiring needs.
MINI-CLIK
The standard Mini-Clik model, for use in most appli-
cations. Constructed of high impact thermoplastic
and aluminum. Simple click -stop settings accurately
measure rainfall in quantities of %8"to I " Reset rate
is adjustable.
Model: MINI-CLIK
MINI-CLIK-C
Features a % "female threaded inlet at the bottom
to accommodate any type of conduit to enclose
wire. Electrical PVC orplumbing PVCpipe can
be used with this unit since it is intended for 24 volt
applications.
Model: MINI-CLIK-C
MINI-CLIK-HV
t
Adds in code approved liquid -tight electrical fittings
•
for 120 or240 volt wiring applications. Also includes
18 inches of 16 AWG installation wire. Integral
bracket with supplied electrical fittings and conduit.
Ready to mount on any standard junction box.
Model: MINI-CLIK-HV
Bypass Switch Box: Give Any Automatic Controller's Remote
Sensors the Capability to Bypass
It's the easy way to put a system in the manual
mode as would be needed during servicing and
troubleshooting operations. Featuring a compact,
heavy-duty switch mechanism, the Bypass Switch
Box mounts quickly and easily with its no -strip
wire connectors and supplied adhesive tape.
Mini -Weather Station: Control
System Operation with Sensors for
Wind, Rain, and Temperature
With the Hunter Mini -weather Station you get
each of Hunter's three different sensor devices in one
single convenient unit. The Mini-Clik rain sensor shuts
sprinklers off in a storm and keeps them off, automat-
ically compensating for the amount of rainfall that
occurred. The Freeze-Cliko prevents system activation
by automatically stopping the flow of water when
outdoor temperatures drop near freezing. The Wind-
Clik°shuts off systems during periods of high wind,
,del: BPSW
Model: MWS-FR
then automatically resets the system when conditions are more favorable. Easy to
mount (it attaches to your controller with just two wires) and easy to use, the Mini -
Weather Station takes all the guesswork out of when you shouldn't water.
Hunter Industries Incorporated • The Irrigation Innovators
1940 Diamond Street • San Marcos, California 92078 • TEL: [phone] • FAX: [phone] © 2006 Hunter Industries Incorporated
www.Hunterindustries.com P/N 700592 LIT-277 3/06

Nuiderc
Mini-Clik Rain Sensors
Installation Instructions
In most installations, the Mini-Clik acts as a switch to break the circuit to the
solenoid valves of the irrigation system when it has rained. This allows the timer
to advance as scheduled, but keeps the valves from opening the water flow.
Once the Mini-Clik has dried sufficiently, the switch closes again to allow for
normal operation.
The Mini-Clik has three blue wires coming out of it. Two are connected to a 25
foot extension, and the third center one is left disconnected. This center blue
wire is the "normally open" lead of the switch and is not used in most installations.
The remaining two extension wires are colored (one "silver" tinned, the other
natural copper); however, in the following instructions it will not matter which
wire is connected at a given junction.
For the Model Mini-Clik-C: This rain sensor unit is the same as the standard
model except for the lack of an aluminum mounting bracket and the addition of
a 1/2" threaded cap, which allows for the easy use of electrical conduit to totally
enclose the wires. Unless local code states otherwise, plumbing grade PVC pipe
can be used as well as electrical grade conduit.
For the Model Mini-Clik-HV: This rain sensor unit is designed to be used
with automatic irrigation systems of two principle designs: 1) single -station
electrical timer (e.g., Intermatic) that switches power to a pump, either directly
or through a relay; or 2) single -station electrical timer that switches power to a
solenoid valve.
Standard Model:
Using the screws
provided, mount the Mini-
Clik on any surface
where it will be exposed
to unobstructed rainfall,
but not in the path of
sprinkler spray. The
switch -housing portion
must be upright (as
pictured), but the swivel -
bracket can be moved for
mounting on any angled
surface. Loosen the
locknut and screw before
swiveling bracket, and
then re -tighten.
For the Conduit Model
Mini-Clik-C:
The conduit acts as the
mounting support for the
unit. Therefore, place
and mount the conduit
to allow for the desired
sensor location as
described in the main
instructions for the
standard model. Be sure
to support the conduit
sufficiently along its
various lengths.
For the High -Voltage
Model Mini-Clik-HV:
The mounting of this unit is primarily made by screwing the fitting end into the
threaded holes of covers to rectangular junction boxes (for outdoor use) or the
covers of round junction boxes commonly used for outdoor spotlights. Locate
the junction box so that with the Mini-Clik attached, unobstructed rainfall will hit
the outermost sensing end of the unit. If a longer reach is needed, the "Carlon"
flexible conduit piece can be substituted with a slightly longer piece (up to 8"
length with no support or up to 11" with support).
Helpful hints for mounting:
A. When looking for a suitable location such as on the side of a building or post,
the closer the Mini-Clik is to the controller, the shorter the wire run will be.
This will also minimize the chance for wire breaks.
B. The ideal location for mounting is not always the most practical location. In
the case where a compromise must exist (such as low location on a side wall
rather than the preferred high location), note that the Mini-Clik will still work
as it will always receive some rainfall — it just will not be as accurate in its
gauging as it could be.
C. As described in the "Operation" section of this manual, "reset rate" refers to
the amount of time it takes the Mini-Clik to dry out sufficiently for the sprinkler
system to be allowed to come back on. The mounting location will affect this
rate and should be taken into consideration should extreme conditions exist.
For example, mounting the Mini-Clik on a very sunny, southern end of a
building may cause the Mini-Clik to dry out sooner than desired. Similarly,
mounting on the northern end of a building with constant shade may keep the
Mini-Clik from drying soon enough.
Once the Mini-Clik is mounted, run the wire to the controller, and fasten it every
few feet with wire clips or stapled for best results. If an extension to the wire
provided is needed, use the following table to determine the minimum wire
gauge needed:
If the extension needed is: 25-50 ft. 50-100 ft. 100 ft. or more
use: 20 AWG 18 AWG 16 AWG
Important: The Standard Model Mini-Clik is sold and designed for hook up to 24
Volt irrigation controllers only. For wiring to 110V or 220V irrigation controllers,
please consult your distributor or this factory. All wiring must conform to National
Electrical Code or applicable local codes.
For the Model Mini-Clik-C: WARNING! This unit is designed to be installed in
conjunction with 24VAC circuits only. Do not use with 110 or 220VAC circuits.
For the Model Mini-Clik-HV: WARNING! This unit must be installed by a qualified
electrician in accordance with National Electrical Code and applicable local
codes. The electrical rating of this device is 125-250VAC at 10.1 amps. Do not
let current pass through this
device that exceeds this
rating. Do not install directly Hunter SRC
in line with any pump. Connect Common to
th T I h
Wiring to the Hunter SRC
The Mini-Clik connects
directly to the SRC. This
allows you to easily override
the sensor by using the RUN
(BYPASS SENSOR) position
on the dial.
1. Route the wires from the
Mini-Clik up through the
same opening used for
valve wiring.
2. Connect one wire to the
RS terminal and other
to the C terminal (See
Figure 1).
3. Connect the valve common
to the RS terminal.
Wiring to the Hunter ICC
The Mini-Clik connects
directly to the ICC. This
allows you to easily override
the sensor by using the
Sensor switch on the front
panel.
1. Remove the jumper from
the two "SEN" terminals.
2. Route the wires from the
rain sensor up through the
same conduit opening
used for valve wiring.
3. Connect one wire to the
terminal labeled "SEN"
and the other wire to the
other "SEN" terminal (See
Figure 2).
Mini-Clik
Figure 1
Figure 2
is emuna w an
using Rain Sensor
Connect Rain
Sensor Wires to
These Two Terminals
W
RS C 1 2 3 4
Third Normally -
Open Lead
(Do Not Use)
Mini-Clik
0
0
Third Normally -
Open Lead
(Do Not Use)
Solenoid
----- plo. Valves
Hunter ICC
0 C
0 P MV
rSEN
SEN
e TEST
Other Controllers
The two most common situations are shown below. For non-standard wiring
situations, please consult your distributor or request our "Non-standard"
wiring information packet.
A. 24 Volt Solenoid Valves Only (No booster pump) (See Figure 3)
With the two wires from the Mini-Clik at the controller, locate the "common
ground" wire of the solenoid valves. If it is connected to the common terminal
Hunter Industries Incorporated • The Irrigation Innovators © 2011 Hunter Industries Incorporated
1940 Diamond Street • San Marcos, California 92078 • U.S.A. • TEL: [phone] • FAX [phone] LIT--31S RevA 5/11
www.hunterindustries.com

Mini-Clik Rain Sensors
Installation Instructions
on the controller,
disconnect it. Attach one
wire of the Mini-Clik to the
"common" terminal
(usually marked "C) on
the controller. Attach the
other wire of the Mini-Clik
to the common wire
leading to the valves.
Note: The common wire
to the valves does not
have to be interrupted
at the controller. The
Mini-Clik maybe wired
anywhere along the
common wire line.
B. 24 Volt Solenoid Valves
with Booster Pump (See
Figure 4)
Locate the common wire
to the solenoid valves and
the common wire leading
to the coil of the relay that
starts the pump. If these
two wires are connected
to the "common" terminal
on the controller,
disconnect both of them.
Twist together these two
wires along with one wire
from the Mini-Clik, and
secure with a wire nut.
Attach the other wire of
the Mini-Clik to the
"common" terminal on the
controller. Note: The pump
circuit output must be 24
Volts in this situation. Do
not proceed if 110V.
C. Special Instructions for
Mini-Clik-HV (See Figures
5 and 6)
The two taped and
stripped wires are the
ones to be used when
following these accompa-
nying diagrams. The third
wire should be terminated
with a wire nut (not sup-
plied). All wire connec-
tions with the Mini-Clik
should be made with wire
nuts and located in a
junction box.
Where the timer is
controlling a pump, the
relay may be inside the
timer, external or non-
existent. If there is no
relay in the circuit, one
must be added. The
wiring for an internal or
external relay is the same:
the Mini-Clik breaks the
circuit to the coil of the
relay only. Either wire of
the coil may be broken.
Operation Check to Verify
Correct Wiring
Turn on one zone of the
irrigation system that is
visible while you are in reach
of the Mini-Clik. Manually
Mini-Clik Controller
C 1 2 3 4
�0cD0s(D
a
0
Third Normally -
Open Lead Solenoid
Common Wire to S Valves
All Valves
Figure 3
Controller Mini-Clik
Pump
orMV C
1 2 3 4
�0(2)0ol
Line -In
0
a
ITerminate
Normally -
Open Relay
Solenoid
Common Valves
Wire to All
Valves
Line -Out (to Pump)
Figure 4
Mini-Clik-HV
Controller _
110 V ,1JIy�I h�
110V Switched
Input Input
!Loll
110V Line Terminate —
Figure 5
Controller
Switched
Input Output
♦ 110V
'Solenoid
Valves
71 Mini-Clik-HV
1 �
!if T I
Terminate —
Line -In
I I-
Normally -
Open Relay
Coil
i t-
220V to Pump
depress the spindle at the top of the Mini-Clik until you hear the switch "click"
off. The sprinkler zone should stop instantaneously. If it does not, check wiring
for correctness. It is not necessary to "wet" test the Mini-Clik, although it will test
the operation fine, if desired.
Figure 7 The Mini-Clik can keep the irrigation system from
starting or continuing after rainfall quantities of t/a",
1/4", 1/2", 3/4" or 1". To adjust it to the desired shut-
off quantity, rotate the cap on the switch housing
so that the pins are located in the proper slots (see
1 /3 Figure 7). Do not forcibly twist the cap as this might
1 /4 break the pins.
1 /2 3/4
1 The time that it takes the Mini-Clik to reset for
normal sprinkler operation after the rain has
stopped is determined by weather conditions (wind,
IL Vent Ring,11-Vent sunlight, humidity, etc.) These conditions will
determine how fast the hygroscopic discs dry out,
and since the turf is also experiencing the same
conditions, their respective drying rates will roughly parallel each other. So when
the turf needs more water, the Mini-Clik is already reset to allow the sprinkler
system to go at the next scheduled cycle.
There is an adjustment capability on the Mini-Clik that will slow down the reset
rate. By turning the "vent ring" (see Figure 7) to completely or partially cover the
ventilation holes, the hygroscopic discs will dry more slowly. This adjustment can
compensate for an 'overly sunny" installation location, or peculiar soil conditions.
Experience will best determine the ideal vent setting.
The Hunter ICC and SRC controllers are equipped with a built-in bypass that
allows you to override an active sensor. For controllers not equipped with this
feature, should you desire to bypass the operation of the Mini-Clik for any reason
(i.e., turn on your system even though the Mini-Clik has shut "off" due to rainfall),
there are two simple ways to do this. The first is to add our Bypass Switch Box.
This mounts on or next to the controller, and by simply moving the switch, the
Mini-Clik is bypassed. The second method is to go to the Mini-Clik and raise the
"cap" a couple of settings higher or completely remove it. This takes the pressure
off the switch button, which allows the valve circuit to close again.
Note: Using the "manual"switch on non -Hunter controllers typically will not
bypass the sensor.
There is no required maintenance for the unit. The Mini-Clik does not have to be
removed or covered for "winterizing" purposes.
Troubleshooting
Follow these simple checks first before assuming the unit is bad and replacing it.
System will not come on at all:
A. First, check to see that the Mini-Clik discs are dry and the switch "clicks" on
and off freely by pressing the top of the spindle.
B. Next, look for breaks in the wire leading to the Mini-Clik and check all wire
junctions.
C. Finally, if the Mini-Clik is dry and the wire leading to it is good, check the Mini-
Clik switch by nicking the insulation of the two "outer" wires near the unit to
expose copper. Turn one sprinkler zone on, and apply a "jumper wire" across
the two exposed wires. If the sprinkler now comes on, the switch is bad. Wrap
all nicked wires with electrical tape.
System will not shut off even after heavy rainfall:
A. Check wiring for correctness (see "Operation Check to Verify Correct Wiring").
B. Check sensitivity setting on Mini-Clik — move cap to more sensitive setting.
The Mini-Clik is an accurate rain gauge and can be verified by setting up a
"tube" type rain gauge in the same vicinity and making periodic readings.
C. Is the rainfall actually hitting the Mini-Clik? Check for obstructions to rainfall
such as overhangs, trees or walls.
All Mmi-Clik models are listed by Underwriters Laboratories, Inc (UL) Samples of these devices have
been evaluated by ILL and meet the applicable ILL standards for safety
Figure 6

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• . . • galvanized
thru bolt
• , , • w/washer, Install Hurricane
I
nut Clips at between each joist and
the top 2"x8",
• . . • both sides ` , I I ` ,
I•. .• _ _ x— x—
6"x6"x12' All Lumber to be
Buried 5' Pressure Treated
�2"x8"x6� 4" x6"
(both sides) spacer Gravel
Pad
Natural qrade 1,
18 0"
a �:e Concrete
36" diameter
i/ 5 3"
. q. . q. . q:. . e:. . •q. . •e.. .
Rafter Layout
" Gravel

Spray Field Components

A41N�Blwa
Impact Sprinklers
3/4" (19mm) Full Circle
30H / 30WH
3/4"(19mm) Full Circle, Brass Impact
Sprinkler
• Heavy duty brass construction
• Stainless steel springs and fulcrum pin
• Chemically resistant washers
Features
• Dual nozzle ports
• 30H unit does not have a spreader plug
• 30WH unit has spreader plug
Benefits
• Wide range of flow rates
• Corrosion and grit resistant
• Built to last
• Five-year Customer Satisfaction Policy
Specifications
• Bearing: 3/4" 09mm) Male NPT, Brass
• Trajectory Angle: 27'
• Operating Range: 25-80 psi (1.7-5.5 bar)
• Flow Rate: 2.9-13.1 gpm (0.66-2.98 m3/h)
• Radius: 40-56 ft. (12.20-17.23 meters)
• Nozzle Port: 1/8" Female NPT
• Spreader Nozzle Port: 1 /8" Female NPT
NOZZLE SIZE (stream Height 9ft) NOZZLE SIZE (stream Height 9ft)
9/64" 5/32" 11/64" 3/16" 3/16"
9/64" 5/32" 11/64" 3/16" x3/32-7° x3/32-7° x3/32-7° x3/32-7° x1/8-20'
psi@ Rad. Flow Rad. Flow Rad. Flow Rad. Flow psi@ Rad. Flow Rad. Flow Rad. Flow Rad. Flow Rad. Flow
Nozzle (ft.) (gpm) (ft.) (gpm) (ft.) (gpm) (ft.) (gpm) Nozzle (ft.) (gpm) (ft.) (gpm) (ft.) (gpm) (ft.) (gpm) (ft.) (gpm)
25 40 2.90 41 3.50 41 4.30 42 5.10 25 40 4.20 41 4.80 41 5.60 42 6.40 42 7.40
30 40 3.10 42 3.90 44 4.70 45 5.60 30 40 4.60 42 5.30 44 6.10 45 7.00 45 8.10
35 41 3.40 43 4.20 45 5.10 47 6.00 35 41 4.90 43 5.70 45 6.60 47 7.50 47 8.70
40 41 3.60 44 4.50 46 5.40 48 6.40 40 41 5.20 44 6.10 46 7.00 48 8.10 48 9.30
45 42 3.80 44 4.70 46 5.70 49 6.80 45 42 5.60 44 6.50 46 7.40 49 8.50 49 9.90
50 42 4.10 45 5.00 47 6.10 50 7.20 50 42 5.90 45 6.80 47 7.90 50 9.00 50 10.40
55 43 4.20 45 5.20 48 6.30 50 7.60 55 43 6.10 45 7.10 48 8.20 50 9.40 50 10.90
60 43 4.40 46 5.50 48 6.60 51 7.90 60 43 6.40 46 7.40 48 8.60 51 9.90 51 11.40
65 44 4.60 46 5.80 49 6.90 51 8.20 65 44 6.70 46 7.80 49 8.90 51 10.20 51 11.80
70 44 4.80 47 5.90 49 7.20 52 8.50 70 44 6.90 47 8.10 49 9.30 52 10.70 52 12.30
75 45 5.00 47 6.10 50 7.40 52 8.80 75 45 7.20 47 8.30 50 9.60 52 11.00 52 12.70
80 45 5.10 48 6.30 50 7.70 53 9.10 80 45 7.50 48 8.70 50 10.00 53 11.50 53 13.10
NOZZLE SIZE (stream Height 10ft) NOZZLE SIZE (stream Height 10ft)
9/64" 5/32" 11/64" 3/16" 3/16"
9/64" 5/32" 11/64" 3/16" x 3/32-7° x 3/32-7° x 3/32-7° x 3/32-7° x 1/8-20'
psi@ Rad. Flow Rad. Flow Rad. Flow Rad. Flow psi@ Rad. Flow Rad. Flow Rad. Flow Rad. Flow Rad. Flow
Nozzle (ft.) (gpm) (ft.) (gpm) (ft.) (gpm) (ft.) (gpm) Nozzle (ft.) (gpm) (ft.) (gpm) (ft.) (gpm) (ft.) (gpm) (ft.) (gpm)
25 42 2.90 44 3.50 45 4.30 48 5.10 25 42 4.20 44 4.80 45 5.60 45 6.40 46 7.40
30 43 3.10 45 3.90 46 4.70 47 5.60 30 43 4.60 45 5.30 46 6.10 47 7.00 47 8.10
35 44 3.40 46 4.20 47 5.10 49 6.00 35 44 4.90 46 5.70 47 6.60 49 7.50 49 8.70
40 45 3.60 47 4.50 48 5.40 50 6.40 40 45 5.20 47 6.10 48 7.00 50 8.10 50 9.30
45 46 3.80 48 4.70 49 5.70 52 6.80 45 46 5.60 48 6.50 49 7.40 52 8.50 52 9.90
50 46 4.10 49 5.00 50 6.10 53 7.20 50 46 5.90 49 6.80 50 7.90 53 9.00 53 10.40
55 47 4.20 50 5.20 51 6.30 53 7.60 55 47 6.10 50 7.10 51 8.20 54 9.40 54 10.90
60 47 4.40 50 5.50 51 6.60 54 7.90 60 47 6.40 50 7.40 51 8.60 54 9.90 54 11.40
65 48 4.60 51 5.80 52 6.90 55 8.20 65 48 6.70 51 7.80 52 8.90 55 10.20 55 11.80
70 48 4.80 51 5.90 53 7.20 55 8.50 70 48 6.90 51 8.10 53 9.30 55 10.70 55 12.30
75 49 5.00 52 6.10 54 7.40 56 8.80 75 49 7.20 52 8.30 54 9.60 56 11.00 56 12.70
80 50 5.10 52 6.30 55 7.70 56 9.10 80 50 7.50 52 8.70 55 10.00 56 11.50 56 13.10
Nozzles must be purchased separately. See chart below
Sprinkler Only
Nozzle Only
Sprinkler Without
Nozzle, Without 30H
A08401
Plug
Sprinkler without
Brass Straight Bore
30WH
A08411
Nozzle
Nozzle, With Plug
Brass Straight Bore
Nozzle with Vane
Brass 7° Low Angle
Spreader
Brass 20° Low Angle
Spreader
Brass Plug
XX = Nozzle Size
SBN-3 105842-XX - - 09 1 11 12
SBN-3V 106131-XX - - - 09 10 11 12
LAN-1-7 100225-XX 1 06 I 07 1 08 1 09 1 10 1 - I -
LAN-1-20 100226-XX 1 06 I 07 1 08 1 09 1 10 1 - I -
100255
Bold nozzle size number denotes the most common nozzle choice.

Rainbird 3/4"
Impact Sprinkler
1 "Brass Shut -Off
1"Galvanized
Steel Pipe �-
4"x4" Treated Post
36" burial (min)
Supports
Concrete
Collar
(Symbol on
Drawing)
•
Sprinkler Characteristics
Part #30H 3/4" SBN-3
Sprinkler Size = 3/4"
Nozzle Size = 3/16"
Sprinkler Radii = 47' (approx.)
Operating Pressure = 35 psi
Operating Flowrate = 6.00 gpm
Drain Valve (DV) Characteristics
Part #16A-FDV
Connection: 1/2" male threaded
Check Valve (CV) Characteristics
Part # CV-S-10
Spring style check valve
Connection: 1" slip
Minimum opening pressure 5 psi.
CV
I I
DV&I I
1 �I 2" MIN I�
144
0I Tr,i4
gravel
with filter fabric
Galvanized
Elbow, fipt
ISO H
_T
18"
MIN. COVER
6"length, C
1 "SCH40 PVC
Supply
Line

Rain Bird - Landscape Irrigation: Products: Filtered Drain Valve
Page 1 of 1
RAhv�BIRD,
Filtered Drain Valve
Primary Applications:
Evacuate lateral lines after each irrigation cycle to reduce damage
caused by freezing.
Features and Benefits:
■ Automatically drains pipes to prevent freezing damage.
■ Plastic perforated cap screens out large particles.
■ Dispersion pad filters out small particles.
Models:
■ 16A-FDV: 1/2" (15/21) male threaded inlet
■ 16A-FDV-075: 3/4" (20/27) male threaded inlet
Specifications:
More
■ Pressure: Up to 125 psi (8,5 Bars)
■ Flow: 1 GPM (0,23 m3/h; 0,06 I/s) maximum rate before
sealing
■ Average opening pressure when installed vertically: 2.5 psi
(0,2 Bars)
■ Average closing pressure when installed vertically: 5.5 psi
(0,4 Bars)
■ Diameter: 1 3/8" (3,5 cm), Length: 1" (2,5 cm)
click to enlarge
Copyright © 1996-2010, Rain Bird Corporation.
Filtered Drain Valve
16-FDV
http://www.rainbird.com/landscape/products/valves/filtered_drain.htm 1 /28/2010

Spring Check Valve
Spring Check Valve
CV-S-10
** Required minimum opening
pressure - 5 psi**
Spring Check Valve Description:
The spring check valve is used to prevent backflow and
siphoning. The '/z pound stainless steel spring maintains
a positive seal, even when no back pressure is present.
Minimum of 2 psi required to open the valve.
Spring Check Valve
Spring Check
Model No.
Inlet/Outlet Size (FPT or
socket)
Length
(inches)
Height
(inches)
Max Temp
CV-S-05
0.5"
4.13"
2.22"
1400
CV-S-10
1.0"
5.25"
2.88"
1400
CV-S-15
1.5"
5.9"
3.89"
1400
CV-S-20
2.0"
7.0"
4.29"
1400
Spring Check Specifications
Thermoplastic Spring check valves shall be constructed from
PVC Type 1, cell class 12454 material conforming to ASTM
D-1784. Seals shall be EPDM. Valves shall have socket end
connections for solvent weld. All Spring check valves shall
be pressure rated at 150 psi at 73 degrees E All spring check
valves shall require 2 psi to open.
Spring Check Installation
Connection - FIPT slip connections. Install in a box for easy
access. It is recommended that these check valves be installed
no closer than 10 pipe diameters from a pump and no closer
than 5 pipe diameters from an elbow
Spring Check
Maximum Pressure Rating at Given Temperature
150
125
1111h]
N
v
75
v
50
a
X 25
�a
I
80 90 100 110 120 130 140
Temperature ( degrees F)
95 56

Irrigation Headworks Components

Install Vertical Supoprt
Swinging Check Valve
Field Supply c5bj E
Line
Length=5d•—
1 5" SCH 80 Union 1 5" SCH 80 Union
I1 5" Spin Clean Filter
'Mimmum length or Per
Pipe/Coupling Manufacturer's
Specifications
Headworks Supply Line '� Length=10d'
10.. �—
Gasket 1 5" SCH 80 Union 1 1 5" SCH 80 Union
1 5" Flowmeter
TOP LAYER
1 0" Gasket
I
1 0" Street elbow
ss ( @ 45 deg into bottom
of 1" Union )
I
1 0" Flex PVCJ
1 0" Union (@ 1 0" Solenoid Vz
45 deg into bottom
of spin clean filter)
1 0" U mon
1 0" Gasket
Pipe/Coupling
L 1" 45' Elbow
1 0" Pipe
45 deg Soc x spig
street elbow
—1 0" Street Elbow
BOTTOM LAYER
Note: Supply and Return line penetrations to be at least 18" below top of box N.T.S.

'NETAFIMTM
WATER METERS GROW MORE WITH LESS
w
I'AND'
FMA I � oil T�
36M401.5T
" i" Flow MP+or
'M' WATER METER 'M' WATER METER
(COPPER ALLOY BODY) (PLASTIC BODY)
PRODUCT ADVANTAGES
■ Industry's smallest water meters provide ± 2% accuracy
over a wide range of flows.
■ Magnetically driven sealed register are stainless
steel encapsulated and guaranteed notto accumulate
moisture or fog.
■ 'M' Water Meters utilize the multi -jet principle assuring
an equally distributed load on the impeller minimizing
wear and maintaining accuracy.
■ 'M' Water Meters have only one moving part, the
impeller, is in contact with the water for minimum wear
and the utmost reliability.
■ 'WMR' Water Meters contain an in -line axial turbine
which allows foreign matterto pass through the meter
without clogging.
■ Wide clearances in the measuring chamber provide full
pipe flow measurements and high reliability.
'WMR' WATER METER
(CAST IRON BODY)
APPLICATIONS
■ For main supply lines in agriculture and
landscape applications
SPECIFICATIONS -'M' WATER METERS
■ Iron Body Sizes: 3/4", 1" and 1 1/2"
■ Plastic Body Sizes: 3/4" and 1"
■ Maximum Working Pressure:140 psi
■ Maximum Liquid Temperature: 122' F
■ Body Material: Corrosion Proof Copper Alloy or
Polypropylene (plastic)
■ Connections: Male Pipe Thread
■ Register Options: Reed Switch, Photo Diode or
ER Digital
■ Reed Switch Register Pulse Outputs: 0.1 or 1.0
■ Photo Diode Register Pulse Outputs: 0.0015, 0.0021
or 0.0074
■ ER Digital Register Pulse Outputs:
Gallons - .1, 1, 10, 100, 1000
Acre Feet - .0001, .001, .01, .1
■ Straight Pipe Installation Requirement: None
■ Size:2"
■ Maximum Working Pressure: 230 psi
■ Maximum Liquid Temperature: 131' F
■ Body Material: Cast Iron with Polyester Coating
■ Connections: Male Pipe Thread
■ Register Options: Reed Switch, Photo Diode or
ER Digital
■ Reed Switch Register Pulse Outputs:10 or 3.26
■ Photo Diode Register Pulse Outputs:1.0 or0.055
■ ER Digital Register Pulse Outputs:
Gallons - .1, 1, 10, 100, 1000
Acre Feet - .0001, .001, .01, .1
■ Straight Pipe Installation Requirement:10 x D
upstream and 5 x D downstream (D=meter size)

'M' AND'WMR' WATER METERS
METER
DQDISTANCE WNSTREAM
TOTAL
SIZE
I DISTANCEI
I I
LEETER
NGTH I
REQUIREMENT
'M' WATER METERS - 0 D X 0 D
3/4" 0"
0"
111/4"
111/14"
1 " 0"
0"
14 3/4"
14 3/4"
11/2" 0"
0"
171/4"
171/4"
'WMR' WATER METER -
10 D X 5 D
2" 1 20"
1 10"
14"
44"
INSTALLATION REQUIREMENTS
'M' WATER METERS
■ Dial face must be horizontal
■ There are no straight pipe installation requirements
■ Priorto installation of the meter,the pipeline should be
thoroughly flushed
■ Meter must be installed so that the pipe will be full of water at
all times during metering
■ To eliminate air in the system, continuous acting air vents of
proper size and type are required
H
t 84 SO •
STRAIGHT PIPE METER LENGTH STRAIGHT PIPE
BEFORE METER AFTER METER
INSTALLATION REQUIREMENTS
'WMR' WATER METER
■ The meter may be installed in any position - for non -horizontal
positions, the flow should be upwards
■ Straight pipe installation requirement of 10 x diameter pipe upstream
(before the meter) and 5 x diameter pipe downstream (afterthe
meter)
■ Prior to installation of the meter, the pipeline should be thoroughly
flushed
■ Meter must be installed so thatthe pipe will be full of water at all
times during metering
■ To eliminate air in the system, continuous acting air vents of proper
size and type are required
Ii1aalR7U'lllton il t3lb Ilaity
METER REGISTER VOLUME PULSE OUTPUT POINTER RESOLUTION
SIZE TOTALIZER UNIT I (GALS/PULSE) I POINTER 1 POINTER 2 POINTER 3
3/4"'M' GALLON GALLON x 10
0.1 x0.01 GALLON x0.1 GALLON x 1.0 GALLON
3/4",1" & 1 1/2"'M' I GALLON I GALLON x 100
1.0 x 0.10 GALLON x 1.0 GALLON x 10 GALLON
2"'WMR' GALLON I GALLON x 1,000
10 I x 1.0 GALLON I x 10 GALLON I x 100 GALLON
2" 'WMR' ACRE FEET I ACRE FEET x 1.000
3.26 x 0.000001 x 0.00001 x 0.0001
PHOTO DIODE
l`-
METER REGISTER VOLUME FLOW RATE
POINTER RESOLUTION
SIZE TOTALIZER UNIT UNITS
I I I
POINTER 1 POINTER 2 POINTER 3
3/4"'M' GALLON GALLON x 10 0.0015
x0.01 GALLON x0.1 GALLON x 1.0 GALLON
1"'M' GALLON GALLON x 100 0.0021
x0.1 GALLON x 1.0 GALLON x 10 GALLON I amw
1 1/2"'M' GALLON GALLON x 100 0.0074
x0.1 GALLON x 1.0 GALLON x 10 GALLON 1 • ie
2"'WMR' I GALLON I GALLON x 1,000 1 1.0
x 1.0 GALLON x 10 GALLON I x 100 GALLON I `• • i
2"'WMR' I GALLON I GALLON x 1,000 0.055
x 1.0 GALLON x 10 GALLON I x 100 GALLON
�a��hCiIJ►'lll'1�a�l�lll�'lll_I��i��'I!•'ila�t+
METER REGISTER PULSE OUTPUT FLOW RATE
SIZE TOTALIZER (GALS/PULSE) UNITS -
3/4",1",1 1/2"'M' GALLON .1,1,10,100,1000 GPM -W
3/4",1",1 1/2"'M' ACRE FEET .0001,.001,.01,.1 GPM
2"'WMR' GALLON .1,1,10,100,1000 GPM
2"'WMR' ACRE FEET .0001,.001,.01,.1 I GPM

'M' AND'WMR' WATER METERS
S
'M' WATER METER CUT -AWAY VIEW
CHAMBER V
'M' WATER METERS HEADLOSS CHART
FLOW RATE (GPM)
REED SWITCH
ALIBRATIDN
,,.
CREW • -
HERMETICALLY
SEALED REGISTER 'WMR' METER TAMPER PROOF SEAL
ENSURES UNAUTHORIZED REMOVALAND/OR
TAMPERING OF THE METER REGISTER
S
'WMR' WATER METER HEADLOSS CHART
FLOW RATE (GPM)
METER I LOWEST FLOW RATE I LOWEST FLOW RATE I NOMINAL FLOW RATEI MAXIMUM FLOW RATE
SIZE
+/ 5%ACCURACY
+/ 2%ACCURACY
+/ 2%ACCURACY
+/ 2%ACCURACY
3/4" 'M'
0.2 GPM
0.9 GPM
11 GPM
14 GPM
1'llm,
0.3 GPM
1.2 GPM
15.4 GPM
20 GPM
11/2"'M'l
0.9GPM 1
3.5GPM 1
44GPM I
55GPM
2""WMR' l
2.0 GPM 1
8.8 GPM 1
88 GPM I
110 GPM
'M' WATER METERS
o � H
0
6 I L
(INCLUDES INSTALLATION COUPLERS)
'WMR' WATER METER
WEIGHT
SIZER I
HEIGHT I
HEIGHT
I LENGTH I
WIDTH
I PLASTIC I
3/4"'M"
41/4"
111/4"
33/4"
3.5LBS.
4.4LBS.
1"'M"
41/4"
143/4"
41/4"
4.8LBS.
6.1 LBS.
11/2"'M"I
63/4"
171/4"
15"
15LBS.
2""WMR"I
43/4" 1
1 1/2" 1 14" 1
-
I I
11 LBS.
FLOW RATE @ 5 FT./SEC.
2"-66GPM

'M' AND'WMR' WATER METERS
ITEM MODEL BODYl�L'i�J��il►�ltil►�17�L'i►ail_��UJ►�O�i���1+'i4�l�ry��_I►�I�I�CU�r�l�JU1�1��iXtil+'i���{+� _
GALLOS
NUMBER UMBER I SIZER MATER AL RETYPE PER PULE _
70261-002446 36M201TP.1 REED SWITCH/GALLON 0.1
70261-002472 36M201TP1 3/4"'M' PLASTIC REED SWITCH/GALLON 1.0 PLASTIC'M'
70261-002473 36M201TP.0015 I PHOTO DIODE 0.0015 WATER METERS
70261-002715 36M251TP REED SWITCH/GALLON 1.0
70261-002727 136M251TP.0021 I 1"'M" PLASTIC PHOTO DIODE I 0.0021
70261-002445 36M20111 I REED SWITCH/GALLON 0.1
70261-002450 36M201T 3/4"'M' COPPER REED SWITCH/GALLON I 1.0 _ : OF
70261-002447 136M20110015 I ALLOY PHOTO DIODE I 0.0015 r
70261-002720 36M251T 1,,,M, COPPER REED SWITCH/GALLON 1.0
70261-002725 36M25110021 I ALLOY PHOTO DIODE I 0.0021 I COPPER ALLOY'M'
70261-003230 36M401.5T COPPER REED SWITCH/GALLON i 1.0 I� WATER METERS
/U261-UU324U 36M401.510074 I ALLUY F'HU I U UIUUE I U.UU/4
70261-005060 36WMR2T10 REED SWITCH/GALLON I 10
70261-004900 36WMR2T10-AF 2"'WMR' CAST REED SWITCH/ACRE FEET 3.26
70261-005050 36WMR2T1 IRON PHOTO DIODE 1.0
70261-005010 36WMR2T.055 PHOTO DIODE I 0.055 I - 0_ �..
CAST IRON 'WMR'
WATER METER
36 MODEL SIZE REGISTER VOLUME FLOW RATE OUTPUT 1 OUTPUT 2 DIRECTION
MODEL SIZE
REGISTER
M 201TP = 3/4" P ER
= ER DIGITAL
WMR 251TP = 1" P
REGISTER
201T = 3/4" CA EM
= ER DIGITAL
REGISTER"
251T = 1CA
W/OUTPUT
401.5T = 1 1/2" CA
MODULE
2T = 2" IRON
M 3/4" -1 1/2" Sizes only
WMR 2" Size only
P= Plastic body
CA = Copper Alloy body
ORDERING EXAMPLE:
36WMR2TER11 EEF
2" WMR Series Water Meter, ER Register,
Volume in Gallons, Flow Rate in Gallons per Minute,
Pulse Output 1 is 10 Gallons per Pulse, Pulse Output 2
is 10 Gallons per Pulse, Forward Flow Direction
VOLUME FLOW RATE
1 = GALLONS 1 = GPM
2 = ACRE FEET
INDUSTRY'S LONGEST WARRANTY
Netafim stands behind our water meters with an unprecedented
warranty - the industry's longest - three (3) years on the metering
components (register and metering assembly) and five (5) years
on the meter body.
OUTPUT 1 AND OUTPUT 2 * I FLOW DIRECTION
A = NO OUTPUT
F =
FORWARD
C = .1 GALLON PER PULSE
R =
REVERSE
D = 1 GALLON PER PULSE
A =
ALTERNATING
E = 10 GALLONS PER PULSE
N =
NET
F = 100 GALLONS PER PULSE
G = 1000 GALLONS PER PULSE
H = 0.0001 ACRE FT PER PULSE
I = 0.001 ACRE FT. PER PULSE I
J = 0.01 ACRE FT. PER PULSE
K = 0.1 ACRE FT. PER PULSE
* Pulse rate is based on volume units.
If volume is in Acre Feet and Option D is chosen for
Output 1 or 2, it will result in 1 pulse every acre foot
of water that passes through the meter.
To convert Acre Feetto Gallons per Pulse, multiply
by 325,850.
e NE TA FIM TM
GROW MORE WITH LESS
NETAFIM USA
5470 E. HOME AVE.
FRESNO, CA 93727
CS 888 638 2346
www.netafimusa.com
A029M 08/15

061110FLOW
SUBSURFACE DRIP
Description
The Vortex filters are placed between the pump and dripfield
to screen out any debris. Spin plates at the top of each screen
direct the flow of debris to the base of the screen for easy
self cleaning.
Features
- Simple self cleaning filter. Geoflow's Vortex filter
depends on a simple forward flush to self clean.
Incoming water is forced through a directional nozzle
plate onto the inside of the stainless steel screen. A
centrifugal motion starts inside the screen chamber,
throwing particles outward against the screen. Gravity
moves the debris down the screen wall to the flush
outlet at the base of the Vortex Filter.
- It is simple to install and operate, requiring very few
moving parts.
- Can be plumbed to self clean periodically
with electronically activated solenoid valves
(recommended), or continuously with slightly
opened ball valves.
- Sturdy stainless steel screen proven effective in onsite
wastewater applications. A sinteringprocess in which
three pieces of stainless steel mesh are transformed
into one; a perforated plate, 30m then 150 mesh.
- Body is a two-piece threaded housing with O-ring seal.
Molded from high heat ABS and chemical resistant
glass reinforced plastic.
Vortex Screen Filter
1" Vortex Filter
Width
1.5" and 2" Vortex
Height
Item Number Size Max. Filtration Max.
Width Height
Flush
Area of
(MPT) Flow rate (mesh) Pressure
Port
Filtration
(GPM) (psi) (ft.)
(MPT)
(inches')
'►k AP4E-75F 3/4" 10 150 80 185
6.0" 6.0"
3/4"
23.4
AP4E-1F 1" 20 150 80 185
6.5" 7.0"
3/4"
28.4
F
�AP4E-2F 2.0" 70 150 80 185
12" 16.0"
3/4"
60.8
AP4E-75F 3/4inch Vortex Filter has been discontinued. Please use a larger
filter for onsite wastewater
applications. Replacement parts are still available.
150 mesh = 100 micron
Look
for the
When in doubt, it is best to choose the filter with the larger screen area.
Genuine
Geof low
Geoflow, Inc. Tel [phone] Fax [phone]
www.geoflow.com
stamp of
Product Sheets-2011 F her VortexScreen12H27.indd
quality

(FT) (PSI)
27.7 12
N
N
L
CL 18.5 8
G
47
9.2 4
1.5" Vortex Screen Filter
10 20 30 40 50
Flow - GPM
Specification
The Y filter body shall be molded from glass reinforced engineerimg grade black plastic with a 1.5 inch male pipe
thread (N41PT) inlet and outlet. The two piece body shall be capable of being serviced by unscrewing and shall
include an O-ring seal. An additional 3/4" MIPT outlet shall be capable of periodic flushing. The 150 mesh
filter screen is all stainless, providing a 60.8 square inch filtration area. The outer support shell shall be woven
stainless steel wire, and the inner screen shall be made of stainless steel cloth. The inner and outer screens shall
be soldered together. The screen collar shall be molded from vinyl. The 1 1/2" filter shall be Geoflow model
number AP4E-1.5E
(FT) (PSI)
M-0xa
C-
m
L
4.6
0
6
4
2
0 �"
10 20
2" Vortex Screen Filter
2" VortexFilter
30 4) 5) 60 7) 80 9U
Flow - GPM
Specification
The Y filter body shall be molded from glass reinforced engineering grade black plastic with a 2 inch male pipe
thread (MIPT) inlet and outlet. The two piece body shall be capable of being serviced by unscrewing and shall
include an O-ring seal. An additional 3/4" MIPT outlet shall be capable of periodic flushing. The 150 mesh filter
screen is all stainless, providing a 60.8 square inch filtration area. The outer support shell shall be woven stainless
steel wire, and the inner screen shall be made of stainless steel cloth. The inner and outer screens shall be soldered
together. The screen collar shall be molded from vinyl. The 2" filter shall be Geoflow model number AP4E-2E

VALVES
ELECTRIC PBI
THROTTLING VALVES
HM
= e-
a 7-
y
0 6-
0
5 323 I 11I0jI!10L IjI0VV*;I1Ia114
SIZE I LENGTH HEIGHT WEIGHT
4 7/8" 4 7/8" .5 LBS.
7 3/8" 2.0 LBS.
10 15 20 30 40 50 60 80 100 150 200 2- 7 7/8" " 2.2 LBS.
FLOW (GPM)
LIGHT BROWN AREA IND I CATES RECOMMENDED OPERATING RANGE. 323 9 1/4" 6 5/8" 3.1 LBS.
1" ELECTRIC PBI 323 ELECTRIC PBI
THROTTLING NYLON VALVE THROTTLING NYLON VALVE
PRODUCT ADVANTAGES
■ Durable, glass reinforced nylon construction provides
superb hydraulic performance.
■ Large internal water passage with no moving parts in
the flow path prevents clogging.
■ Built-in 2-Way Solenoid with low power requirement
for ease of operation and reliability.
■ Simple installation either vertically or horizontally.
■ High resistance to corrosive water containing fertilizer
and chemicals.
■ Standard with a flow control (throttling) handle.
SIZE I
GPM
1"
1-50
1 1/2"
1 - 125
2"
1 - 176
323
1 - 264
4
ut
'NETAFIMTM
GROW MORE WITH LESS
APPLICATIONS
■ Small agricultural irrigation zones
■ Greenhouse and nursery irrigation
■ Cooling systems
■ Ultra high flow or low flow capacity
irrigation systems
SPECIFICATIONS
■ Available Sizes: 1", 1 1/2", 2" and 323
■ Maximum Working Pressure:
1" - 115 psi and 2" to 323-150psi
■ Maximum Water Temperature: 140° F
■ Connections: Female Threaded NPT
■ Electrical Specifications:
Voltage - Standard 24 VAC, 60 Hz
Inrush Current -29mA
Holding Current- 14mA
Allowable Voltage Variation: 10%
MATERIALS
■ Body and Bonnet: Glass Reinforced Nylon
■ Spring: Stainless Steel (AISI 302)
■ Nuts, Bolts, Washers: Stainless Steel (304)
■ Diaphragm: Natural Rubber
111�i�14�i1►'llil►'lilJ�il'Ud11U1►'�
SIZE
ITEM NUMBER
MODEL NUMBER
1"
71610-014015
61ET1PBI-BC
11/2"
71610-014040
61ET1.5PB12-BC
2"
71610-014507
61ET2PB12-BC
323 1
71610-015202
1 61ET323PB12-BC I
SOLD IN CASE QUANTITIES AND 24VAC ONLY
1" CASE QUANTITY = 20
1 1/2" AND 2" CASE QUANTITY = 8
323 CASE QUANTITY = 4
'NE TA FIM TIM
GROW MORE WITH LESS
NETAFIM USA
5470 E. Home Ave.
Fresno, CA 93727
CS 888 638 2346
www.netafimusa.com
A07010/13

Fence Detail

3_5%6.5' CCA -
Treated Post
Tope a° Staple
- �12.5 Gauge
am: q0 Aluminized Steel
Fence WireGround surface
3.5%6.5' CCA
Treated Post
35'x48" CCA
Treated Post
TVist sFck
18-24'
TWI.ted double J
brace y11re
HORIZONTAL LINE/END DETAIL
a pik.d/or
/ spike/toenail
ALL BRACE & ANCHOR POSTS
NOTE: Four strands are recommended for the
perimeter fence. At a minimum, 2 strands must be
installed_ Fence Wire shall not be stapled to trees
3.5%6,5' CCA
Treated Post
HORIZONTAL CORNER BRACE DETAIL
Corner angle gCr or less

Appendix K
Engineering Calculations
-Treatment and Storage Sizing
-Spray Field Design
-Pump Design
-Elevation Determinations
-Buoyancy Calculations
-Pollutant Loading Calculations
off. _ .........04.`
_ SEAL =_ G V T
024582 -
... .
�I z Z�z�

Treatment and Storage Sizing

Wastewater Treatment System Design Calculations
Design
PROJECT:
Oaks at Wakefield
Location:
385 Wakefield Road
Sanford, INC 27330
County:
Lee County, INC
FLOW ESTIMATES - House Venue
Use
Flow (gpd/use)
Church
3 (Residential warming kitchen)
Event
5 (per seat, lite food/drinks)
Wedding
10 (per seat, assuming full meal)
RV Site
100
Cabin
120
Bathouse (Campsites)
975 (13 campsites at 75 gpd/campsite)
Main Bathhouse
750 (Assume 150 attendees at 5 gpd/attendee)
Weekly Occupancy Model
Use/Uay (people, sites,
etc.)
Use
Monday
Tuesday Wednesday
Thursday
Friday
Saturday
Sunday
Church
150
0
300
Event
500
Wedding
200
200
RV Site
14
14 14
14
14
14
14
Cabin
11
11 11
11
11
11
11
Bathhouse (campsites)
1
1 1
1
1
1
1
Main Bathhouse
1
1 1
1
1
1
1
Weekly Flow Model
Flow/Uay (gpd)
Use
Monday
Tuesday Wednesday
Thursday
Friday
Saturday
Sunday
Church
0
0 450
0
0
0
900
Event
0
2500 0
0
0
0
0
Wedding
0
0 0
0
0
2000
2000
RV Site
1400
1400 1400
1400
1400
1400
1400
Cabin
1320
1320 1320
1320
1320
1320
1320
Bathhouse (campsites)
975
975 975
975
975
975
975
Main Bathhouse
750
750 750
750
750
750
750
Total
4445
6945 4895
4445
4445
6445
7345
Flow Values for Permitting and System Design
Design Flows Daily Max 7,345 gal/day
Equalized Daily (7 days/wk) 5,566 gal/day
Design Flow = 5600 gal/day I

Wastewater Treatment System Design Calculations
Septic Tank Sizing
PROJECT Oaks at Wakefield
Location: 385 Wakefield Road
Sanford, NC 27330
County: Lee County, NC
SEPTIC TANK SIZING (Event & Wedding Center)
Daily Flow Estimate
# of Units I Units
5001 attendees
IWWS-2004-3-R4 (IV) (A) :
Design Flow
(gallons per day)
2,001 - 2,500
2,501 - 3,000
Septic Tank Selection:
Flow/Unit
(gpd/unit) Flow/Day (gpd)
51 2500
TOTAL DAILY FLOW (Q) _
Min.Septic Tank Size
(gallons)
2,500 gpd
Min. AdvanTex Units
6,250 1 AX100 (Dual Bulb UV)
7,500 2 AX100 (Dual Bulb UV)
Required Minimum Septic Portion = 6,250 gal.
(per NCA C 18E . 0801(a) (4))
Shoaf Precast MS Traffic Rated 6.500 STB (STB-2143)

Wastewater Treatment System Design Calculations
Grease Tank Sizing
PROJECT: Oaks at Wakefield
Location: 385 Wakefield Road
Sanford, NC 27330
County: Lee County, NC
GREASE TANK SIZING (Event & Wedding Center)
(Per 15A NCA C 18E . 0803 (3)):
Where:
GLC=D*GL*ST*HR/2*LF
GLC = grease tank liquid capacity (gallons)
D = number of seats in dining area
GL = gallons of wastewater per meal: 1.5 single -service or 2.5 multiuse
ST = storage capacity factor
HR = number of hours open
LF = loading factor: 1.25 if along interstate highway;
1.0 if along US Highway/recreational areas;
or 0.8 if along other roads
Min. Required Grease Tank Liquid Capacity =
Grease Tank Selection:
500 seats
1.5 gallons/meal
2.5
4 hours
0.8
3000 gallons
Shoaf Pre -cast MS Non -Traffic Rated 3.000 STB (STB-2104)

Daily Equalizied Flow Estimate - Drainfield
Change
Flow In
Flow Out
in Volume
Storage
Week Day
(gpd)
(gpd)
(gallons)
(gallons)
Saturday
6,445
5,566
879
879
Sunday
7,345
5,566
1,779
2,657
Monday
4,445
5,566
-1,121
1,536
Tuesday
6,945
5,566
1,379
2,914
Wednesday
4,895
5,566
-671
2,243
Thursday
4,445
5,566
-1,121
1,121
Friday
4,445
5,566
-1,121
0
Total 38,965 38,965

Wastewater Treatment System Design Calculations
PROJECT: Oaks at Wakefield
Location: 385 Wakefield Road
Sanford, NC 27330
County: Lee County, NC
Flow Equalization/ Recirculation Tank
TANK SIZE PROVIDED =I 12,000 gal.
Shoaf HS/20 PT-2093
Interior Tank Height: 100.50 in
Gallons Per Inch: 121.56 gal/in
Recirculation Settings
Total Daily Equalized Flow + ST Return Flow: 7,000 gpd
Treatment Unit Recirc. Ratio: 3.00 : 1
Total Volume to each Treatment Unit: 21,000 gpd
Doses/Hour:
61doses
Required Doses/Day:
144 doses
Dose Volume:
146 gal/dose
Pump Flowrate j
144.O1gpm
One Dose Every:
10 min
Pump Time ON:
1.0 min
Pump Time OFF:
9.0 min
Tank Float Settings
'Measured from Tank Floor
Timer Enable / Low Water
Peak Enable
High Water Alarm
Float Set Points
AX100 Unit Dose Rate x 3
(in)
48.5 2" above Biotube filter cartridge
72.5 2" above equalized volume
74.5 2" Above Peak Enable

Pump Tank Sizing
PROJECT: Oaks at Wakefield
Location: 385 Wakefield Road
Sanford, NC 27330
County: Lee County, NC
Pump Tank Sizing
EQUALIZED TOTAL DAILY FLOW (Q) = 5,600 gpd
Dose Volume to Drainfield (determined from drainfield design)
Dose Volume = 467 gallons
Emergency Storage Volume (based on daily flow estimate)
Daily Design Flow 5,600 gallons
TANK SELECTION
Shoaf Precast 14.000 gallon (nominal) HS120 Traffic Rated Pump Tank
Gallons/inch 121.56 gallons/in
Interior Tank Height 118.50 in
Tank Volume and Height Summary
Required
Design
Design
Gallons
Inches
Inches
Gallons
Pump Submergence
3,647
30.00
30.00
3,647
Dose Volume
467
3.84
4.00
486
Pump ON to HWA
243
2.00
2.00
243
Emergency Storage
2,800
23.03
82.50
10,029
Total Tank Volume
7,157
58.87
118.50
14,405
Tank Float Settings
measured from Tank Floor
Redundant OFF / Low Water Alarm
Timer Enable
Peak On/ Alert On
Peak Enable / High Water Alarm
Float Set Points
(in)
30.0
4"Below Pump OFF
34.0
Keeps Pump Submerged
38.0
Provides Dose Volume Storage
42.0
Provides min. 12-hour emergency storage

Storage Tanks Sizing
PROJECT: Oaks at Wakefield
Location: 385 Wakefield Road
Sanford, NC 27330
County: Lee County, NC
Storage Tanks Sizing
Equalized Total Daily Flow (Q) _
minimum b -Uay Storage (trom Water Balance)
5-Day Storage =
10,000-gallon PT-2092 Volume and Height Summary:
Gallons/inch
Interior Tank Height
Tank Capacity
14,000-gallon PT-2094 Storage Volume Summary:
Pump Tank High Water Alarm=
Pump Tank Interier Height =
Pump Tank Storage Height =
Pump Tank Storage Volume =
14,000-gallon Pump Tank Storage Volume =
10,000-gallon Storage Tank Storage Volume (x2) _
Total Storage Volume
5,600 gpd
28,000 gallons
121.56 gallons/in
7.00 ft
10211 gallons
42.00
in
118.50
in
76.50
in
9299
gallons
9299
20422
29721
gallons
STORAGE TANK SELECTION:
TWO Shoaf Precast 10,000 gallon (nominal) HS120 Traffic Rated Pump Tanks (PT-2092)

Wastewater Treatment System Design Calculations
STEP Tank Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County: Lee
Daily Flow Estimate
# of Units
Units
Flow/Unit
Flow/Day (gpd)
(qpd/unit)
13
Bathhouse (Campground)
75
975
11
Cabins
120
1320
14
RV Hookups
100
1400
150
Main Bathhouse
5
750
300
Church
3
900
200
Wedding
10
2000
500
Event Center
5
2500

Wastewater Treatment System Design Calculations
STEP Tank Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County:
Lee
Step Tank Summary
Step Tank
Description
Model
Flow (gpd)
Unit
Flowrate (gpm)
Runtime (min/day)
Runtime (hr/day)
Volts
Amps
hp (kW)
[kW - hrs/day]
1
camp bathhouse
MS 2500 STB
975
1
10
97.5
1.63
120
12.7
0.37
0.60
2
single cabin
TS 1000 STB
120
2
10
12
0.2
120
12.7
0.37
0.07
4
double cabin
TS 1000 STB
240
3
10
24
0.4
120
12.7
0.37
0.15
7
triple cabin
TS 1000 STB
360
1
10
36
0.6
120
12.7
0.37
0.22
8
triple RV hookup
TS 1000 STB
300
4
10
30
0.5
120
12.7
0.37
0.19
10
double RV hookup
TS 1000 STB
200
1
10
20
0.33
120
12.7
0.37
0.12
13
main bathhouse
MS 2000 STB
750
1
10
75
1.25
120
12.7
0.37
0.46
14
church
MS 2500 STB
900
1
10
90
1.5
120
12.7
0.37
0.56

Force Main Sizing
PROJECT: Oaks at Wakefield
LOCATION: Lee County, INC
Force Main Pipe Sizing Summary
Line Serent
FlowO(V) Pipe ID6(in)
Velocity ft/s)
2
11.00
1.36
2.43
3
12.00
1.36
2.65
4
13.00
1.36
2.87
5
14.00
1.36
3.09
6
10.00
1.36
2.21
7
10.00
1.36
2.21
7.5
11.00
1.36
2.21
8
10.00
1.36
2.21
9
10.00
1.36
2.21
10
13.00
1.36
2.87
10.5
15.00
1.36
3.31
11
10.00
1.36
2.21
12
12.00
1.59
1.94
12.5
16.00
1.59
2.59
13
17.00
1.59
2.75
14
18.00
1.59
2.91
Line Segment 1 :
S1 to S2 Connection
Pipe Diameter =
1.36 in.
Flow =
Pipe Length =
180 ft.
Velocity =
Line Segment 2: S2 to S3 Connection
Pipe Diameter =
1.36 in.
Flow =
Pipe Length =
275 ft.
Velocity =
Line Segment 3: S3 to S4 Connection
Pipe Diameter = 1.36 in. Flow =
12.00 gpm
Pipe Length = 455 ft. Velocity =
2.65 ft/sec
Line Segment 4: S4 to S5 Connection
Pipe Diameter = 1.36 in. Flow =
13.00 gpm
Pipe Length = 580 ft. Velocity =
2.87 ft/sec
Line Segment 5: S5 to Force Main
Pipe Diameter = 1.36 in. Flow =
14.00 gpm
Pipe Length = 230 ft. Velocity =
3.09 ft/sec
Line Segment 6 : S6 to Force Main
Pipe Diameter = 1.36 in. Flow =
10.00 gpm
Pipe Length = 485 ft. Velocity =
2.21 ft/sec
Line Segment 7: S7 to Force Main
Pipe Diameter = 1.36 in. Flow =
10.00 gpm
Pipe Length = 125 ft. Velocity =
2.21 ft/sec
Line Segment 7.5: Force Main to S10 Connection
Pipe Diameter = 1.36 in. Flow =
11.00 gpm
10.00 gpm
Pipe Length = 265 ft. Velocity =
2.43 ft/sec
2.21 ft/sec
Line Segment 8: S8 to S10
Pipe Diameter = 1.36 in. Flow =
10.00 gpm
11.00 gpm
Pipe Length = 380 ft. Velocity =
2.21 ft/sec
2.43 ft/sec
Line Segment 9: S9 to S10
Pipe Diameter = 1.36 in. Flow =
10.00 gpm
Pipe Length = 200 ft. Velocity =
2.21 ft/sec
Line Segment 10: S10 to Force Main
Pipe Diameter = 1.36 in.
Flow =
13.00 gpm
Pipe Length = 350 ft.
Velocity =
2.87 ft/sec
Line Segment 10.5 : S10 Connection to S12
Connection
Pipe Diameter = 1.36 in.
Flow =
15.00 gpm
Pipe Length = 170 ft.
Velocity =
3.31 ft/sec
Line Segment 11 : S11 to S12
Pipe Diameter = 1.36 in.
Flow =
10.00 gpm
Pipe Length = 160 ft.
Velocity =
2.21 ft/sec
Line Segment 12: S12 to Force Main
Pipe Diameter = 1.59 in.
Flow =
12.00 gpm
Pipe Length = 90 ft.
Velocity =
1.94 ft/sec
Line Segment 12.5: S12 Connection to S13 Connection
Pipe Diameter = 1.59 in.
Flow =
16.00 gpm
Pipe Length = 535 ft.
Velocity =
2.59 ft/sec
Line Segment 13: S13 to S14 Connection
Pipe Diameter = 1.59 in.
Flow =
17.00 gpm
Pipe Length = 350 ft.
Velocity =
2.75 ft/sec
Line Segment 14: S14 to S5 Connection
Pipe Diameter = 1.59 in.
Flow =
18.00 gpm
Pipe Length = 575 ft.
Velocity =
2.91 ft/sec
Line Segment 15: S15: Line 4,
5, & 14 Junction to Treatment
Pipe Diameter = 2.047 in.
Flow =
23.00 gpm
Pipe Length = 530 ft.
Velocity =
2.24 ft/sec

Wastewater Treatment System Design Calculations
STEP Tank Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County: Lee
STEP TANK SIZING: 1 CABIN PER TANK
Breakdown of Required STEP Tank Volumes
I
Gallons
Septic Portion
750
Dose Volume
84
24 Hour Emergency Storage
120
)Total Tank Volume
954
Daily Flow Estimate
Flow/Unit
# of Units Units
(gpd/unit)
Flow/Day (gpd)
1 I Cabin 120
TOL DAILY FLOW (Q) =
T
120
120
I
gpd
Septic Portion (based on daily flow estimate)
Required Minimum
Septic Portion =
750 gal.
Dose Volume (determined from set drawdown distance)
Desired Drawdown Distance
4
in
Drawdown Volume (based on tank)
84.28
gallons
Emergency Storage Volume (based on daily flow estimate)
Daily Design Flow
120
gallons
TANK SELECTION
Shoaf Precast 1.000-aallon STB-347 Non -Traffic Rated Septic Tank (Liauid capacity 1287
gallons)
Gallons/inch
21.07
gallons/in
Interior Tank Height
60.50
inches
Tank Volume and Height Summary
Required
Required
Design Design
Gallons
Inches
Inches Gallons
Septic Portion 750
35.60
39.50 832
Dose Volume 84
4.00
4.00 84
ON to HWA 42
2.00
2.00 42
24 Hour Emergency Storage 120
5.70
15.00 316
Total 954
45.29
60.50 1,275
Tank Float Settings
Float Set Points
Float Set Points
from tank floor
from top of filter
(in)
(in)
Pump OFF
39.5
2.0
Pump ON
43.5
6.0
High Water Alarm
45.5
8.0
Pump Vault Specification
Interior Tank Height
60.5
inches
Tank Top Thickness
3.0
inches
Top Offset for PVU
3.0
inches
Total Height
66.5
inches
Filter height
24.0
inches
Required Height of PVU
57
inches
Bottom of PVU
9.5
inches from Tank Floor
Top of Filter
37.5
inches from Tank Floor
PVU Specification
PVU 57-24-19

Wastewater Treatment System Design Calculations
STEP Tank Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County: Lee
STEP TANK SIZING: 2 CABINS PER TANK
Breakdown of Required STEP Tank Volumes
I
Gallons
I
Septic Portion
750
Dose Volume
84
24 Hour Emergency Storage
240
Total Tank Volume
1,074
Daily Flow Estimate
Flow/Unit
# of Units
Units
(gpd/unit)
Flow/Day (gpd)
2
Cabin
120
240
TO AL DAILY FLOW (Q) =
240
gpd
Septic Portion (based on daily flow estimate)
Required Minimum Septic Portion =
750 gal.
Dose Volume (determined from set drawdown distance)
Desired Drawdown Distance
4
in
Drawdown Volume (based on
tank)
84.28
gallons
Emergency Storage Volume (based on daily flow estimate)
Daily Design Flow
240
gallons
TANK SELECTION
Shoaf Precast 1.000-aallon STB-347 Non -Traffic Rated Septic Tank (Liauid capacity 1287 gallons)
Gallons/inch
21.07
gallons/in
Interior Tank Height
60.50
inches
Tank Volume and Height Summary
Required
Required
Design Design
Gallons
Inches
Inches Gallons
Septic Portion
750
35.60
39.50 832
Dose Volume
84
4.00
4.00 84
ON to HWA
42
2.00
2.00 42
24 Hour Emergency Storage
240
11.39
15.00 316
Total
1,074
50.99
60.50 1,275
Tank Float Settings
Float Set Points
Float Set Points
from tank floor
from top of filter
in
Pump OFF
391
2.0
Pump ON
43.5
6.0
High Water Alarm
45.5
8.0
Pump Vault Specification
Interior Tank Height
60.5
inches
Tank Top Thickness
3.0
inches
Top Offset for PVU
3.0
inches
Total Height
66.5
inches
Filter height
24.0
inches
Required Height of PVU
57
inches
Bottom of PVU
9.5
inches from Tank Floor
Top of Filter
37.5
inches from Tank Floor
PVU Specification
PVU 57-24-19

Wastewater Treatment System Design Calculations
STEP Tank Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County: Lee
STEP TANK SIZING: 3 CABINS PER TANK
Breakdown of Required STEP Tank Volumes
Septic Portion
Dose Volume
24 Hour Emergency Storage
Total Tank Volume
Daily Flow Estimate
F low/Unit
# of Units I Units (qpd/unit)
3 I Cabin l 120
TOTAL DAILY FLOW (0) _
Septic Portion (based on daily flow estimate)
Gallons
750
84
360
1,194
Flow/Day (qpd)
366
360 gpd
I Required Minimum Septic Portion =
750 gal.
Dose Volume (determined from set drawdown distance)
Desired Drawdown Distance
4
in
Drawdown Volume (based on tank)
84.28
gallons
Emergency Storage Volume (based on daily flow estimate)
Daily Design Flow
360
gallons
TANK SELECTION
Shoaf Precast 1.000-oallon STB-347 Non -Traffic Rated Septic Tank (Liquid capacity 1287 oallons)
Gallons/inch
21.07
gallons/in
Interior Tank Height
60.50
inches
Tank Volume and Height Summary
Required
Required
Design Design
Gallons
Inches
Inches Gallons
Septic Portion 750
35.60
39.50 832
Dose Volume 84
4.00
4.00 84
ON to HWA 42
2.00
2.00 42
24 Hour Emergency Storage 360
17.09
15.00 316
Total 1,194
56.68
60.50 1,275
Tank Float Settings
Float Set Points
Float Set Points
from tank floor
from top of filter
(in)
(in)
Pump OFF
39.5
2.0
Pump ON
43.5
6.0
High Water Alarm
45.5
8.0
Pump Vault Specification
Interior Tank Height
60.5
inches
Tank Top Thickness
3.0
inches
Top Offset for PVU
3.0
inches
Total Height
66.5
inches
Filter height
24.0
inches
Required Height of PVU
57
inches
Bottom of PVU
9.5
inches from Tank Floor
Top of Filter
37.5
inches from Tank Floor
PVU Specification
PVU 57-24-19

Wastewater Treatment System Design Calculations
STEP Tank Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County: Lee
STEP TANK SIZING : 2 RV HOOKUPS PER TANK
Breakdown of Required STEP Tank Volumes
I
Gallons
1
Septic Portion
750
Dose Volume
84
24 Hour Emergpency Storage
200
�Total Tan kVolume
1,034
Daily Flow Estimate
# of Units (Units I glpd/unit)
(Flow/Day (qpd)
2 I RV Hookup 1 100
206
I
TOTAL DAILY FLOW (0) =I
200
gpd
Septic Portion (based on daily flow estimate)
Required Minimum Septic Portion =
750 gal.
Dose Volume (determined from set drawdown distance)
Desired Drawdown Distance
4
in
Drawdown Volume (based on tank)
84.28
gallons
Emergency Storar Volume (based on daily flow estimate)
Daily Design Flow
200
gallons
TANK SELECTION
Shoaf Precast 1.000-aallon STB-347 Non -Traffic Rated Seatic Tank
(Liauid caoacity 1287
gallons)
Gallons/inch
21.07
gallons/in
Interior Tank Height
60.50
inches
Tank Volume and Height Summary
Septic Portion
Dose Volume
ON toHWA
24 Hour Emergency Storage
I Total
Tank Float Settings
Pump Vault Specification
PVU Specification
Required
Required
Design
Design
Gallons
Inches
Inches
Gallons
750
35.60
39.50
832
84
4.00
4.00
84
42
2.00
2.00
42
200
9.49
15.00
316
1,034
49.09
60.50
1,275
Float Set Points
Float Set Points
from tank floor
from top of filter
(in)
(in)
Pump OFF
39.5
2.0
Pump ON
43.5
6.0
High Water Alarm
45.5
8.0
Interior Tank Height
60.5
inches
Tank Top Thickness
3.0
inches
Top Offset for PVU
3.0
inches
Total Height
66.5
inches
Filter height
24.0
inches
Required Height of PVU
57
inches
Bottom of PVU
9.5
inches from Tank Floor
Top of Filter
37.5
inches from Tank Floor
PVU 57-24-19

Wastewater Treatment System Design Calculations
STEP Tank Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County: Lee
STEP TANK SIZING: 3 RV HOOKUPS PER TANK
Breakdown of Required STEP Tank Volumes
I
Gallons
Septic Portion
750
Dose Volume
84
24 Hour Emergency Storage
300
Total Tank Volume
1,134
Daily Flow Estimate
# of Units IUnits I(Ipd/unit) (Flow/Day
(qpd)
3 I RV Hookup l 100
ko
TOTAL DAILY FLOW (0) = I
300
gpd
Septic Portion (based on daily flow estimate)
Required Minimum Septic Portion =
750 gal.
Dose Volume (determined from set drawdown distance)
Desired Drawdown Distance
4
in
Drawdown Volume (based on tank)
84.28
gallons
Emergency Storage Volume (based on daily flow estimate)
Daily Design Flow
300
gallons
TANK SELECTION
Shoaf Precast 1.000-oallon STB-347 Non -Traffic Rated Septic Tank (Liquid capacity 1287 oallons)
Gallons/inch
21.07
gallons/in
Interior Tank Height
60.50
inches
Tank Volume and Height Summary
Required
Required
Design Design
Gallons
Inches
Inches Gallons
Septic Portion 750
35.60
39.50 832
Dose Volume 84
4.00
4.00 84
ON to HWA 42
2.00
2.00 42
24 Hour Emergency Storage 300
14.24
15.00 316
Total 1,134
53.83
60.50 1,275
Tank Float Settings
Float Set Points
Float Set Points
from tank floor
from top of filter
(in)
(in)
Pump OFF
39.5
2.0
Pump ON
43.5
6.0
High Water Alarm
45.5
8.0
Pump Vault Specification
Interior Tank Height
60.5
inches
Tank Top Thickness
3.0
inches
Top Offset for PVU
3.0
inches
Total Height
66.5
inches
Filter height
24.0
inches
Required Height of PVU
57
inches
Bottom of PVU
9.5
inches from Tank Floor
Top of Filter
37.5
inches from Tank Floor
PVU Specification
PVU 57-24-19

Wastewater Treatment System Design Calculations
STEP Tank Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County: Lee
STEP TANK SIZING : BATHHOUSE FOR CAMPSITES
Breakdown of Required STEP Tank Volumes
I
Gallons
Septic Portion
1,641
Dose Volume
176
12 Hour Emergency Storage
488
Total Tank Volume
2,304
Daily Flow Estimate
Flow/Unit
# of Units (Units
I (qpd/unit)
(Flow/Day (gpd)
13 I Campsites
I 75
08
TOTAL
DAILY FLOW (0) =I
975
gpd
Septic Portion (based on daily flow estimate)
IFlow (gpd)
IMin. Volume
lGallons
Q<600
V=2Q=
600 <Q <1500
V = 1.17Q + 500 =
1641
1,500 < Q < 4,500
V = - 0.75Q + 1125 =
Q>4,500
= Q =
Daily flow =
975
gpd
Required Minimum
Septic Portion =
1,641 gal.
(per 15A NCAC 18E.0801(a)(4)
Dose Volume (determined from set drawdown distance)
Desired Drawdown Distance
4
in
Drawdown Volume (based on
tank)
175.8
gallons
Emergency Storage Volume (based on daily flow estimate)
Daily Design Flow
975
gallons
TANK SELECTION
Shoal Precast 2.500-oallon MS Non -Traffic Rated Septic Tank (STB-2103) (Liquid capacity 3.033 oallons)
Gallons/inch
43.95
gallons/in
Interior Tank Height
69.00
inches
Tank Volume and Height Summary
Required
Required
Design Design
Gallons
Inches
Inches Gallons
Septic Portion
1,641
37.33
49.00 2,154
Dose Volume
176
4.00
4.00 176
ON to HWA
88
2.00
2.00 88
12 Hour Emergency Storage
488
11.09
14.00 615
Total
2,304
52.42
69.00 3,033
Tank Float Settings
Float Set Points
Float Set Points
from tank floor
from top of filter
Pump OFF
49.�
2.0
Pump ON
53.0
6.0
High Water Alarm
55.0
8.0
Pump Vault Specification
Interior Tank Height
69.0
inches
Tank Top Thickness
4.0
inches
Top Offset for PVU
3.0
inches
Total Height
76.0
inches
Filter height
24.0
inches
Required Height of PVU
57
inches
Bottom of PVU
19.0
inches from Tank Floor
Top of Filter
47.0
inches from Tank Floor
PVU Specification
PVU 57-24-19

Wastewater Treatment System Desiqn Calculations
STEP Tank Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County: Lee
STEP TANK SIZING: CHURCH
Breakdown of Required STEP Tank Volumes
I
Gallons
Septic Portion
1,553
Dose Volume
176
12 Hour Emergency Storaqe
450
Total Tank Volume
2,179
Daily Flow Estimate
Flow/Unit
# of Units (Units
I (qpd/unit) (Flow/Day
(qpd)
300 I Attendees
I 3
906
TOTAL
DAILY FLOW (Q) =I
900
gpd
Septic Portion (based on daily flow estimate)
IFlow (gpd)
IMin. Volume lGallons
Q<600
V=2Q=
600 <Q <1500
V = 1.17Q + 500 =
1553
1,500 < Q < 4,500
V = - 0.75Q + 1125 =
Q>4,500
= Q =
Daily flow =
900
gpd
Required Minimum Septic Portion =
1,553 gal.
(per 15A NCAC 18E.0801(a)(4)
Dose Volume (determined from set drawdown distance)
Desired Drawdown Distance
4
in
Drawdown Volume (based on
tank)
175.8
gallons
Emergency Storage Volume (based on daily flow estimate)
Daily Design Flow
900
gallons
TANK SELECTION
Shoal Precast 2.500-oallon MS Non -Traffic Rated Septic Tank (STB-2103)
(Liquid capacity 3.033 oallons)
Gallons/inch
43.95
gallons/in
Interior Tank Height
69.00
inches
Tank Volume and Height Summary
Required
Required
Design Design
Gallons
Inches
Inches Gallons
Septic Portion
1,553
35.34
49.00 2,154
Dose Volume
176
4.00
4.00 176
ON to HWA
88
2.00
2.00 88
12 Hour Emergency Storage
450
10.24
14.00 615
Total
2,179
49.57
69.00 3,033
Tank Float Settings
Float Set Points
Float Set Points
from tank floor
from top of filter
Pump OFF
49.�
2 0
Pump ON
53.0
6.0
High Water Alarm
55.0
8.0
Pump Vault Specification
Interior Tank Height
69.0
inches
Tank Top Thickness
4.0
inches
Top Offset for PVU
3.0
inches
Total Height
76.0
inches
Filter height
24.0
inches
Required Height of PVU
57
inches
Bottom of PVU
19.0
inches from Tank Floor
Top of Filter
47.0
inches from Tank Floor
PVU Specification
PVU 57-24-19

Wastewater Treatment System Design Calculations
STEP Tank Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County: Lee
STEP TANK SIZING: MAIN BATHHOUSE
Breakdown of Required STEP Tank Volumes
I
Gallons
Septic Portion
1,378
Dose Volume
176
12 Hour Emergency Storage
375
Total Tank Volume
1,928
Daily Flow Estimate
Flow/Unit
# of Units Units (gpd/unit)
Flow/Day (qpd)
150 I Attendees 1 5
766
TOTAL DAILY FLOW (Q) =I
750
gpd
Septic Portion (based on daily flow estimate)
IFlow(gpd) IMin. Volume (Gallons
Q<600 V=2Q=
600 <Q <1500 V = 1.17Q + 500 =
1378
1,500 < Q < 4,500 V = - 0.75Q + 1125 =
Q > 4,500 = Q =
Daily flow =
750 gpd
Required Minimum Septic Portion = 1,378 gal.
(per 15A NCAC 18E.0801(a)(4)
Dose Volume (determined from set drawdown distance)
Desired Drawdown Distance
4
in
Drawdown Volume (based on tank)
175.8
gallons
Emergency Storage Volume (based on daily flow estimate)
I Daily Design Flow
750
gallons
TANK SELECTION
Shoaf Precast 2.000-oallon MS Non -Traffic Rated Septic Tank (STB-2102) (Liquid capacity
2,549 oallons)
Gallons/inch
43.95
gallons/in
Interior Tank Height
58.00
inches
Tank Volume and Height Summary
Septic Portion
Dose Volume
ON to HWA
12 Hour Emergency Storage
Total
Tank Float Settings
Pump Vault Specification
PVU Specification
Required
Required
Design
Design
Gallons
Inches
Inches
Gallons
1,378
31.34
38.00
1,670
176
4.00
4.00
176
88
2.00
2.00
88
375
8.53
14.00
615
1,928
43.87
58.00
2,549
Float Set Points
Float Set Points
from tank floor
from top of filter
Pump OFF
38.0
2.0
Pump ON
42.0
6.0
High Water Alarm
44.0
8.0
Interior Tank Height
58.0
inches
Tank Top Thickness
4.0
inches
Top Offset for PVU
3.0
inches
Total Height
65.0
inches
Filter height
24.0
inches
Required Height of PVU
57
inches
Bottom of PVU
8.0
inches from Tank Floor
Top of Filter
36.0
inches from Tank Floor
PVU 57-24-19

Spray Field Design

Sprayfield Sizing
PROJECT: Oaks at Wakefield
LOCATION: Lee County, NC
Sprayfield Loading from Soil Scientist
Loading Rates From Soil Scientist:
Infiltration Rate = 0.2 in/hr from Soil Scientist
Application Depth = 0.5 in/week
26.0 in/yr
Sprayfield Loading from Water Balance
Actual Annual Flow to Field =
2,044,000
gal/yr
* From Water Balance Actual Annual Irrigation
Actual Max. Monthly Flow to Field =
176,824
gal
* From Water Balance Max. Month
Max. Daily Wastewater Flow (Utilized in Design) =
5,600
gpd
*Average Daily Flow From Water Balance for Max. Month
Area Required Based on Loading Rates =
126,114
s.f.
* From Water Balance Actual Annual Irrigation
2.895
ac.
Sprayfield Layout
Number of Zones 6
Spray Head Information: Zones 1-6
SprayHead Size = Rainbird 3/16"
Nozzle Type = 30H 3/16" Brass Straight Bore Nozzle (SBN-3)
Nozzle Pressure = 35 psi
Nozzle Flow @ Pressure = 6.00 gpm/head
Number of Sprayheads = 24
Zone Summary
Sprayhead Information
Zone
Area
Elevation
No. of
No.
Number
sgqft
in/hr
ft)
W
Model
1
25,623
0.090
2 5
4
30H
2
25,623
0.096
305
4
30H
3
25,623
0.090
314
4
30H
4
25,623
0.090
300
4
30H
5
25,623
0.096
310
4
30H
6
25,624
0.090
325
4
30H
Average
0.092
Nominal
Sprinkler
Nozzle
Nozzle
Nozzle
Zone
Zone
Radius
Flowrate
Size
Pressure
Flowrate
No.
Number
(75)
(14 )
47
(i0)
3/116"
2
47
6.00
3/16"
35
24
3
47
6.00
3/16"
35
24
4
47
6.00
3/16"
35
24
5
47
6.00
3/16"
35
24
6
47
6.00
3/16"
35
24
Total Sprayhead Coverage
considering overlap
138,152
s.f.
3.17
ac.
Normal Operation
Pump Run Time/event
39
min
Approximate Cycle Volume
933
gallons
Total Gallons/Week/Zone
6533
gallons
Total Gallons/Week to Entire
Field
39200
gallons
Actual Application Rate Information
Based on Wetted Area PROVIDED
Field Application Rate =
144
gpm
*Total application from all
6 Sprayheads
Total Field Area =
138,152
s.f.
*Total area of
all zones with overlap
Rate/Hour =
0.100
in/hr (should be <
0.2
in/hr)
Rate/Week =
0.46
in/week (should be <
0.5
in/week)
For Max. Month in Water Balance
I
Rate/Year =
23.73
in/yr (should be <
26
in/yr)
* For Actual Annual Application in Water Balance

Sprayfield Dose Design
PROJECT: Oaks at Wakefield
LOCATION: Lee County, NC
Wastewater Flow
Max. Daily Wastewater Flow
Sprayfield Zone Summary
5,600 gallons/day *Average Daily Flow From Water Balance for Max. Month
Flowrate
Zone No.
Sprayfield
Pump
(qpm
1
1
Irrigation Pump
24.(i0
2
1
Irrigation Pump
24.000
3
1
Irrigation Pump
24.000
4
1
Irrigation Pump
24.000
5
1
Irrigation Pump
24.000
6
1
Irrigation Pump
24.000
Total
144.000
Sprayfield Dosing Summary
Desired Dose/Zone/Day 2
Number of Zones 6
** Each zone will be dosed will be dosed twice per day
Zone Cycle Times
Total Run Time Per Day/Zone
38.89
min
Run Time per Zone/Dose
19.44
min
Dose Volume Per Zone/Dose
Zone 1
466.7
gallons
Zone 2
466.7
gallons
Zone 3
466.7
gallons
Zone 4
466.7
gallons
Zone 5
466.7
gallons
Zone 6
466.7
qallons
Maximum
466.7
gallons
Timer Settings
Pump Cycles/Day
12
Cycle Time
2 hrs
Pump ON
19.4 min
Pump OFF
100.6 min
1.7 hrs
Area
Zone
(sq. ft.)
(acres)
1
25,623
0.59
2
25,623
0.59
3
25,623
0.59
4
25,623
0.59
5
25,623
0.59
6
25,624
0.59

Pump Design

Wastewater Treatment System Design Calculations
PROJECT: Oaks at Wakefield
Location: 385 Wakefield Road
Sanford, NC 27330
County: Lee County, NC
Flow Equalization/ Recirculation Tank
TANK SIZE PROVIDED =I 12,000 gal.
Shoaf HS/20 PT-2093
Interior Tank Height: 100.50 in
Gallons Per Inch: 121.56 gal/in
Recirculation Settings
Total Daily Equalizd Flow: 5,605 gpd
Treatment Unit Recirc. Ratio: 3.0 : 1
Total Volume to each Treatment Unit: 16,815 gpd
Doses/Hour:
41doses
Required Doses/Day:
96 doses
Dose Volume:
175 gal/dose
Pump Flowrate j
48.O1gpm
One Dose Every:
15 min
Pump Time ON:
3.6 min
Pump Time OFF:
11.4 min
Tank Float Settings
'Measured from Tank Floor
Timer Enable / Low Water
Pump on/Peak Enable
High Water Alarm
Float Set Points
AX100 Unit Dose Rate
(in)
48.5 2" above Biotube filter cartridge
72.5 2" above equalized volume
74.5 2" Above Peak Enable

Wastewater Treatment System Design Calculations
PROJECT: Oaks at Wakefield
Location: 385 Wakefield Road
Sanford, NC 27330
County: Lee County, NC
Recirculcation Pump to AX-100 1
Friction Losses
Suction Head
0.0 ft.
Elev. Difference (highest point from pump)
12.5 ft.
Design Pressure At Outlet =
3.0 ft.
Pipe Length =
15.0 ft.
Pipe Diameter (ID) =
2.047 in.
Line Loss/100 ft =
3.91 ft/100 ft.
Friction Loss - Line =
0.59 ft.
SUBTOTAL =
16.1 ft.
Friction Loss - Fittings (5%) =
0.80 ft.
I TOTAL =
16.89 ft.
Pump Efficiency = 0.7 (assumed, typical)
Motor Efficiency = 0.9 (assumed for electric pumps)
Flow = 48.0 gpm
(48 gpm to AX100)
Pump Selection
Manufacturer = Orenco
Model = PF5005 12
Horsepower = 0.5
450
400
w
350 —
c
4 300 —
Ica 250
cc
m
y 200 —
� 150
e 100
IQ
0
0 10 20 30 40 50 60 70 80 90
Flow in gallons per minute (gpm)
,--� 1
PF50 Series, 60 Hz, 0.5 - 5.0 hp
(submersible = 0)
2.0" Schedule 40 PVC
Operating Point

Wastewater Treatment System Design Calculations
PROJECT: Oaks at Wakefield
Location: 385 Wakefield Road
Sanford, NC 27330
County: Lee County, NC
Recirculcation Pump to AX-100 2
Friction Losses
Suction Head 0.0 ft.
Elev. Difference (highest point from pump) 13.5 ft.
Design Pressure At Outlet =3.0 ft.
Pipe Length = 22.0 ft.
Pipe Diameter (ID) = 2.047 in.
Line Loss/100 ft = 3.91 ft/100 ft.
Friction Loss - Line = 0.86 ft.
SUBTOTAL = 17.4 ft.
Friction Loss - Fittings (5%) = 0.87 ft.
I TOTAL = 18.23 ft.
Pump Efficiency = 0.7 (assumed, typical)
Motor Efficiency = 0.9 (assumed for electric pumps)
Flow = 48.0 gpm (48 gpm to AX100)
Pump Selection
Manufacturer = Orenco
Model = PF5005 12
Horsepower = 0.5
450
PF5050
400
Oi
ti
350
c
O300
i
PF5030
`b
250
� 200
PF50 Series, 60 Hz, 0.5 - 5.0 hp
. I p 1 1 I L I .l I. _.
(submersible = 0)
2.0" Schedule 40 PVC
PF5015
e 150 Operating Point
A�
`b PF5010 - "
a 100
1� PF5007
50 pF5005
0 10 20 30 40 50 60 70 80 90
Flow in gallons per minute (gpm)

Wastewater Treatment System Design Calculations
PROJECT: Oaks at Wakefield
Location: 385 Wakefield Road
Sanford, NC 27330
County: Lee County, NC
Recirculcation Pump to AX-100 3
Friction Losses
Suction Head
0.0
ft. (submersible = 0)
Elev. Difference (highest point from pump)
13.5
ft.
Design Pressure At Outlet =
3.0
ft.
Pipe Length
30.0
ft.
Pipe Diameter (ID) _
2.047
in. 2.0"Schedule 40 PVC
Line Loss/100 ft =
3.91 ft/100 ft.
Friction Loss - Line =
1.17 ft.
SUB -TOTAL =
17.67 ft.
Friction Loss - Fittings (5%) =
0.88 ft.
TOTAL =
18.56 ft.
Pump Efficiency = 0.7 (assumed, typical)
Motor Efficiency =
0.9
(assumed for electric pumps)
Flow to Pod =
48.0
gpm (48 gpm to AX100; 5 gpm to Septic Tank)
Pump Selection
Manufacturer =
Orenco
Model =
PF5007 12
Horsepower =
0.5
450
400
m
w 350
fi
G 300
ti
250
m
200
150
w.
100
Id
50
0
0 10 20 30 40 50 60 70 80 90
Flow in gallons per minute (gpm)
Operating Point

Wastewater Treatment System Design Calculations
PROJECT: Oaks at Wakefield
Location: 385 Wakefield Road
Sanford, NC 27330
County: Lee County, NC
Septic Tank Return Pump
Friction Losses
Suction Head
0.0
ft. (submersible = 0)
Elev. Difference (highest point from pump)
34.0
ft.
Design Pressure At Outlet =
3.0
ft.
Pipe Length =
190.0
ft.
Pipe Diameter (ID) _
2.047
in. 2.0"Schedule 40 PVC
Line Loss/100 ft =
1.64 ft/100 ft.
Friction Loss - Line =
3.11 ft.
SUB -TOTAL =
40.11 ft.
Friction Loss - Fittings (5%) =
2.01 ft.
TOTAL =
42.12 ft.
Pump Efficiency = 0.7 (assumed, typical)
Motor Efficiency =
0.9
(assumed for electric pumps)
Flow to ST =
30.0
gpm (30 gpm to Septic Tank)
Pump Selection
Manufacturer =
Orenco
Model =
PF3005 12
Horsepower =
0.5
900
800
700
4 600
F�
500
w
c� 400
a 300
a
2 200
ti
100
r
■■■■PF30
Series, 60 ,
■■■■■■■■■■■■■■■■■■
■■■■■■■■■■■■■■■■■■
L'�J■■■■■ram■■�:��■■
0-
0
/ Operating Point
5 10 15 20 25 30 35 40 45
Flow in gallons per minute {gpm)

Irrigation Pump Sizing
PROJECT: Oaks at Wakefield
LOCATION: Lee County, INC
Irrigation Pump A Summary
Irrigation Pump Pump
Irrigated Zones Zones 1-3
Irrigation Zone Summary
Nominal
Zone
Nozzle
No. of
Flowrate
Pressure
Elevation
Sprayheads
No.
I ml
V.
1r]sil
#1
Zone 1
J5
29
Zone 2
24.00
35
305
4
Zone 3
24.00
35
314
4
Total
Zone
Dynamic
Fll(owrate
Head
)
I Zone 1
200
�5 0
Zone 2
24.00
107.22
Zone 3
24.00
118.49
Irrigation Pump Sizing Zone 1
Suction Lift (liquid surface to pump impeller) _
Eleva# Difference / umo to h�'ghest ooint)'
round Elev. Highest $pray Head
Riser Height =
Elev. Of Purn =
Total Elevation Head =
Pressure Required At Spray Heads =
Nozzle Flowrate =
gab
800
w
C
700
FC 600
500
w
t
� 400
'E
e
300
b
� 200
100
0
c
Irrigation Pump 1 Selection
Manufacturer: Ownco Systems
Model: PF3010
Horsepower: 1.0 HP
5 10 15 20 25 30 35 40 45
Flow in gallons per minute (gpm)
Irrigation Pump Sizing Zone 2
0 ft.
Suction Lift (liquid surface to pump impeller) =
0 ft.
Elevation Difference / to h�'ghest -Dint)'
295 ft.
Ground Elev. @ Highest $pray Head =
305 ft.
4 ft.
Riser Height=
4 ft.
324 ft.
Elev. Of PumR=
324 ft.
-25.0 ft.
Total Elevation Head =
-15.0 ft.
35 psi
Pressure Required At Spray Heads =
35 psi
80.85 ft.
80.85 ft.
6.00 gpm
Nozzle Flowrate =
6.00 gpm
Friction Losses (a--rox.)
Line Segment 1
# Heads Supplied By This Portion of Line = 4
Pipe Diameter = 2.047 in. Flow = 24.00 gpm
Pipe Length = 835 ft. Velocity = 2.34 ft/sec
Est. Friction Loss per 100' = 1.08 ft/10o ft.
Estimated Friction Loss = 9.05 ft.
Friction Losses (a--roX.)
Line Segment 1
# Heads Supplied By This Portion of Line = 4
Pipe Diameter = 2.047 in. Flow = 24.00 gpm
Pipe Length = 835 ft. Velocity = 2.34 ft/sec
Est Friction Loss per 100' = 1.08 ft/10o ft.
Estimated Friction Loss = 9.05 ft.
Operafing Points
Irrigation Pump Sizing Zone 3
Suction Lift (liquid surface to pump impeller) =
0 ft.
Elevation Difference ( to hq'ast -Dint)'
Ground Elev. @ Highest $pray Head =
314 ft.
Riser Height=
4 ft.
Elev. Of Pumq=
324 ft.
Total Elevation Head =
_6 0 ft.
Pressure Required At Spray Heads =
35 psi
80.85 ft.
Nozzle Flowrate =
6.00 gpm
Friction Losses (a--roX.)
Line Segment 1
# Heads Supplied By This Portion of Line = 4
Pipe Diameter = 2.047 in. Flow = 24.00 gpm
Pipe Length = 835 ft. Velocity = 2.34 ft/sec
Est. Friction Loss per 100' = 1.08 ft/10o ft.
Estimated Friction Loss = 9.05 ft.
Line Segment 2 Line Segment 2 Line Segment 2
# Heads Supplied By This Portion of Line = 4 # Heads Supplied By This Portion of Line = 4 # Heads Supplied By This Portion of Line = 4
Pipe Diameter = 2.047 in. Flow = 24.00 gpm Pipe Diameter = 2.047 in. Flow = 24.00 gpm Pipe Diameter = 2.047 in. Flow = 24.00 gpm
Pipe Length = 80 ft. Velocity = 2.34 ft/sec Pipe Length = 170 ft. Velocity = 2.34 ft/sec Pipe Length = 330 ft. Velocity = 2.34 ft/sec
Est Friction Loss per 100' = 1.08 ft/100 ft. Est Friction Loss per 100' = 1.08 ft/100 ft. Est Friction Loss per 100' = 1.08 ft/100 ft.
Estimated Friction Loss = 0.87 ft. Estimated Friction Loss = 1.84 ft. Estimated Friction Loss = 3.58 ft.

Irrigation Pump Sizing Zone 1: Continued
Line Segment 3
# Heads Supplied By This Portion of Line =
Pipe Diameter = 1.59 in.
Pipe Length = 75 ft.
Est Friction Loss per 100' =
Estimated Friction Loss =
Line Segment 4
# Heads Supplied By This Portion of Line =
Pipe Diameter = 1.36 in.
Pipe Length = 75 ft.
Est Friction Loss per 100' =
Estimated Friction Loss =
Line Segment 5
# Heads Supplied By This Portion of Line =
Pipe Diameter = 1.029 in.
Pipe Length = 75 ft.
Est Friction Loss per 100' =
Estimated Friction Loss =
3
Flow = 18.00 gpm
Velocity = 2.91 ft/sec
2.17 ft/100 ft.
1.63 ft.
2
Flow = 12.00 gpm
Velocity = 2.65 ft/sec
2.19 ft/100 ft.
1.65 ft.
1
Flow = 6.00 gpm
Velocity = 2.31 ft/sec
2.36 ft/100 ft.
1.77 ft.
Irrigation Pump Sizing Zone 2: Continued
Line Segment 3
# Heads Supplied By This Portion of Line = 3
Pipe Diameter = 1.59 in. Flow = 18.00 gpm
Pipe Length = 75 ft. Velocity = 2.91 ft/sec
Est Friction Loss per 100' = 2.17 ft/100 ft.
Estimated Friction Loss = 1.63 ft.
Line Segment 4
# Heads Supplied By This Portion of Line = 2
Pipe Diameter = 1.36 in. Flow = 12.00 gpm
Pipe Length = 75 ft. Velocity = 2.65 ft/sec
Est. Friction Loss per 100' = 2.19 ft/100 ft.
Estimated Friction Loss = 1.65 ft.
Line Segment 5
# Heads Supplied By This Portion of Line = 1
Pipe Diameter = 1.029 in. Flow = 6.00 gpm
Pipe Length = 75 ft. Velocity = 2.31 ft/sec
Est Friction Loss per 100' = 2.36 ft/100 ft.
Estimated Friction Loss = 1.77 ft.
Irrigation Pump Sizing Zone 3: Continued
Line Segment 3
# Heads Supplied By This Portion of Line = 3
Pipe Diameter = 1.59 in. Flow = 18.00 gpm
Pipe Length = 75 ft. Velocity = 2.91 ft/sec
Est Friction Loss per 100' = 2.17 ft/100 ft.
Estimated Friction Loss = 1.63 ft.
Line Segment 4
# Heads Supplied By This Portion of Line = 2
Pipe Diameter = 1.36 in. Flow = 12.00 gpm
Pipe Length = 75 ft. Velocity = 2.65 ft/sec
Est. Friction Loss per 100' = 2.19 ft/100 ft.
Estimated Friction Loss = 1.65 ft.
Line Segment 5
# Heads Supplied By This Portion of Line = 1
Pipe Diameter = 1.029 in. Flow = 6.00 gpm
Pipe Length = 75 ft. Velocity = 2.31 ft/sec
Est. Friction Loss per 100' = 2.36 ft/100 ft.
Estimated Friction Loss = 1.77 ft.
Summary of Head Calculation
Summary of Head Calculation
Summary of Head Calculation
Suction Lift
0.00 ft.
Suction Lift
0.00 ft.
Suction Lift
0.00 ft.
Elevation Difference
-25.00 ft.
Elevation Difference
-15.00 ft.
Elevation Difference
-6.00 ft.
Nozzle Pressure
80.85 ft.
Nozzle Pressure
80.85 ft.
Nozzle Pressure
80.85 ft.
Line Segment 1
9.05 ft.
Line Segment 1
9.05 ft.
Line Segment 1
9.05 ft.
Line Segment
0.87 ft.
Line Segment
1.84 ft.
Line Segment
3.58 ft.
Line Segment 3
1.63 ft.
Line Segment 3
1.63 ft.
Line Segment 3
1.63 ft.
Line Segment
1.65 ft.
Line Segment
1.65 ft.
Line Segment
1.65 ft.
Line Segment 5
1.77 ft.
Line Segment 5
1.77 ft.
Line Segment 5
1.77 ft.
Spin Filter (1.5")
9.24 ft.
Spin Filter (1.5")
9.24 ft.
Spin Filter (1.5")
9.24 ft.
Flowmeter (1.5")
2.31 ft.
Flowmeter (1.5")
2.31 ft.
Flowmeter (1.5")
2.31 ft.
Solenoid Valve (1")
8.78 ft.
Solenoid Valve (1")
8.78 ft.
Solenoid Valve (1")
8.78 ft.
Sunbtto�taal
91.14
102.12
112.85
FittToial
nngqS��u((btotal
FittToial
Fl n�gqSu((btotal l
Dynamic Head=
95.70 ft.
Dynamic Hea�=
107.22 ft.
Toial Dynamic Head =
118.49 ft.

Irrigation Pump Sizing
PROJECT: Oaks at Wakefield
LOCATION: Lee County, NC
Irrigation Pump B Summary
Irrigation Pump Pump B
Irrigated Zones Zones 4-6
Irrigation Zone Summary
Nominal
Zone
Nozzle
No. of
Flowrate
Pressure
Elevation
Sprayheads a.
No.
( 1
it
l�5
((ft
(#) m
Zone 4
0
30�
4 t
Zane 5
Zone 6
24.00
24.00
35
35
310
325
4 '
4 C
V
Total
d
Zone
Dynamic
N
Flowrate
Head
No.
(QQyyJnl
ft
W
Zone 4
Zone 5
24.00
24.00
9.8
113.93
Zone 6
24.00
129.62
w
Irrigation Pump Sizing Zone 4
Suction Lift (liquid surface to pump impeller) =
Elevation Difference (Dump to hiahest point):
Ground Elev. @ Highest Spray Head =
Riser Height =
Elev. Of Pumq =
Total Elevation Head =
Pressure Required At Spray Heads =
Nozzle Flowrate =
Irrigation Pump 2 Selection
Manufactu Orenco Systems
Model: PF3010
Horsepowr 1.0 HP
:11
i■OMEN
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■MEMO
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L 5 10 15 20 25 30 35 40 45
Flow in gallons per minute (gpm)
Irrigation Pump Sizing Zone 5
0 R. Suction Lift (liquid surface to pump impeller) _
Elevation Difference (Dump to hiahest point):
300 R. Ground Elev. @ Highest Spray Head =
4 R. Riser Height =
324 R. Elev. Of Pumq =
-20.0 R. Total Elevation Head =
35 psi Pressure Required At Spray Heads =
80.83 R.
6.00 gpm Nozzle Flowrate =
Friction Losses laDD-1
Line Segment 1
# Heads Supplied By This Portion of Line = 4
Pipe Diameter= 2.047 in. Flow= 24.00 gpm
Pipe Length = 835 R. Velocity = 2.34 ft/sec
Est. Friction Loss per 100' = 1.08 ft/100 ft.
Estimated Friction Loss = 9.05 R.
/ Operating Points
Irrigation Pump Sizing Zone 6
0 ft. Suction Lift (liquid surface to pump impeller) _
Elevation Difference (Dump to hiahest point):
310 R. Ground Elev. @ Highest Spray Head =
4 R. Riser Height =
324 R. Elev, Of Pumq =
-10.0 R. Total Elevation Head =
35 psi Pressure Required At Spray Heads =
80.83 R.
6.00 gpm Nozzle Flowrate =
Friction Losses (aDD-)
Line Segment 1
# Heads Supplied By This Portion of Line = 4
Pipe Diameter= 2.047 in. Flow= 24.00 gpm
Pipe Length = 835 R. Velocity = 2.34 ft/sec
Est. Friction Loss per 100' = 1.08 R/100 ft.
Estimated Friction Loss = 9.05 R.
0 R.
325 R.
4 R.
324 R.
5.0 R.
35 psi
80.83 R.
6.00 gpm
Friction Losses (aoorox. )
Line Segment 1
# Heads Supplied By This Portion of Line = 4
Pipe Diameter= 2.047 in. Flow= 24.00 gpm
Pipe Length = 835 R. Velocity = 2.34 ft/sec
Est. Friction Loss per 100' = 1.08 R/100 ft.
Estimated Friction Loss = 9.05 R.
Line Segment 2 Line Segment 2 Line Segment 2
# Heads Supplied By This Portion of Line = 4 # Heads Supplied By This Portion of Line = 4 # Heads Supplied By This Portion of Line = 4
Pipe Diameter= 2.047 in. Flow= 24.00 gpm Pipe Diameter= 2.047 in. Flow= 24.00 gpm Pipe Diameter= 2.047 in. Flow= 24.00 gpm
Pipe Length = 120 R. Velocity = 2.34 ft/sec Pipe Length = 300 R. Velocity = 2.34 ft/sec Pipe Length = 295 R. Velocity = 2.34 ft/sec
Est. Friction Loss per 100' = 1.08 ft/100 ft. Est. Friction Loss per 100' = 1.08 R/100 ft. Est. Friction Loss per 100' = 1.08 R/100 ft.
Estimated Friction Loss = 1.30 R. Estimated Friction Loss = 3.25 R. Estimated Friction Loss = 3.20 R.

Irrigation Pump Sizing Zone 4: Continued
Irrigation Pump Sizing Zone 5: Continued
Line Segment 3
Line Segment 3
# Heads Supplied By This Portion of Line =
1
# Heads Supplied By This Portion of Line =
3
Pipe Diameter= 1.029 in.
Flow= 6.00 gpm
Pipe Diameter= 1.59 in.
Flow=
18.00 gpm
Pipe Length = 75 ft.
Velocity = 2.31 ft/sec
Pipe Length = 75 ft.
Velocity =
2.91 ft/sec
Est. Friction Loss per 100' =
2.36 ft/100 ft.
Est. Friction Loss per 100' =
2.17 ft/100
ft.
Estimated Friction Loss =
1.77 ft.
Estimated Friction Loss =
1.63 ft.
Line Segment 4
Line Segment 4
# Heads Supplied By This Portion of Line =
1
# Heads Supplied By This Portion of Line =
2
Pipe Diameter= 1.029 in.
Flow= 6.00 gpm
Pipe Diameter= 1.36 in.
Flow=
12.00 gpm
Pipe Length = 75 ft.
Velocity = 2.31 ft/sec
Pipe Length = 75 ft.
Velocity =
2.65 ft/sec
Est. Friction Loss per 100' =
2.36 ft/100 ft.
Est. Friction Loss per 100' =
2.19 ft/100
ft.
Estimated Friction Loss =
1.77 ft.
Estimated Friction Loss =
1.65 ft.
Line Segment 5
# Heads Supplied By This Portion of Line =
1
Pipe Diameter= 1.029 in.
Flow=
6.00 gpm
Pipe Length = 75 ft.
Velocity =
2.31 ft/sec
Est. Friction Loss per 100' =
2.36 ft/100
ft.
Estimated Friction Loss =
1.77 ft.
Summary of Head Calculation
Summary of Head Calculation
Suction Lift
0.00 ft.
Suction Lift
0.00 ft.
Elevation Difference
-20.00 ft.
Elevation Difference
-10.00 ft.
Nozzle Pressure
80.83 ft.
Nozzle Pressure
80.83 ft.
Line Segment 1
9.05 ft.
Line Segment 1
9.05 ft.
Line Segment 2
1.30 ft.
Line Segment 2
3.25 ft.
Line Segment 3
1.77 ft.
Line Segment 3
1.63 ft.
Line Segment 4
1.77 ft.
Line Segment 4
1.65 ft.
Line Segment 5
1.77 ft.
Spin Filter (1.5")
9.24 ft.
Spin Filter (1.5")
9.24 ft.
Flowmeter(1.5")
2.31 ft.
Flowmeter(1.5")
2.31 ft.
Solenoid Valve (1")
8.78 ft.
Solenoid Valve (1")
8.78 ft.
Subtotal
95.05
Subtotal
108.51
Fittings (5 % of SubTotal) =
4.75 ft.
Fittings (5 % of SubTotal) =
5.43 ft.
Total Dynamic Head =
99.80 ft.
Total Dynamic Head =
113.93 ft.
Irrigation Pump Sizing Zone 6: Continued
Line Segment 3
# Heads Supplied By This Portion of Line =
3
Pipe Diameter= 1.59 in.
Flow= 18.00 gpm
Pipe Length = 75 ft.
Velocity = 2.91 ft/sec
Est. Friction Loss per 100' =
2.17 ft/100 ft.
Estimated Friction Loss =
1.63 ft.
Line Segment 4
# Heads Supplied By This Portion of Line = 2
Pipe Diameter= 1.36 in. Flow= 12.00 gpm
Pipe Length = 75 ft. Velocity = 2.65 ft/sec
Est. Friction Loss per 100' = 2.19 ft/100 ft.
Estimated Friction Loss = 1.65 ft.
Line Segment 5
# Heads Supplied By This Portion of Line =
1
Pipe Diameter= 1.029 in.
Flow= 6.00 gpm
Pipe Length = 75 ft.
Velocity = 2.31 ft/sec
Est. Friction Loss per 100' =
2.36 ft/100 ft.
Estimated Friction Loss =
1.77 ft.
Summary of Head Calculation
Suction Lift
0.00 ft.
Elevation Difference
5.00 ft.
Nozzle Pressure
80.83 ft.
Line Segment 1
9.05 ft.
Line Segment 2
3.20 ft.
Line Segment 3
1.63 ft.
Line Segment 4
1.65 ft.
Line Segment 5
1.77 ft.
Spin Filter (1.5")
9.24 ft.
Flowmeter(1.5")
2.31 ft.
Solenoid Valve (1")
8.78 ft.
Subtotal
123.45
Fittings (5 % of SubTotal) =
6.17 ft.
Total Dynamic Head =
129.62 ft.

STEP Pump Selection
PROJECT: Oaks at Wakefield
LOCATION: Lee County, NC
Force Main Summary
I Pump Flow (gpm) TDH (ft)
Pump at Bathhouse (Cabins) 10.00 88.69
Pump at Church 10.00 114.44
Pump Selection (for STEP Tanks): PF1005
Friction Losses (anDrox.)
Suction Lift (liquid surface to pump
impeller) =
0 ft.
Pump at Bathhouse (Cabins)
to Treatement
Pipe Diameter=
1.36 in.
Flow=
10.0 gpm
Pipe Length =
1300 ft.
Velocity =
2.21 ft/sec
Est. Friction Loss per 100' =
1.57 flit 00 ft.
Estimated Friction Loss =
20.36 ft.
Total Elevation Head =
53 ft.
Fittings (5 % of SubTotal) =
3.67 ft.
Pipe Diameter=
2.047 in.
Flow=
10.0 gpm
Pipe Length =
520 ft.
Velocity =
0.97 fVsec
Est. Friction Loss per 100' =
0.21 ft/100 ft.
Estimated Friction Loss =
1.11 ft.
Total Elevation Head =
10 ft.
Fittings (5 % of SubTotal) =
0.56 ft.
TDH =
88.69 ft.
450
400
350
t
x 300
R�
aR 250
200
1S0
a
100
ti
So
0
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0 2 4 6 6 10 12 14 16 18
Flow in gallons per minute (gpm)
Pump at Church to Treatment
Pipe Diameter= 1.36 in.
Flow=
10.0 gpm
Pipe Length = 920 ft.
Velocity =
2.21 fVsec
Est. Friction Loss per 100' =
1.57 ft/100 ft.
Estimated Friction Loss =
14.41 ft.
Total Elevation Head =
48 ft.
Fittings (5 % of SubTotal) =
3.12 ft.
Pipe Diameter= 1.57 in.
Flow=
10.0 gpm
Pipe Length = 1345 ft.
Velocity =
1.66 ft/sec
Est. Friction Loss per 100' =
0.78 ft/100 ft.
Estimated Friction Loss =
10.47 ft.
Total Elevation Head =
25 ft.
Fittings (5 % of SubTotal) =
1.77 ft.
Pipe Diameter= 2.047 in.
Flow=
10.0 gpm
Pipe Length = 520 ft.
Velocity =
0.97 fVsec
Est. Friction Loss per 100' =
0.21 ft/100 ft.
Estimated Friction Loss =
1.11 ft.
Total Elevation Head =
10 ft.
Fittings (5 % of SubTotal) =
0.56 ft.
TDH =
114.44 ft.
Operating Point

Elevation Determinations

Elevation Calculations
PROJECT, Oaks at Wakefield
Location, 385 Wakefield Road
County Sanford, NC 27330
Lee County, NC
Elevation Determination Sheet
6,500-gallon Septic Tank(TR)
12,000-gallon Recirc/FEQTank(TR)
GS at Stubout
351 ft
GS at FED Tank
333 ft
Cover Over Stubout
1.5 ft
Cover Over FED Tank
2.5 ft
Elevation @ Stubout Invert
349.5 ft
Elevation at FED Tank
330.5 ft
GS at ST
351 ft
Distance to Inlet Invert from Top
1.6 ft
Cover over ST
2 ft
Elevation at Inlet Invert
328.9 ft
Distance to Inlet Invert from Top
1.1 ft
Elevation at Inlet Invert
347.9 ft
Pipe Length from ST to FED Tank
150 ft
Slope to FED Tank
12.4
Pipe Length to ST
40 ft
Slope to ST
4.0 %
External Tank Height
11.4 ft
Elevation at Exterior Bottom of Tank
319.1 ft
Disance to Outlet Invert from Top
1.4 ft
Tank Bottom Thickness
0.7 ft
Elevation at Outlet Invert
347.6 ft
Elevation at Tank Floor
319.8 ft
Gravel Bed Thickness
0.5 ft
External Tank Height
9.1 ft
Bottom of Excavation Elevation
318.6 ft
Elevation at Exterior Bottom of Tank
339.9 ft
Tank Bottom Thickness
0.5 ft
Distance to Outlet Invert from Top
2.0 ft
Elevation at Tank Floor
340.4 ft
Elevation at Outlet Invert
328.5 ft
Gravel Bed Thickness
0.5 ft
Bottom of Excavation Elevation
339.4 ft
AX100 Treatment Units
Height of Treatment Unit
3.5 ft
3,000-gallon Grease Tank (Non-TR)
Distance to Outlet Invert from Top
3.4 ft
GS at Stubout
351.5 ft
Gravel Bed Thickness
0.5 ft
Cover Over Stubout
1.5 ft
Elevation at Stubout Invert
350 ft
1 GS at AX100
333 ft
Height of Unit Above Finished Grade
0.5 ft
GS at GT
351.5 ft
Elevation at Top of Unit
333.5 ft
Cover over GT
1 ft
Elevation at Outlet Invert
330.1 ft
Distance to Inlet Invert from Top
1 ft
Pipe Length to FED Tank
7 ft
Elevation at Inlet Invert
349.5 ft
Pipe Slope to FED Tank
23.2
Pipe Length to GT
15 ft
2 GS at AX100
335 ft
Pipe Slope to GT
3.3 %
Height of Unit Above Finished Grade
0.5 ft
Elevation at Top of Unit
335.5 ft
Distance to Outlet Invert from Top
1.2 ft
Elevation at Outlet Invert
332.1 ft
Elevation at Outlet Invert
349.3 ft
Pipe Length to FED Tank
20 ft
Pipe Length from GT to ST
60 ft
Pipe Slope to FED Tank
18.1
Pipe Slope from GT to ST
2.4
3 GS at AX100
334 ft
External Tank Height
7.3 ft
Height of Unit Above Finished Grade
0.5 ft
Elevation at Exterior Bottom of Tank
343.2 ft
Elevation at Top of Unit
334.5 ft
Tank Bottom Thickness
0.3 ft
Elevation at Outlet Invert
331.1 ft
Elevation at Tank Floor
343.5 ft
Pipe Length to RSV
15 ft
Gravel Bed Thickness
0.5 ft
Pipe Slope to RSV
2.2
Bottom of Excavation Elevation
342.7 ft
Recirculating Splitter Valve
Distance to RSV above FED Tank
0.25 ft
Elevation at RSV Inlet Invert
330.8 ft
Drop Across RSV
0.17 ft
Elevation at RSV Outlet Invert
330.6 ft
14,000-gallon Pump Tank (TR)
GS at PT
331 ft
Cover Over PT
2 ft
Elevation at PT
329 ft
Distance to Inlet Invert above PT
0.25 ft
(located in riser)
Elevation at PT Inlet Invert
329.3 ft
Pipe Length from RSV to PT
15 ft
Slope from RSV to PT
8.9
External Tank Height
11.4 ft
Elevation at Exterior Bottom of Tank
317.6 ft
Tank Bottom Thickness
0.7 ft
Elevation at Tank Floor
318.3 ft
Gravel Bed Thickness
0.5 ft
Bottom of Excavation Elevation
317.1 ft
Internal Tank Height
118.5 ft
Riser Heights (extend risers 6" above grade)
Septic Tank
2.5 ft
30 in
Grease Tank
1.5 ft
18 in
Recirculation / Flow EQ Tank
3.0 ft
36.0 k
Pump Tank
2.5 ft
30.0 in
Storage Tanks (x2)
2.5 ft
30 in
Float Settings (Recirc Pumps in FEQ Tank)
Height from
Elev. (ft) Tank Floor (in)
Timer Enable/Low Water
44.00
44
Timer Peak Enable
64.00
64
High Water Alarm
84.00
84
Float Settings (Pump Tank)
Height from
Elev. (ft) Base
Floor (in)
Redundant Off / Low Water Alarm
359.25
30
Timer Enable
363.25
34
Peak On/ Alert On
367.25
38
High Water Alarm
371.25
42

Wastewater Treatment System Design Calculations
STEP Tank Buoyancy
Project:
Oaks at Wakefield
Location:
385 Wakefield Rd
Sanford, NC 27330
County:
Lee
Elevation Determinations (STEP Tanks)
Cabin 1
GS @ Stubout
Cover over Stubout
Eleavtion at Stubout Invert
Pipe Length to STEP
GS @ STEP
Cover over STEP
Dist to Inlet Invert from Top
Elevation at Inlet Invert
Slope to STEP
Cabin 2
GS @ Stubout
Cover over Stubout
Eleavtion at Stubout Invert
Pipe Length to STEP
GS @ STEP
Cover over STEP
Dist to Inlet Invert from Top
Elevation at Inlet Invert
Slope to STEP
Cabin 3 & 4
GS @ STEP
Cover over STEP
Dist to Inlet Invert from Top
Elevation at Inlet Invert
GS @ Stubout 1
Cover over Stubout
Eleavtion at Stubout Invert
Pipe Length to STEP
Slope to STEP
GS @ Stubout 2
Cover over Stubout
Elevation at Stubout Invert
Pipe Length to STEP
Slope to STEP
269 ft
1.5 ft
267.5 ft
15 ft
270 ft
2 ft
0.83 ft
267 ft
2.22 %
275 ft
1.5 ft
273.5 ft
16 ft
275 ft
2 ft
0.83 ft
272 ft
8.33 %
290 ft
2 ft
0.88 ft
287.1 ft
294 ft
1.5 ft
292.5 ft
15
36 %
318 ft
1.5 ft
316.5 ft
140 ft
21.0 %
Cabin 5 & 6
GS @ STEP
Cover over STEP
Dist to Inlet Invert from Top
Elevation at Inlet Invert
GS @ Stubout 1
Cover over Stubout
Eleavtion at Stubout Invert
Pipe Length to STEP
Slope to STEP
GS @ Stubout 2
Cover over Stubout
Elevation at Stubout Invert
Pipe Length to STEP
Slope to STEP
Cabin 7 & 8
GS @ STEP
Cover over STEP
Dist to Inlet Invert from Top
Elevation at Inlet Invert
GS @ Stubout 1
Cover over Stubout
Eleavtion at Stubout Invert
Pipe Length to STEP
Slope to STEP
GS @ Stubout 2
Cover over Stubout
Elevation at Stubout Invert
Pipe Length to STEP
Slope to STEP
320 ft
2 ft
0.88 ft
317.1 ft
322 ft
1.5 ft
320.5 ft
18
19%
328 ft
1.5 ft
326.5 ft
150 ft
6.3 %
312 ft
2 ft
0.88 ft
309.1 ft
319 ft
1.5 ft
317.5 ft
60
14%
315 ft
1.5 ft
313.5 ft
30 ft
14.6 %

Cabin 9,10 &11
RV Sites 4,5 & 6
GS @ STEP
310 ft
GS @ STEP
317 ft
Cover over STEP
2 ft
Cover over STEP
2 ft
Dist to Inlet Invert from Top
1.08 ft
Dist to Inlet Invert from Top
13.50 ft
Elevation at Inlet Invert
306.9 ft
Elevation at Inlet Invert
301.5 ft
GS @ Stubout 1
311 ft
GS @ Stubout 4
327 ft
Cover over Stubout
1.5 ft
Cover over Stubout
1.5 ft
Eleavtion at Stubout Invert
309.5 ft
Eleavtion at Stubout Invert
325.5 ft
Pipe Length to STEP
80
Pipe Length to STEP
100
Slope to STEP
3 %
Slope to STEP
24 %
GS @ Stubout 2
313 ft
GS @ Stubout 5
323 ft
Cover over Stubout
1.5 ft
Cover over Stubout
1.5 ft
Elevation at Stubout Invert
311.5 ft
Elevation at Stubout Invert
321.5 ft
Pipe Length to STEP
25 ft
Pipe Length to STEP
75 ft
Slope to STEP
18.3 %
Slope to STEP
26.7 %
GS @ Stubout 3
318 ft
GS @ Stubout 6
315 ft
Cover over Stubout
1.5 ft
Cover over Stubout
1.5 ft
Elevation at Stubout Invert
316.5 ft
Elevation at Stubout Invert
313.5 ft
Pipe Length to STEP
75 ft
Pipe Length to STEP
85 ft
Slope to STEP
12.8 %
Slope to STEP
14.1 %
RV Sites 1,2&3
RV Sites 7&8
GS @ STEP
321 ft
GS @ STEP
327.5 ft
Cover over STEP
2 ft
Cover over STEP
2.5 ft
Dist to Inlet Invert from Top
13.50 ft
Dist to Inlet Invert from Top
1.13 ft
Elevation at Inlet Invert
305.5 ft
Elevation at Inlet Invert
323.9 ft
GS @ Stubout 1
325 ft
GS @ Stubout 7
329 ft
Cover over Stubout
1.5 ft
Cover over Stubout
1.5 ft
Eleavtion at Stubout Invert
323.5 ft
Eleavtion at Stubout Invert
327.5 ft
Pipe Length to STEP
85
Pipe Length to STEP
20
Slope to STEP
21 %
Slope to STEP
18 %
GS @ Stubout 2
328 ft
GS @ Stubout 8
326 ft
Cover over Stubout
1.5 ft
Cover over Stubout
1.5 ft
Elevation at Stubout Invert
326.5 ft
Elevation at Stubout Invert
324.5 ft
Pipe Length to STEP
20 ft
Pipe Length to STEP
30 ft
Slope to STEP
105.0 %
Slope to STEP
2.1 %
GS @ Stubout 3
328 ft
Cover over Stubout
1.5 ft
Elevation at Stubout Invert
326.5 ft
Pipe Length to STEP
85 ft
Slope to STEP
24.7 %

RV Sites 9,10 &11
GS @ STEP
Cover over STEP
Dist to Inlet Invert from Top
Elevation at Inlet Invert
GS @ Stubout 9
Cover over Stubout
Eleavtion at Stubout Invert
Pipe Length to STEP
Slope to STEP
GS @ Stubout 10
Cover over Stubout
Elevation at Stubout Invert
Pipe Length to STEP
Slope to STEP
GS @ Stubout 11
Cover over Stubout
Elevation at Stubout Invert
Pipe Length to STEP
Slope to STEP
RV Sites 12,13 &14
GS @ STEP
Cover over STEP
Dist to Inlet Invert from Top
Elevation at Inlet Invert
GS @ Stubout 12
Cover over Stubout
Eleavtion at Stubout Invert
Pipe Length to STEP
Slope to STEP
GS @ Stubout 13
Cover over Stubout
Elevation at Stubout Invert
Pipe Length to STEP
Slope to STEP
GS @ Stubout 14
Cover over Stubout
Elevation at Stubout Invert
Pipe Length to STEP
Slope to STEP
332 ft
2 ft
13.50 ft
316.5 ft
325 ft
1.5 ft
323.5 ft
85
8 %
330 ft
1.5 ft
328.5 ft
50 ft
24.0 %
334 ft
1.5 ft
332.5 ft
85 ft
18.8 %
338 ft
2 ft
13.50 ft
322.5 ft
335 ft
1.5 ft
333.5 ft
115
10%
335 ft
1.5 ft
333.5 ft
40 ft
27.5 %
332 ft
1.5 ft
330.5 ft
85 ft
9.4 %
Bathhouse (Campsites)
GS @ Stubout
Cover over Stubout
Eleavtion at Stubout Invert
Pipe Length to STEP
GS @ STEP
Cover over STEP
Dist to Inlet Invert from Top
Elevation at Inlet Invert
Slope to STEP
Church
GS @ Stubout
Cover over Stubout
Eleavtion at Stubout Invert
Pipe Length to STEP
GS @ STEP
Cover over STEP
Dist to Inlet Invert from Top
Elevation at Inlet Invert
Slope to STEP
Main Bathhouse
GS @ Stubout
Cover over Stubout
Eleavtion at Stubout Invert
Pipe Length to STEP
GS @ STEP
Cover over STEP
Dist to Inlet Invert from Top
Elevation at Inlet Invert
Slope to STEP
281 ft
1.5 ft
279.5 ft
20 ft
280 ft
2 ft
1.17 ft
277 ft
13.33 %
352 ft
1.5 ft
350.5 ft
55 ft
349 ft
2 ft
1.17 ft
346 ft
8.48 %
329.5 ft
1.5 ft
328 ft
15 ft
329.5 ft
2 ft
1.17 ft
326 ft
11.11 %

Buoyancy Calculations

Septic Tank Buoyancy Calculation
Project: Oaks at Wakefield
385 Wakefield Road
Sanford, NC 27330
Lee County, NC
Tank Size (nominal) = 6,500 gallons
Properties/Assumptions:
Min. liquid level to be maintained in tank at all times after initial installation.
Assume groundwater table is equal to or higher than top of chamber.
(Buoyancy is the same as long as water table is higher than top of tank.)
Effluent Density = 62.4 Ib/ft"3 (Specific Weight of Water)
Concrete Density = 142.56 Ib/ft"3
Soil Cover Over Tank = 3.00 ft. (minimum)
Soil Bulk Density = 49.9 Ib/ft"3 (Saturated Conditions)
Tank Dimensions (from supplier)
Exterior Interior
Length =
17.00 ft. 16.00 ft.
Width =
9.00 ft. 8.00 ft.
Total Tank Depth =
9.08 ft.
Permanent Liquid Depth in Tank = 0 in.
0.00 ft.
Area of Riser Openings = 6.28 ft^2
Tank Weight (est.) = 60,440 lb. (based on manufacturer)
Buoyancy Force Calculation:
Buoyancy Force = Specific Weight of Water x Displaced Volume
Buoyancy Force = 86,720 lb.
Weight Calculation
Tank Weight = 60,440 lb
Water Weight in Tank = 0 lb
Soil Shear Force = 32,894 lb
Soil Weight Over Tank = 21,964 lb
Total Weight = 115,298 lb
Note: Total weight must be greater than buoyancy force
so that tank will not float during high water table conditions.

Grease Tank Buoyancy Calculation
Project: Oaks at Wakefield
385 Wakefield Road
Sanford, NC 27330
Lee County, NC
Tank Size (nominal) = 3,000 gallons
Properties/Assumptions:
Min. liquid level to be maintained in tank at all times after initial installation.
Assume groundwater table is equal to or higher than top of chamber.
(Buoyancy is the same as long as water table is higher than top of tank.)
Effluent Density = 62.4 Ib/ft"3 (Specific Weight of Water)
Concrete Density = 142.56 Ib/ft"3
Soil Cover Over Tank = 2.00 ft. (minimum)
Soil Bulk Density = 49.9 Ib/ft"3 (Saturated Conditions)
Tank Dimensions (from supplier)
Exterior Interior
Length =
12.50 ft. 12.00 ft.
Width =
6.50 ft. 6.00 ft.
Total Tank Depth =
7.33 ft.
Permanent Liquid Depth in Tank = 0 in.
0.00 ft.
Area of Riser Openings = 6.28 ft^2
Tank Weight (est.) = 18,640 lb. (based on manufacturer)
Buoyancy Force Calculation:
Buoyancy Force = Specific Weight of Water x Displaced Volume
Buoyancy Force = 37,180 lb.
Weight Calculation
Tank Weight = 18,640 lb
Water Weight in Tank = 0 lb
Soil Shear Force = 14,342 lb
Soil Weight Over Tank = 7,482 lb
Total Weight = 40,463 lb
Note: Total weight must be greater than buoyancy force
so that tank will not float during high water table conditions.

Flow EQ / Recirc. Tank Buoyancy Calculation
Project: Oaks at Wakefield
385 Wakefield Road
Sanford, NC 27330
Lee County, NC
Tank Size (nominal) = 12,000 gallons
Properties/Assumptions:
Min. liquid level to be maintained in tank at all times after initial installation.
Assume groundwater table is equal to or higher than top of chamber.
(Buoyancy is the same as long as water table is higher than top of tank.)
Effluent Density = 62.4 Ib/ft"3 (Specific Weight of Water)
Concrete Density = 142.56 Ib/ft"3
Soil Cover Over Tank = 3.00 ft. (minimum)
Soil Bulk Density = 49.9 Ib/ft"3 (Saturated Conditions)
Tank Dimensions (from supplier)
Exterior Interior
Length =
21.33 ft. 20.00 ft.
Width =
11.33 ft. 10.00 ft.
Total Tank Depth =
9.88 ft.
Permanent Liquid Depth in Tank = 0 in.
0.00 ft.
Area of Riser Openings = 12.6 ft^2
Tank Weight (est.) = 111,850 lb. (based on manufacturer)
Buoyancy Force Calculation:
Buoyancy Force = Specific Weight of Water x Displaced Volume
Buoyancy Force = 148,983 lb.
Weight Calculation
Tank Weight = 111,850 lb
Water Weight in Tank = 0 lb
Soil Shear Force = 46,921 lb
Soil Weight Over Tank = 34,313 lb
Total Weight = 193,084 lb
Note: Total weight must be greater than buoyancy force
so that tank will not float during high water table conditions.

Pump Tank Buoyancy Calculation
Project: Oaks at Wakefield
385 Wakefield Road
Sanford, NC 27330
Lee County, NC
Tank Size (nominal) = 14,000 gallons
Properties/Assumptions:
Min. liquid level to be maintained in tank at all times after initial installation.
Assume groundwater table is equal to or higher than top of chamber.
(Buoyancy is the same as long as water table is higher than top of tank.)
Effluent Density = 62.4 Ib/ft"3 (Specific Weight of Water)
Concrete Density = 142.56 Ib/ft"3
Soil Cover Over Tank = 2.00 ft. (minimum)
Soil Bulk Density = 49.9 Ib/ft"3 (Saturated Conditions)
Tank Dimensions (from supplier)
Exterior Interior
Length =
21.33 ft. 20.00 ft.
Width =
11.33 ft. 10.00 ft.
Total Tank Depth =
11.38 ft.
Permanent Liquid Depth in Tank = 0 in.
0.00 ft.
Area of Riser Openings = 6.28 ft"2
Tank Weight (est.) = 102,250 lb. (based on manufacturer)
Buoyancy Force Calculation:
Buoyancy Force = Specific Weight of Water x Displaced Volume
Buoyancy Force = 171,614 lb.
Weight Calculation
Tank Weight = 102,250 lb
Water Weight in Tank = 0 lb
Soil Shear Force = 50,636 lb
Soil Weight Over Tank = 23,502 lb
Total Weight = 176,389 lb
Note: Total weight must be greater than buoyancy force
so that tank will not float during high water table conditions.

Storage Tanks Buoyancy Calculation
Project: Oaks at Wakefield
385 Wakefield Road
Sanford, NC 27330
Lee County, NC
Tank Size (nominal) = 10,000 gallons
Properties/Assumptions:
Min. liquid level to be maintained in tank at all times after initial installation.
Assume groundwater table is equal to or higher than top of chamber.
(Buoyancy is the same as long as water table is higher than top of tank.)
Effluent Density = 62.4 Ib/ft^3 (Specific Weight of Water)
Concrete Density = 142.56 Ib/ft^3
Soil Cover Over Tank = 3.00 ft. (minimum)
Soil Bulk Density = 49.9 Ib/ft^3 (Saturated Conditions)
Tank Dimensions (from supplier)
Exterior Interior
Length =
21.33 ft. 20.00 ft.
Width =
11.33 ft. 10.00 ft.
Total Tank Depth =
8.50 ft.
Permanent Liquid Depth in Tank =
0 in.
0.00 ft.
Area of Riser Openings =
6.28 f A2
Tank Weight (est.) = 102,350 lb. (based on manufacturer)
Buoyancy Force Calculation:
Buoyancy Force = Specific Weight of Water x Displaced Volume
Buoyancy Force = 128,239 lb.
Weight Calculation
Tank Weight = 102,350 lb
Water Weight in Tank = 0 lb
Soil Shear Force = 0 lb
Soil Weight Over Tank = 35,254 lb
Total Weight = 137,604 lb
Note: Total weight must be greater than buoyancy force
so that tank will not float during high water table conditions.

Wastewater Treatment System Design Calculations
STEP Tank Buoyancy
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County: Lee
Tank Size (nominal) = 1,000 gallons
Properties/Assumptions:
Min. liquid level to be maintained in tank at all times after initial installation.
Assume groundwater table is equal to or higher than top of chamber.
(Buoyancy is the same as long as water table is higher than top of tank.)
Effluent Density = 62.4 Ib/ft^3 (Specific Weight of Water)
Concrete Density = 142.56 Ib/ft^3
Soil Cover Over Tank = 2.00 ft. (minimum)
Soil Bulk Density = 1.25 (typical value)
Tank Dimensions (from supplier)
Exterior Interior
Length = 9.00 ft. 8.50 ft.
Width = 4.83 ft. 4.33 ft.
Total Tank Depth = 5.63 ft.
Permanent Liquid Depth in Tank = 0 in.
0.00 ft.
Area of Riser Openings = 6.28 f A2
Tank Weight (est.) = 10,500 lb. (based on manufacturer)
Buoyancy Force Calculation:
Buoyancy Force = Specific Weight of Water x Displaced Volume
Buoyancy Force = 15,269 lb.
Weight Calculation:
Tank Weight =
10,500 lb
Water Weight in Tank =
0 lb
Soil Weight Over Tank =
5,806 lb
Soil Tension Force =
4,227
Total Weight =
20,533 lb
Note: Total weight must be greater than buoyancy force
so that tank will not float during high
water table conditions.

Wastewater Treatment System Design Calculations
STEP Tank Buoyancy
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County: Lee
Tank Size (nominal) = 2,000 gallons
Properties/Assumptions:
Min. liquid level to be maintained in tank at all times after initial installation.
Assume groundwater table is equal to or higher than top of chamber.
(Buoyancy is the same as long as water table is higher than top of tank.)
Effluent Density = 62.4 Ib/ft"3 (Specific Weight of Water)
Concrete Density = 142.56 Ib/ft"3
Soil Cover Over Tank = 2.00 ft. (minimum)
Soil Bulk Density = 1.25 (typical value)
Tank Dimensions (from supplier)
Exterior Interior
Length =
12.50 ft. 12.00 ft.
Width =
6.50 ft. 6.00 ft.
Total Tank Depth =
5.50 ft.
Permanent Liquid Depth in Tank =
0 in.
0.00 ft.
Area of Riser Openings =
6.28 ft^2
Tank Weight (est.) = 16,000 lb. (based on manufacturer)
Buoyancy Force Calculation:
Buoyancy Force = Specific Weight of Water x Displaced Volume
Buoyancy Force = 27,885 lb.
Weight Calculation
Tank Weight =
16,000 lb
Water Weight in Tank =
0 lb
Soil Weight Over Tank =
11,695 lb
Soil Tension Force =
5,550
Total Weight =
33,245 lb
Note: Total weight must be greater
than buoyancy force
so that tank will not float during high water table conditions.

Wastewater Treatment System Design Calculations
STEP Tank Buoyancy
Project: Oaks at Wakefield
Location: 385 Wakefield Rd
Sanford, NC 27330
County: Lee
Tank Size (nominal) = 2,000 gallons
Properties/Assumptions:
Min. liquid level to be maintained in tank at all times after initial installation.
Assume groundwater table is equal to or higher than top of chamber.
(Buoyancy is the same as long as water table is higher than top of tank.)
Effluent Density = 62.4 Ib/ft"3 (Specific Weight of Water)
Concrete Density = 142.56 Ib/ft"3
Soil Cover Over Tank = 2.00 ft. (minimum)
Soil Bulk Density = 1.25 (typical value)
Tank Dimensions (from supplier):
Exterior Interior
Length =
12.50 ft. 12.00 ft.
Width =
6.50 ft. 6.00 ft.
Total Tank Depth =
5.50 ft.
Permanent Liquid Depth in Tank =
0 in.
0.00 ft.
Area of Riser Openings =
6.28 ft^2
Tank Weight (est.) = 16,000 lb. (based on manufacturer)
Buoyancy Force Calculation:
Buoyancy Force = Specific Weight of Water x Displaced Volume
Buoyancy Force = 27,885 lb.
Weight Calculation:
Tank Weight =
16,000 lb
Water Weight in Tank =
0 lb
Soil Weight Over Tank =
11,695 lb
Soil Tension Force =
5,550
Total Weight =
33,245 lb
Note: Total weight must be greater than buoyancy force
so that tank will not float during high water table conditions.

Pollutant Loading Calculations

Oaks at Wakefield Surface Application
Pollutant Loading Calculations
Project: Oaks at Wakefield
Location: 385 Wakefield Rd.
Sanford, NC 27330
County: Lee
PIN: 9623-08-8043-00
Influent
Septic Tank
Parameter
mg/I
% Removal
Biochemical Oxygen Demand
350
50%
Total Suspended Solids
200
50%
Ammonia Nitrogen
70
25%
Nitrate Nitrogen
1.5
0%
Nitrite Nitrogen
0.5
0%
Total Nitrogen
110
25%
Total Phosphorus
8
50%
Fecal Coliforms (cfu/100m1)
>106
Advantex Treatment System
Final
Pod
UV Disinfection
Concentration
mg/I
% Removal
mg/I
% Remova mg/I
mg/I
175
94%
10
- 10
10
100
90%
10
- 10
10
52.5
95%
2.625
- 2.625
2.625
0
0%
1.5
- 18
18
0
-
0.5
- 0.5
0.5
82.5
60%
33
- 21.125
21
4
0%
4
4
4
106
1000000
99.999% 10
10

Appendix L
Site Map

Soils Legend
Ch - Chewacla silt loam, 0 to 2% slopes, frequently flooded
PfB - Pinkston silt loam, 2 to 8% slopes
PfD - Pinkston silt loam, 8 to 15% slopes
PfF - Pinkston silt loam, 15 to 40% slopes
PfB
B ( oda�.--
PfF s� 42
�
i0
Treatment & Storage ` W
\0
it
♦ � 1076 ♦♦ 67' \
01
♦ i
♦: / 55' =®
♦♦ ` \ EVENTn Aa i
♦' J 384
204'
53
�I
CL�♦ 4
Waste Boundary at Fence
Review Boundary
I
Compliance Boundary ,
r \ -
fF.;::::::::Z::Z:z 13 13
❑ ❑ ❑ a
'N `
Notes
—Approximate location of all known residences
and wells shown.
24"x36" Sheet
diva i „ladd�ad
Nv% u
,I--- .
PfB�
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Oaks at Mikefle d
Surface rrigation
Owner Information:
Robert House
1623 Tempting Church Rd
Sanford, NC 27330
[phone]
robert@ncsepticllcecom
Property Information:
385 Wakefield Rd
Sanford, NC 27330
Lee County
PIN: 9623-08-8043-00
PROFESSIONAL ENGINEER SEAL
1����111 i I I111111111�i
CA R p��'fffJJJ
SEAL
024582
V
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
�--
REV. ISSUED DATE DESCRIPTION
SHEET TITLE
Site fVap
DRAWN BY: CREATED ON:
I. Manson 03/21 /24
RELEASED BY: RELEASED ON:
SHEET NAVE:

Appendix M
Power Reliability Plan

Av6pr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N Salem Street, Suite 203, Apex, NC 27502
agriwaste.com I 919.859.0669
Power Reliability Plan
In the event of a power outage, wastewater flow to the system will cease. The facility will be
served by a well. Therefore, water will not be delivered to the facility (except for volume in
pressure tank). It is not anticipated that the facility will be occupied if there is a power outage.
There is sufficient storage in the step tanks, septic tank, recirculation tank, and pump tank to
prevent an overflow from occurring in a power outage. The nature of the recirculating media
filter allows the treatment system to withstand septic conditions for a period of time and then
operate effectively as the power is restored.

Appendix N
Operation and Maintenance Plan

AVVr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N Salem Street, Suite 203, Apex, NC 27502
agriwaste.com 1 919.859.0669
Basic System Operating Instructions
for
Oaks at Wakefield
Spray Wastewater Treatment System
These operating instructions are intended as general guidelines and should not be
interpreted as a complete and detailed explanation of how to operate this irrigation
system. Please note that these instructions are intended as a supplement to the permit
issued by the N.C. Department of Environment Quality - Non -Discharge Permitting Unit.
As a result, any requirements or items noted in the permit document supercede any
recommendations noted in these instructions.
If you are unsure of how to operate the system please contact a licensed contractor or
professional who can assist you with the operation of your system. Record the name and
contact information of an individual familiar with the operation of this system, along with
an emergency contact in the event immediate assistance is necessary.
CONTRACTOR CONTACT INFO.:
EMERGENCY CONTACT INFO. (if different from above):
1

General Maintenance Considerations
This wastewater irrigation system has been designed to operate with minimum
maintenance and oversight after the initial system start-up period. However, routine
inspections are necessary and periodic maintenance WILL BE REQUIRED both by your
permit and for successful operation of the system.
No heavy vehicles or equipment should be driven over the treatment units,
tank areas, or irrigation field.
SEPTIC / RECIRCULATION TANK:
The septic / recirculation tank in this system operates similar to a septic tank associated
with a conventional septic drainfield system. The purpose of the tank is to remove
particles and solids from the waste stream. As a result, solids build up in the bottom of
the tank (just like a typical septic tank). Over time the solids will need to be removed
from the tank or clogging of the media filter or pipelines and / or diminished effluent
quality may occur. In general, it is recommended that solids be pumped from the septic
tank every 3 — 5 years (depending on how intense the usage). Private septic tank
pumping contractors can do this and are typically easily found in the white or yellow
pages of the phone book or on the internet.
The recirculation portion of the tank allows for wastewater to be contained and
periodically pumped to the AdvanTex filter. A pump vault that houses a filter and the
recirculation pump are located in the tank. Depending on the water level in the tank,
treated effluent from the AdvanTex filter returns to this tank.
Maintenance Schedule:
The effluent filter in the pump vault (located in pump vault) should be cleaned at least
every 6 months or per manufacturer's recommendations, whichever is more frequent (see
the manufacturer's guide on how to do this) and the tank solids should be checked
annually.
A contractor or septic system professional can clean the filter for you; however, this task
can be performed relatively easily and requires no special knowledge. Remove the tank
lid and remove the effluent filter. Be sure to use plastic gloves and eye protection to
avoid contact with the wastewater since it could contain harmful bacteria or viruses. To
clean the filter, use a garden hose with a nozzle and spray off any debris from the filter
back into the inlet side of the tank. Once the filter is clean, place it back in the pump
vault. Discard or disinfect the plastic gloves using a mild bleach solution (1/2 cup Clorox
or equivalent to 1 gallon water). Replace the tank lids.
2

ADVANTEX FILTER:
The treatment component of the system is an AdvanTex media filter. Liquid from the
flow equalization / recirculation tank will be pumped from the three pods and sprayed
across the filter fabric. Wastewater will be treated in the pod and periodically be
discharged. To prevent groundwater from affecting the pods, the pods will be installed
on a bed of gravel with anti -buoyancy flanges installed.
Effluent from the system should be sampled per the requirements of the system permit. If
no parameters are listed, AWT recommends sampling for the following parameters; Total
Suspended Solids (TSS), Biological Oxygen Demand (BOD5), Total Nitrogen (TN),
Ammonia -Nitrogen (NH3-N), and Fecal Coliform. If desired AWT can assist you in
collecting these samples (919-859-0669) and interpretation the results.
Maintenance Schedule:
Maintenance of this system should be conducted by a certified operator under contract
with the permit owner. In general, on a 3 month interval the pods should be inspected and
washed out if needed. If washing is needed, the recirculation valve located in the flow
equalization / recirculation tank should first be removed.
DISINFECTION — UV:
Disinfection for the system will be accomplished using a UV system. The UV light
should operate for at least one year prior to needing to be replaced. If the UV light burns
out an alarm will notify the operator. Also, the alarm light on the control panel will
illuminate. When the UV alarm is activated, the system will shut off the recirculation
pump and the system will cease to operate until the UV bulb is replaced.
Maintenance Schedule:
The UV component shall be checked weekly to ensure the alarm bulb (on control panel)
is not illuminated. The UV bulb should be cleaned on a 6 month interval. To clean the
bulb, the power to the system (UV bulb and pumps) should be turned off in the control
panel. The UV housing can then be removed using the attached handle. Once the UV
housing is clear of the riser, the quartz sleeve and bulb assembly can be removed from
the housing. While holding the base of the assembly, the quartz sleeve shall be wiped
with a clean paper towel. If scaling on the sleeve is noticed, a liquid cleaner such as CLR
can be utilized. The sleeve and bulb assembly shall be re -installed after cleaning. The
UV bulb should last in excess of one year but will be replaced as needed. It is
recommended that the system owner (or contracted operator) maintain a back-up UV
bulb and quartz sleeve when it is time to replace the bulb. This service will be completed
by the engaged certified operator.
3

PUMPING SYSTEM, RAIN SENSOR & ALARMS:
The pumps used for this system are submersible pumps that turn off and on based on
switches inside the pump tank. These switches toggle the pump timer on and off
depending on the effluent level inside the tank. The switches are designed such that the
pumps will turn on, run for a set period of time, then shut off under normal operating
circumstances. When it has been raining, a rain sensor overrides this normal operation so
that effluent is not applied when the soil is saturated. Therefore, effluent is allowed to
build-up in the pump tank until it is dry enough to apply again. After a rainfall event, you
may notice that the pumps operate more frequently. This is normal and should be
expected.
The pumps are also equipped with a HIGH WATER alarm that activates when the liquid
level in the pump tank is too high. If this should occur it is important to not use any
additional water (i.e. don't flush commodes, use the washer/dishwater, take showers, etc.)
until the liquid level is reduced. In extreme cases, it may be necessary to contract a septic
tank pumping contractor to pump out excess liquid from the pump tank if long periods of
rain prevent land application of effluent.
The pumps will wear over time and will likely need replacement every 7-10 years (again,
depending on usage). A licensed septic contractor should be contacted for maintenance
or replacement of the pumps.
Maintenance Schedule:
The storage and pumping component shall be checked weekly to ensure the alarm bulb
(on control panel) is not illuminated. It is important to inspect the pump tank, and
components on an annual basis to ensure no solids are building up on the tank bottom, to
ensure that the pump control switches are placed properly, and to verify proper pumping
of the effluent. These activities will be handled by the engaged service provider.
SUPPLY LINE TO SPRAYFIELD:
The locations of the force main and supply line should be walked weekly to ensure that a
line breakage has not occurred. The area in which the line is buried should be monitored
for any wet spots or locations of excessive vegetation growth as these occurrences may
be an indication of a line breakage. No permanent structure shall be erected over the
locations of the Force Main, and Supply and Return lines. No heavy vehicles or
equipment should be driven over the Force Main, and Supply and Return lines.
Maintenance Schedule:
Walk location of lines weekly.
SPRAY FIELD:
The spray field should be inspected weekly to verify proper operation and to ensure
sprayheads have not become damaged. Clogged or worn sprayheads should be replaced
or, in the event of minimal obstruction, cleaned. No heavy vehicles or equipment
should be driven over the irrigation area.
0

Vegetation (grass for this system) in the application area is critical to the operation of the
treatment system. It is important to ensure that the application area is fully covered with
vegetation at all times. In the event that some areas become bare they should be re -seeded
with vegetation similar to the existing vegetation in the area.
Any areas requiring re -vegetation will be seeded with tall fescue. Nitrogen applications to
tall fescue can occur year-round, but should primarily occur February 1 to June I and
August 1 to December 1 when the crop is exhibiting peak growth (Chamblee et al., 1995;
NRCS, 2004). Phosphorus, potassium, lime and micronutrients should be applied in
concordance with rates presented in the routine soil test reports. The optimal pH range
for tall fescue is between 5.5 and 8.5 (Chamblee et al., 1995). Seeding should be done
according to Table 1 Forage Planting Guide for North Carolina found in Production and
Utilization of Pastures and Forages in North Carolina document developed by NCSU and
WARS details planting recommendations. Specifically, the seeding rate should be 15-
20 lbs/ac for broadcast seeding and 10-15 lbs/ac for drill seeding. The planting depth
should be between 0.25 and 0.5 inches. The planting dates should be between early
March to mid -May or between mid -July to mid -August.
It is important to maintain the fencing around the application field in order to ensure that
access to the area is restricted. This is necessary to minimize human contact with the
treated effluent and to ensure the vegetation remains healthy.
SYSTEM OPERATION & SETTINGS
It should be noted that a contractor or other qualified professional should be contacted if
you are uncomfortable or unfamiliar with operating this system or if system
troubleshooting is necessary. In general, the following system operating parameters
should be monitored:
Clean -outs
A clean -out is located on the system just before the septic tank. If liquid backs up into
the office, the drainline may be clogged or the septic / recirculation tank may have too
many solids in it to allow adequate flow through. A qualified contractor should be
contacted to unclog any blockages via these clean -outs. A pumping contractor should be
used to empty solids from the septic tank.
Spray Field Pressure Settings
The spray system is designed to operate such that the nozzle pressures are approximately
35 psi. If you suspect the pressure is too high or low, a qualified contractor should be
contacted to make any necessary adjustments.
GJ

Pump ON/OFF and Emergency HIGH Level Switches
The pump switches are used to control the operation of the pumps. This system is
designed such that the pumps are on for designated intervals set forth in the design
specifications. The operation of the pumps is a timed dosing setup. When there is
sufficient liquid in the tank, the pumps will operate at a specific time for a designated
interval. In periods of high water (following a rain event), the pump may operate more
frequently.
An emergency high level switch is located in the pump tank that triggers an audible and
visual alarm in the event the liquid level gets too high. In this situation, the following
steps should be taken:
• Stop use of all water in the residence (to stop flow into the pump tank),
• Verify that the system has electrical power.
• Contact a qualified contractor to inspect the system (if needed)
If it has rained recently the pumps may not be operating because the rain sensor is
temporarily blocking the system from operating. If this is the case then the pumps will
resume operation once it is dry enough. If the pump tank is in danger of overflowing and
continued rainfall is expected, contact a septic tank pump contractor to remove a portion
of the liquid in the pump tank. The pump tank has been designed to accommodate
approximately 5 days of effluent storage under normal usage. As a result, prolonged
periods of rain may cause a back-up of effluent in the system since the rain sensor
prevents application of effluent onto the spray field.
In general, a contractor or licensed professional should be contacted under any
circumstances where you are uncomfortable in operating the system or troubleshooting a
problem. More detailed information on the installation and maintenance of specific
components of this system can be found in the manufacturer's installation and
maintenance specifications attached as part of this package. If you have difficulty finding
this information, please contact the manufacturer of the component.

Appendix O
Residuals Management Plan

AVVr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N Salem Street, Suite 203, Apex, NC 27502
agriwaste.com 1 919.859.0669
Residuals Management Plan
The event center is served by a wastewater treatment system comprised of a STEP system and
various treatment and storage units. Most of the solids will be captured in the various STEP tanks
throughout the venue, and in the septic and grease tanks serving the main event center. These
components are installed as the primary collection unit. The tanks include a baffle wall to help
reduce the migration of solids and sludge forward through the treatment system. As expected, the
inlet compartment of these tanks will see the heaviest solids (residuals) load. A scum layer will
also form in the inlet side of the tanks. The outlet compartment of the tanks will also experience
solids accumulation, but at a significantly reduced rate as compared to the inlet compartment of
the tanks. Secondary to these initial tanks is a flow equalization tank for settling. All effluent then
passes through several Orenco AX-100 units and UV disinfection. Effluent is sent back through
an additional polishing AX-100 unit before being sent to the surface spray field's pump and storage
tanks.
The accumulation of solids and scum layer in the tanks will be monitored during the operator visits.
As needed, accumulated solids will be pumped from the tanks by a licensed Septage Hauler and
removed from the facility. No solids will be stored or treated at the facility. Detailed information
about care for the treatment system is not included with this package, but surface system
components will also be carefully monitored by operators in a similar fashion.

Appendix P
Oils and Grease Disposal Plan

AVVr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N Salem Street, Suite 203, Apex, NC 27502
agriwaste.com 1 919.859.0669
Oil and Grease Disposal Plan
The main event venue includes a commercial grade kitchen and is served by a grease tank and
septic tank. These components are installed as the primary collection unit for this building. The
tanks include a baffle wall to help reduce the migration of solids and sludge forward through the
treatment system. As expected, the inlet compartment of these tanks will see the heaviest solids
(residuals) load. A scum layer will also form in the inlet side of the tanks. The outlet compartment
of the tanks will also experience solids accumulation, but at a significantly reduced rate as
compared to the inlet compartment of the tanks.
The accumulation of solids buildup in the tanks will be heavily monitored as part of the operation
and maintenance of the system. The accumulated solids will be pumped from the tanks twice a
year, or once the solids level exceeds three inches, by a licensed Septage Hauler and removed from
the facility. No solids will be stored or treated at the facility.

Appendix Q.4
Floodway Regulation Compliance

National Flood Hazard Layer FI RMette *FEMA
79o16'17W 3590'29"N
c`-1.b,000
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 h BFE or Depth ZoneAE, AO, AH, VE, AR
HAZARD AREAS
Regulatory Floodway
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
OTHER AREAS OF Levee. See Notes. Zonex
FLOOD HAZARD Area with Flood Risk due to Leveezone D
NOSCREEN Area of Minimal Flood Hazard
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard
GENERAL - — - - Channel, Culvert, or Storm Sewer
STRUCTURES IIIIIII Levee, Dike, or Floodway
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
a
- - - Coastal Transect
Base Flood Elevation Line (BFE)
— Limit of Study
Jurisdiction Boundary
— --- Coastal Transect Baseline
OTHER _
Profile Baseline
FEATURES
Hydrographic Feature
Digital Data Available AN
0 No Digital Data Available
MAP
El Unmapped
PANELS
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 10/30/2023 at 12:17 PM 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

Appendix Q.6
Threatened or Endangered Aquatic Species Documentation

Roy Cooper, Governor
III ■■■
■■ 1 INC DEPARTMENT CF
a a
■■-■■ NATURAL AND CULTURAL RESOURCES
■ man
October 26, 2023
Julie Davidson
Agriwaste Technology, Inc.
501 N. Salem St.
Apex, NC 27502
RE. House Event Center
Dear Julie Davidson.
D. Reid Wilson, Secretary
Misty Buchanan
Deputy Director, Natural Heritage Program
NCNHDE-23769
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 indicates that there are records for rare species, important natural
communities, natural areas, and/or conservation/managed areas within the proposed project
boundary. These results are presented in the attached `Documented Occurrences' tables and map.
The attached `Potential Occurrences' table summarizes rare species and natural communities that
have been documented within a one -mile radius of the property boundary. The proximity of these
records suggests that these natural heritage elements may potentially be present in the project area
if suitable habitat exists. Tables of natural areas and conservation/managed areas within a one -mile
radius of the project area, if any, are also included in this report.
If a Federally -listed species is documented within the project area or indicated within a one -mile
radius of the project area, the NCNHP recommends contacting the US Fish and Wildlife Service
(USFWS) for guidance. Contact information for USFWS offices in North Carolina is found here:
httios://www.fws.aov/offices/Directorv/ListOffices.cfm?statecode=37.
Please 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 not be redistributed without permission.
Also please note that the NC Natural Heritage Program may follow this letter with additional
correspondence if a Dedicated Nature Preserve, Registered Heritage Area, Land and Water Fund
easement, or an occurrence of a Federally -listed species is documented near the project area.
If you have questions regarding the information provided in this letter or need additional assistance,
please contact the NCNHP at natural.heritaaeWdncr.nc.aov.
Sincerely,
NC Natural Heritage Program
DEPARTMENT OF NATVRAL AND CUOURAL RESOURCES
121 W JOPgES STREET. PALE IGH_ NC 27603 - 1651 MAIL SERVICE CCNTER. RALEOGH, NC 27699
OFC 919.707.' 120 • FAx [phone]

Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Intersecting the Project Area
House Event Center
October 26, 2023
NCNHDE-23769
No Element Occurrences are Documented within the Project Area
There are no documented element occurrences (of medium to very high accuracy) that intersect with the project area. Please note, however, that although the
NCNHP database does not show records for rare species within the project area, it does not necessarily mean that they are not present, it may simply mean that
the area has not been surveyed. The use of Natural Heritage Program data should not be substituted for actual field surveys if needed, particularly if the project
area contains suitable habitat for rare species. If rare species are found, the NCNHP would appreciate receiving this information so that we may update our
database.
No Natural Areas are Documented within the Project Area
Managed Areas Documented Within Project Area
fvTanaged Area iNamewner Owner Type
Lee County Open Space Lee County Local Government
NOTE: If the proposed project intersects with a conservation/managed area, please contact the landowner directly for additional information. If the project intersects with a Dedicated Nature Preserve
(DNP), Registered Natural Heritage Area (RHA), or Federally -listed species, NCNHP staff may provide additional correspondence regarding the project.
Definitions and an explanation of status designations and codes can be found at httr)s //ncnhde natureserve ora/help. Data query generated on October 26, 2023; source: NCNHP, Fall (October) 2023.
Please resubmit your information request if more than one year elapses before project initiation as new information is continually added to the NCNHP database.
Page 2 of 4

Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Within a One -mile Radius of the Project Area
House Event Center
October 26, 2023
NCNHDE-23769
Element Occurrences Documented Within a One -mile Radius of the Project Area
Taxonomic EO ID Scientific Name Common NameM Last lEW Element Accuracy Federal State Global State
Group 0servation Occurrence Status tatus Rank Rank
i Date = Rank
Dragonfly or 33757 Somatochlora Coppery Emerald 2004-Pre H? 5-Very --- Significantly G3G4 S1?
Damselfly georgiana Low Rare
No Natural Areas are Documented Within a One -mile Radius of the Project Area
Managed Areas Documented Within a One -mile Radius of the Project Area
Managed Area Name wner wner Type
Lee County Open Space Lee County Local Government
Definitions and an explanation of status designations and codes can be found at httr)s //ncnhde natureserve ora/help. Data query generated on October 26, 2023; source: NCNHP, Fall (October) 2023.
Please resubmit your information request if more than one year elapses before project initiation as new information is continually added to the NCNHP database.
Page 3 of 4

7.
J
2
N
W+L
S
October 26, 2023
Managed Area (MAREA)
0 Buffered Project Boundary
[] Project Boundary
NCNHDE-23769: House Event Center
n
{`C
a�b
b �
4 V
Petty Rd
Co
).75 1.5 Miles
Sources. Esn, Airbus OS, OSGS. NGA, NASA, CGIAR, N Robinson, NGEAS.
NLS, OS. NUA. Geodaiasyrersen, Rijks"terstaat. GSA, Georand. FEUP1,
I ntermap and the GIS user community
Sources: Esri. HERE, Garmin. FAO. NOAA, USGS, ® Open84eelMap
comributors, and the GIS User Community
Page 4 of 4