WQ0044463_Application_20230608

Initial Review
Reviewer Nathaniel.Thornburg
Is this submittal an application? (Excluding additional information.) *
Yes No
Permit Number (IR) * WQ0044463
Applicant/Permittee Mulberry Farm - Madison, LLC
Applicant/Permittee Address 1126 Upper Thomas Branch Road, Marshall, NC 28753
Is the owner in BIMS? Yes No Is the facility in BIMS? Yes No
Owner Type Organization
Facility Name Mulberry Farm WWIS
County Madison
Fee Category Major
Is this a complete application?*
Yes No
Signature Authority
Signature Authority Title
Signature Authority Email
Document Type (if non -application)
Email Notifications
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer
Fee Amount
Complete App Date
06/08/2023
$1,310
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* Jessi Banks
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*
9193676325
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*
Mulberry Farm - Madison, LLC
Applicant/Permittee Address*
1126 Upper Thomas Branch Road, Marshall, NC
28753
Facility Name*
Mulberry Farm WWIS
Please provide comments/notes on your current submittal below.
Attached is an application for a Wastewater Irrigation System to serve a multi -use campus. The wastewater irrigation system, a surface dripfield with
surface spray flushing components, will provide for an irrigated flow of 10,000 GPD. The campus features a TS-II wastewater treatment system
(independently permitted) able to process 15,000 GPD and a subsurface dripfield able to disperse 5,000 GPD. The campus front office is located at
1126 Upper Thomas Branch Rd, Marshall, NC 28753.
Please let me know if there are any issues viewing this document.
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.)
Mulberry Farm - SURFACE DS Package.pdf 93.63MB
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
O'A.4si �,ar/15

Submission Date 6/2/2023

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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
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Nathaniel D. Thornburg
Environmental Program Supervisor III
Division of Water Quality
NC Department of Environmental Quality
512 N. Salisbury Street
Raleigh, NC 27699
Subject: Mulberry Farm Surface Irrigation System
Mulberry Farm — Madison, LLC
Richard Kelly c/o Kevin Davis
1126 Upper Thomas Branch Road
Marshall, NC 28753
Madison County
Dear Mr. Thornburg;
June 2, 2023
Please consider this information for an application for a Wastewater Irrigation System to
serve a multi -use campus. The wastewater irrigation system, a surface dripfield with
surface spray flushing components, will provide for an irrigated flow of 10,000 GPD.
The campus features a TS-11 wastewater treatment system (independently permitted) able
to process 15,000 GPD and a subsurface dripfield able to disperse 5,000 GPD. The
campus front office is located at 1126 Upper Thomas Branch Rd, Marshall, NC 28753
with the surface dripfield to the northwest.
The intent of the overall system is to accommodate waste from The School of Wholeness
and Enlightenment (SoWE) is a planned development located in Madison County, NC.
Plans for the school include several common buildings and multiple "communities" of
small cabins to house school participants. Two systems have been designed to work in
conjunction for the overall project: a smaller subsurface system on the eastern tract and a
large surface system on the western tract to serve the remainder of the school and
accommodations. The proposed surface drainfield addition is designed for a flow -
equalized wastewater volume of 10,000 GPD. The following information regarding said
surface irrigation is included for your review:
Appendix A: Cover Letter
Included as this letter.
Appendix B: Application Fee
New Application Fee ($1,310) is included.

Appendix C: Wastewater Irrigation Systems Application
Form included (Appendix Q.
Appendix D: Property Ownership Documentation
Documentation indicating the ownership of the property is included
(Appendix D).
Appendix E: Soil Evaluation
The appropriate soils evaluation was conducted by Walker Ferguson,
L.S.S. of Land Resource Management, PLLC. The Soils Report is
included as Appendix E.
Appendix F: Agronomist Evaluation
The appropriate agronomic evaluation was completed by Jeff Vaughan,
PhD, CPAG, SSC, CCA, LSS of Agri -Waste Technology, Inc. The
Agronomist Report is included as Appendix F.
Appendix G: Hydrogeologic Report
N/A: The irrigation system does not treat industrial waste or exceed
25,000 GPD.
Appendix H: Water Balance
Included (Appendix H).
Appendix I: Engineering Plans
Included (Appendix I).
Appendix J: Specifications
Included (Appendix J).
Appendix K: Engineering Calculations
Included (Appendix K).
Appendix L: Site Map
Included (Appendix L).
Appendix M: Power Reliability Plan
Included (Appendix M).
Appendix N: Operation and Maintenance Plan
Included (Appendix N).
Appendix O: Residuals Management Plan
Included (Appendix O).

Appendix P: 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 PA).
Operational Agreements
N/A: Applicant is single -party owner of property/system
Threatened or Endangered Aquatic Species Documentation
None 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 kdavidsonga riwaste.com or via
telephone at 919-859-0669.
Regards,
Kevin D. Davidson, P.E.
V.P. of Engineering

Appendix List
Appendix B
Application Fee
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 PA
Floodway Regulation Compliance
Appendix P.6
Threatened or Endangered Aquatic Species Documentation

Appendix B
Application Fee
AGRI-WASTE TECHNOLOGY, INC.
501 N. SALEM STREET, SUITE 203
APEX, NC 27502
[919) 859-0669
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ORDER OF
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Appendix C
Wastewater Irrigation Systems Application

State of North Carolina
Department of Environmental Quality
Division of Water Resources
DWR
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 .01009 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 Permitting 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):
® 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
Project 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 SecretM of State.
❑ If the Applicant Type in Item L2. is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of Deeds in
the county of business.
® The facility name in Item IL 1. shall be consistent with the facility name on the plans, specifications, agreements, etc.
® The Professional Engineer's Certification on Page 12 of the application shall be signed, sealed and dated by a North Carolina
licensed Professional Engineer.
® 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 System 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:
® 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.
❑ 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 Policy, submit a detailed soil evaluation that has been signed,
sealed and dated by a North Carolina Licensed Soil Scientist and includes at a minimum:
® The report shall identify all the sites/fields with project name, location, and include a statement that the sites/fields were
recommended for the proposed land application activity.
® Field delineated detailed soils map meeting all of the requirements of the Soil Scientist Evaluation Policy.
® Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Policy.
® Provide all soil boring logs performed at the site.
® Standard soil fertility analysis conducted no more than one year prior to permit application for each map unit in the soil
map legend for the following parameters:
❑ Acidity ❑ Exchangeable sodium percentage (by calculation) ❑ Phosphorus
❑ Base saturation (by calculation) ❑ Magnesium ❑ Potassium
❑ Calcium ❑ Manganese ❑ Sodium
❑ Cation exchange capacity ❑ Percent humic matter ❑ Zinc
❑ Copper ❑ pH
➢ Saturated hydraulic conductivity (KSAT) data that shall include at a minimum:
® A minimum of three KSAT tests shall be conducted in the most restrictive horizon for each soil series in the soil map.
® All KSAT tests shall be conducted in areas representative of the site.
® All KSAT tests shall be run until steady-state equilibrium has been achieved.
® All collected KSAT data shall be submitted, including copies of field worksheets showing all collected readings.
® Submit a soil profile description for each KsAT data point that shall extend at least one foot below the tested horizon.
➢ Soil evaluation recommendations shall include at a minimum:
® A brief summary of each map unit and its composition and identification of minor contrasting soils.
® Maximum irrigation precipitation rate (in/hr) for each soil/map unit within the proposed irrigation areas.
® 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 Hydrogeologic Investigation and Reporting Policy, the Groundwater Modeling Policy and
the Performance and Analysis of Aquifer Slug Tests and Pumping Tests Policy, 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 Policy, 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 801 percentile and a minimum of 30 years of observed data.
® Potential Evapotranspiration (PET) using the Thornthwaite 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 I I 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

J. 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.1. 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 Surveyor, 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) willbe 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 .0504d), 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 .0I 15(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 01C .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.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 5 of 6

P. Additional Documentation (continued):
➢ Operational Agreements (All Application Packages for Home/Property Owners' Associations and Developers of lots to be
sold):
➢ Home/Property Owners' Associations
❑ Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreement (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 Agreement (FORM: DE)).
➢ 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 (NH3-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) ❑ ToxicityTest 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

State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
15A NCAC 02T .0500 — WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources FORM: WWIS 06-16
L APPLICANT INFORMATION:
1. Applicant's name: Mulberry Farm - Madison, LLC
2. Applicant type: ❑ Individual ® Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State ❑ Municipal ❑ County
3. Signature authority's name: Richard Kelly c/o Kevin Davis per 15A NCAC 02T .010602) Title: Owner
4. Applicant's mailing address: 1126 Upper Thomas Branch Road
City: Marshall State: NC Zip: 28753-
5. Applicant's contact information:
Phone number: [phone] Email Address: kdavis#,Iehrercumming com
IL FACILITY INFORMATION:
1. Facility name: Mulberry Farm Surface Irrigation System
2. Facility status: Proposed
3. Facility type: Major (> 10,000 GPD or> 300 disposal acres)
4. Facility's physical address: 1126 Upper Thomas Branch Road
City: Marshall State: NC Zip: 28753- County: Madison
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 35.86' Longitude:-82.72'
Datum: NAD83 Level of accuracy: Nearest second Method of measurement: Digital or raw photo extraction
6. USGS Map Name: Green Level 2016
III. CONSULTANT INFORMATION:
1. Professional Engineer: Kevin D. DavidsonLicense Number: 024582 Firm: Agri -Waste Technology, Inc.
Mailing address: 501 N. Salem Street, Suite 203
City: Apex State: NC
Zip: 27502-2314
Phone number: [phone]
Email Address: kdavidsonkagriwaste.com
2. Soil Scientist: Walker Ferguson
License Number: 1289 Firm: Land Resource Management
Mailing address: P.O. Box 9251
City: Asheville State: NC
Zip: 28815-
Phone number: 8( 28) 231-1663
Email Address: walkerA_Iandrm.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 Technology, Inc.
Mailing address: 501 N. Salem Street, Suite 203
City: Apex State: NC
Zip: 27502-2314
Phone number: [phone]
Email Address: jvaughanA_agriwaste.com
FORM: WWIS 06-16 Page 1 of 12

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100:
1. Application type: ® New ❑ Major Modification
If a modification, provide the existing permit number: WQ00
2. Application fee: $1310 -Standard -Major Facility -New Permit
3. Does this project utilize public monies or lands? ❑ Yes or ® No
❑ Minor Modification
and most recent issuance date:
If yes, was an Environmental Assessment required under 15A NCAC OIC? ❑ 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
Submitted
Date
Approved
Permit/Certification
Number
Agency Reviewer
Collection System (Q > 200,000 GPD)
N/A
N/A
Dam Safety
N/A
N/A
Erosion & Sedimentation Control Plan
N/A
N/A
Nationwide 12 / Section 404
N/A
N/A
Pretreatment
10/30/20
12/14/20
NOI - LHD
Reference: 385157
Madison County EHS
Sewer System
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: 10,000 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(fl? ❑ Yes or ® No
Establishment Type
Daily Design Flow a
No. of Units
Flow
Facility Estimated Water Usage
15,000 gal/day
n/a
15,000 GPD
Subsurface Dripfield dispersal
-5,000 gal/day
n/a
-5,000 GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Total
10,000 GPD
a See 15A NCAC 02T .011402), (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? 1490 feet mean sea level. Source: FEMA Flood Map Number
3700878800J
Are any treatment, storage or irrigation facilities located within the 100-year flood plain? ❑ Yes or ® No
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 69 ❑ 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 Pro g am? ® 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
reclaimed standard.
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
-
Select
Select
Select
-
Select
Select
Select
-
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: DE)) 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. 143-215.6139 ❑ 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
Estimated Influent Concentratio
FDesigned Effluent Concentration
(monthl average)
Ammonia Nitrogen (NH3-N)
75 mg/L
2 mg/L
Biochemical Oxygen Demand (BOD5)
350 mg/L
5 mg/L
Fecal Coliforms
<10 per 100 mL
Nitrate Nitrogen (NO3-N)
0 mg/L
20 mg/L
Nitrite Nitrogen (NO2-N)
0 mg/L
<1 mg/L
Total Kjeldahl Nitrogen
3 mg/L
Total Nitrogen
110 mg/L
23 mg/L
Total Phosphorus
20 mg/L
8 mg/L
Total Suspended Solids (TSS)
200 mg/L
5 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
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
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
Units
Manufacturer or
Material
Dimensions (ft) /
Spacing s (in)
Volume
(gallons)
Plan Sheet
Reference
Specification
Reference
Select
N/A
Select
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit
No. of
Units
Manufacturer or
Material
Dimensions (ft)
Volume
(gallons)
Plan Sheet
Reference
Specification
Reference
Select
N/A
Select
Select
Select
Select
Select
Select
Select
c. DISINFECTION
No. of
Manufacturer or
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
Units
Material
(gallons)Reference
Reference
Select
N/A
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: number of lamps
per bank: and maximum disinfection capacity: GPM.
d. RESIDUAL TREATMENT
No. of
Manufacturer or
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
Units
Material
(gallons)Reference
Reference
Select
N/A
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
Pumps
Purpose
Manufacturer /
Type
Capacity
Plan Sheet
Reference
Specification
Reference
GPM
I TDH
Pump Chamber
2
Field Dosing
Orenco Systems, Inc.
24.8
170.0
DS-7.01
J - 6.4
f. BLOWERS
Location
No. of
No.
Units Served
Manufacturer /
Type
Capacity
(CFM)
Plan Sheet
Reference
Specification
Reference
N/A
N/A
g. MIXERS
Location
No. of
Mixers
Units Served
Manufacturer /
Type
Power
h
Plan Sheet
Reference
Specification
Reference
N/A
N/A
h. RECORDING DEVICES & RELIABILITY
No. of
Maximum
Plan Sheet
Specification
Device
Location
Manufacturer
Units
Capacity
Reference
Reference
Effluent Flow Measuring Device
1
Headworks
Master Meter
50 gpm
DS-7.04
J - 6.8
Unit
Multi -Jet
Select
Select
Select
EFFLUENT PUMP / FIELD DOSING TANK (IF APPLICABLE):
FORM: WWIS 06-16 Page 6 of 12

Plan Sheet
Specification
Reference
Reference
Internal dimensions (L x W x H or (p x H)
(chamber)
(chamber)
_ ft
DS-7.02
J - 6.1
8ft
14ft
Total volume
8,724.5 (total) 65,264.17 (total)
DS-7.02
J - 6.1
ft3 gallons
Dosing volume
66.84 ft3 500 gallons
DS-7.02
J - 6.4
Audible & visual alarms
DS-7.01
J - 6.5
Equipment to prevent irrigation during rain
DS-7.01
J - 6.5
events
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? Effluent Storage
2. Storage Impoundment Coordinates (Decimal Degrees): Latitude: Longitude: - °
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? ft', 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:
❑ Cla
❑ Synthetic
Top of embankment elevation:
ft
❑ Other
I ❑ Unlined
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:
ft3
gallons
Mean seasonal high water table depth:
ft
Effective volume:
ft3
gallons
Embankment slope:
Effective storage time:
days
Top of dam water surface area:
ft2
Plan Sheet Reference:
Freeboard elevation water surface area:
ft2
Specification Section:
Bottom of impoundment surface area:
ft2
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: 12"
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):
Recommended
Recommended
If Seasonal, list
Soil Series
Fields within
Loading Rate
Loading Rate
Annual /Seasonal
appropriate
Soil Series
Loading
in/hr
in/ r
months
Evard/Cowee
A & D
1.47
26.0
Seasonal
Mar 7 - Oct. 31
complex
Clifton/Clifton
C
1.47
26.0
Seasonal
Mar 7 - Oct. 31
variant complex
Evard/Cowee
Complex &
B & E
1.47
26.0
Seasonal
Mar 7 - Oct. 31
Clifton/Clifton
Variant Complex
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? Siege
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 VILE.? ® 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 r)
Rate (lbs/ac r)
Hardwoods
Evard/Cowee complex
40
72.4
48.0
maximum
Hardwoods
Clifton/Clifton variant
40
72.4
48.0
complex
(maximum)
FORM: WWIS 06-16 Page 9 of 12

a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained: Waypoint Analytical - Soil
Test
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: 183,302 (& 72.4 lb N/ac/yr) ft'
e. Minimum irrigation area from the Agronomist Evaluation's phosphorus balance: 144,000 (�a, 48.0 lb P/ac/yr) ft'
f. Minimum irrigation area from the water balance: 252,000 ft'
FORM: WWIS 06-16 Page 10 of 12

VIL IRRIGATION SYSTEM DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
8. Field Information (NOTE — This table may be expanded for additional fields):
Field
Area
(acres)
Dominant
Soil Series
Designed
Loading
Rate
(in/hr)
Designed
Loading
Rate
(in/ r)
Latitude'
Longitude'
Waterbody
Stream Index
No
Classification
A
2.076
Evard/Cowee
complex
0.188
14.34
35.8640
-82.7290
6-109-3
C
B
1.843
Evard/Cowee
Complex &
Clifton/Clifton
Variant Complex
0.188
14.34
35.8640
-82.7290
6-109-3
C
C
1.462
Clifton/Clifton variani
complex
0.122
14.34
35.865'
-82.729'
6-109-3
C
D
0.428
Evard/Cowee
complex
0.122
14.34
35.8650
-82.7280
6-109-3
C
E
0.304
Evard/Cowee
Complex &
Clifton/Clifton
Variant Complex
0.122
14.34
35.865'
-82.727'
6-109-3
C
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
6.113
a Provide the following latitude and longitude coordinate determination information:
Datum: NAD83 Level of accuracy: Nearest second Method of measurement:
Address matching
b For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: hlW://deg.nc.gov/about/divisions/water-resources/planning/classification-standards/classifications
FORM: WWIS 06-16 Page 11 of 12

Spray Irrigation Design Elements
Drip Irrigation Design Elements
Nozzle wetted diameter:
82 ft
Emitter wetted area:
8 ft2
Nozzle wetted area:
5,281 ft2
Distance between laterals:
4 ft
Nozzle capacity:
3.39 GPM
Distance between emitters:
2 ft
Nozzle manufacturer/model:
Rain Bird / (SBN-IV) 9/64"
Emitter capacity:
0.61 GPH
Elevation of highest nozzle:
2086 ft
Emitter manufacturer/model:
American Manufacturing
Company, Inc. / Bioline
Specification Section:
J - 6.7
Elevation of highest emitter:
2120 ft
Specification Section:
J - 6.6
VIH. 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 ? ❑ 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
Irrigation
System
Treatment /
�Storage Units
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site
103' (drip)
438' (spray)
265'
Any habitable residence or place of assembly owned by the Permittee to be maintained as
art of the project site
369' (drip)
767' (spray)
Any private or public water supply source
21 F
328'
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
105'
426'
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
106'
Subsurface groundwater lowering drainage systems
113'
Surface water diversions (ephemeral streams, waterways, ditches)
51'
Any well with exception of monitoring wells
211'
328'
Any property line
50'
182'
Top of slope of embankments or cuts of two feet or more in vertical height
> 15'
Any water line from a disposal system
>10'
Any swimming pool
N/A
Public right of way
356'
Nitrification field
162'
Any building foundation or basement
103'
Impounded public water supplies
N/A
Public shallow groundwater supply (less than 50 feet deep)
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 12 of 12

Estimated Influent
Designed Effluent
Designed Effluent
Parameter
Concentration
Concentration
Concentration
monthl average)
(daily maximum
Ammonia Nitrogen (NH3-N)
mg/L
mg/L
mg/L
Biochemical Oxygen Demand
mg/L
mg/L
mg/L
BODs
Fecal Coliforms
per 100 mL
per 100 mL
Total Suspended Solids (TSS)
mg/L
mg/L
mg/L
Turbidity
NTU
FORM: WWIS 06-16 Page 13 of 12

IX. COASTAL WASTE TREATMENT DISPOSAL REQUIREMENTS — 15A NCAC 02H .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 Boundary.
2. Is this an Interim Treatment and Disposal Facility per 15A NCAC 02H .0404(g)? ❑ 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 .0103(16), 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(g)(7), how much green area is provided? ft2
15. Is the green area clearly delineated on the plans? ❑ Yes or ❑ No
16. Is the spray irrigation 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 14 of 12

Professional Engineer's Certification:
I Kevin D. Davidson, PE attest that this application for
(Professional Engineer's name from Application Item III.1.)
Mulberry Farm Surface Irrigation System
(Facility name from Application Item IL 1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications, engineering
calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best of my knowledge the
proposed design has been prepared in accordance with this application package and its instructions, as well as all applicable regulations
and statutes. Although other professionals may have developed certain portions of this submittal package, inclusion of these materials
under my signature and seal signifies that I have reviewed this material and have judged it to be consistent with the proposed design.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000, as well as civil penalties up to $25,000 per violation.
ON,
�� t 11 t l i 111 JIfIr j�I
North Carolina Professional Engineer's seal, signature, and date: �'`NSN\ CA R���
A � ��S■/�iTw
SEAL
024582 1 &-os► [
''��`�r • • LNG IN�-�= �ti`'�.�
Fl1 7`
Jz�2o13
Applicant's Certification per 15A NCAC 02T .0106(b):
I Richard Kelly, Owner attest that this application for
(Signature Authority's name & title from Application Item L3.)
Mulberry Farm Surface Irrigation System
(Facility name from Application Item IL 1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/or criminal prosecution. 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 General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000 as ell a civ.1 penalties up to $25,000 per violation.
Signature: Date: 2 May 2023
FORM: WWIS 06-16 Page 14 of 12

0 LIMITED LIABILITY COMPANY ANNUAL REPORT
1/s/zozz
NAME OF LIMITED LIABILITY COMPANY: Mulberry Farm - Madison, LLC
SECRETARY OF STATE ID NUMBER: 18322755 STATE OF FORMATION: DE
REPORT FOR THE CALENDAR YEAR: 2023
SECTION A: REGISTERED AGENT'S INFORMATION
1. NAME OF REGISTERED AGENT: Corporation Service Company
2. SIGNATURE OF THE NEW REGISTERED AGENT:
Filing Office Use Only
E - Filed Annual Report
1832275
CA202301323008
1/13/2023 08:30
Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED AGENT OFFICE STREET ADDRESS & COUNTY 4. REGISTERED AGENT OFFICE MAILING ADDRESS
2626 Glenwood Ave Ste 550
2626 Glenwood Ave Ste 550
Raleigh, NC 27608 Wake County Raleigh, NC 27608
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Owner & developer of retreat
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] x5600
4. PRINCIPAL OFFICE STREET ADDRESS
3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
5. PRINCIPAL OFFICE MAILING ADDRESS
c/o Withers Bergman LLP, 430 Park Avenue, 10th Floor c/o Withers Bergman LLP
New York, NY 10022 New York, NY 10022
6. Select one of the following if applicable. (Optional see instructions)
❑ The company is a veteran -owned small business
❑ The company is a service -disabled veteran -owned small business
SECTION C: COMPANY OFFICIALS (Enter additional company officials in Section E.)
NAME: Richard Kelly
TITLE: Manager
ADDRESS:
7 Clifford Street
London, XX W1 S2FT
NAME: James Hawks
NAME:
TITLE: Manager TITLE:
ADDRESS:
7 Clifford Street
London, XX W1 S2FT
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business entity.
Richard Kelly 1/13/2023
SIGNATURE DATE
Form must be signed by a Company Official listed under Section C of This form.
Richard Kelly Manager
Print or Type Name of Company Official Print or Type Title of Company Official
This Annual Report has been filed electronically.
MAIL TO: Secretary of State, Business Registration Division, Post Office Box 29525, Raleigh, NC 27626-0525

Appendix D
Property Ownership Documentation

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,.t�j T— MADI50N, LLC
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BK 699 PG 84 - 87 (4) DOC# 337954
This Document eRecorded: 09/11/2020 10:19.52 AM
Fee: $26.00 DocType: DEED Tax: $0.00
Madison County, North Carolina
Susan Rector, Register of Deeds
This certifies that there are no delinquent ad valorem taxes, or other taxes
which the Madison County Tax Collector is charged with collecting, that are a
lien on:
Parcel Identification Number 8798-69-1351 8798-59-6292 8798-69-5055 8798-79-6927
This is not a certification that this Madison County Parcel Identification Number
matches this deed description.
Lori Ray 09/11/2020
Tax Collection Staff Signature Date
DEED OF COMBINATION
Parcel Identifier No.8798-69-1351 (Lot 55); 8798-59-6292 (Lot 56); 8798-69-5055 (Lot 57); and 8798-
79-6927 (Lot 30)
Mail after recording to Van Winkle, Buck, Wall, Starnes & Davis, P.A. Attorney's Initials: LPT
Post Office Box 7376, Asheville, NC 28802-7376
This instrument was prepared by: Van Winkle, Buck, Wall, Starnes & Davis, P.A. (Lindsay P.
Thompson)
Brief description for the Index: Lots 30, 55, 56 & 57
NO TITLE EXAMINATION WAS PERFORMED BY THE PREPARER OF THIS DEED.
THIS DEED OF COMBINATION is made this the ID day of S2IP+. , 2020, by MULBERRY
FARM-MADISON, LLC, a Delaware limited liability company.
WITNESSETH:
THAT WHEREAS, the maker of this Deed of Combination owns certain parcels of land more particularly
described on Exhibit A
WHEREAS, said makers wish to combine the above -mentioned properties into a single tax parcel for tax
purposes.
WHEREAS, this is a limited special purpose instrument for the purposes specified above and this is not a
conveyance and does not change or modify, in any manner, the ownership interests in the above -
referenced property; and
WHEREAS, upon execution and recordation of the Deed of Combination, the above referenced properties
are hereby combined and shall thereafter be described as follows:
See EXHIBIT A
submitted electronically by "van winkle Law Firm"
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the Madison county Register of Deeds.

BK 699 PG 85
DOC# 337954
IN WITNESS WHEREOF, Grantor has caused this instrument to be executed by its duly
authorized Member/Manager, the day and year first above written.
MULBERRY FARM-MADISON, LLC
By:
Print N e: Craig Weeding
Print tle: authorized signer
STATE OF NO TH CAROLINA
COUNTY OFcy,-vN1Q4Z.
I certify that the following person personally appeared before me this day, acknowledging to me
that he voluntarily signed the foregoing document for the purpose state therein and in the cap ndicated above:
Craig Weeding
Date: — 1 O — ��.J
j241j�
NotW P bli
PLACE NOTARY SEAL INSIDE THIS BOX ONLY! (Printed Name ofNotacA
My Commission Expires: I — �1
JENNIFER H. PERRIN
NOTARY PUBLIC
Buncombe County
North Carolina
My Commission Expires July 27, 2025

BK 699 PG 86 DOC# 337954
EXHIBIT A
Legal Description
PARCEL ONE
of 30
Being all of Lot 30 as shown on Plat Book 4, Page 115, Madison County Registry.
PARCEL TWO
of 55
Being all of that 6.041 acre tract shown on Plat Book 4, Page 481, Madison County Registry.
PARCEL THREE
of S
Being all of that 7.119 acre tract shown on Plat Book 4, Page 509, Madison County Registry.
PARCEL FOUR
of 5
Being all of that 206.76 acre tract shown on Plat Book 4, Page 510A and 510B, Madison County
Registry.

BK 699 PG 87 DOC# 337954
EXHIBIT B
UNANIMOUS WRITTEN CONSENT
FOR Mulberry Farm- Madison, LLC
The undersigned, being all the managers of Mulberry Farm -Madison, LLC (the
"Company"), do hereby waive any requirement of a meeting and any notice thereof, and do
hereby adopt the following resolutions by signing his written consent hereto, in lieu of a special
meeting, The undersigned do hereby certify the accuracy of the applicable information set forth
below:
That the undersigned are all managers of Mulberry Farm -Madison, LLC, a Delaware
limited liability company (the "Company±') duly organized, validly existing and in good
standing under the laws of Delaware,
2. That the following is a true and correct copy of resolutions duly adopted by action of the
Managers, that the resolutions are currently in full force and effect and have not been
rescinded or modified, and that the same constitute all of the action required to authorize
the transactions contemplated by such resolutions:
NOW THEREFORE, BE IT RESOLVED that Craig Weeding is hereby appointed as
authorized signer to execute and record that Deed of Combination combining Lots 30, 55,
56 & 57 (the "Transaction").
In witness whereof, I have executed this Unanimous Written Consent on behalf of the Company,
this 4t" day of September, 2020.
Managers:
Richard Kelly ,
,
. A" Jam Hawks

BK 699 PG 88 - 93 (6)
This Document eRecorded:
Fee: $26.00 DocType: DECL
Madison County, North Carolina
Susan Rector, Register of Deeds
DOC# 337955
09/11/2020 10:19.53 AM
Tax: $0.00
Prepared by and return to: The Van Winkle Law Firm (LPT), PO Box 7376, Asheville, NC 28802-7376
STATE OF NORTH CAROLINA, COUNTY OF MADISON
WASTEWATER TREATMENT DECLARATION
THIS WASTEWATER TREATMENT DECLARATION is entered into this / 6fLi
day of S'c j34 � � h -e�' , 2020 by Mulberry Farm -Madison, LLC, at
("Developer').
WHEREAS, Developer, as the owner of all the real property described on Exhibit
A attached hereto and incorporated herein ("Property"), intends to develop the Property
as a retreat center.
WHEREAS, Developer, in order to develop the retreat center, will construct a
wastewater collection and treatment system (the "System").
NOW THEREFORE, the Developer, for good and valuable consideration the
receipt and sufficiency of which are hereby acknowledged, subject to the express
provisions of this Declaration, hereby agrees as follows:
1. Construction, Installation and Maintenance of the System. Developer, at
its cost, will construct, install and maintain the System in accordance with its permit, and
all applicable codes and laws. If at any point the Developer desires to transfer less than
all of its Property to any third party, Developer, at that point may, or shall, if required by
applicable law, form an association to which it shall convey the system and said
association shall be responsible for the maintenance, repair and administration of said
System, and the collection of assessments on a pro rata basis from the users of said system
in order to provide for the maintenance and repair of same in accordance with the
Wastewater Treatment Agreement attached hereto as Exhibit B.
2. Miscellaneous. This Declaration shall be binding on, and inure to the
benefit of, the Developer and its successors and assigns, except that Developer is the only
party that may assign excess capacity rights to any other party or for the benefit of any
submitted electronically by "van winkle Law Firm"
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the Madison county Register of Deeds.

BK 699 PG 89
DOC# 337955
other property. Developer reserves the power to assign this right to another party. This
Declaration constitutes the entire agreement of the Developer concerning the matters set
forth herein and supersedes all prior and contemporaneous agreements, written or oral,
concerning such matters. This Declaration may not be modified orally, and any
modification must be in writing, signed by the party to be bound.
WHEREFORE to signify their acceptance of the foregoing the Developer
has signed below as of the date first specified above.
DEVELOPER:
Mulberry Farm -Madison, LLC
By:
Print Name: raig Weeding
Print Title: authorized signer
STATE OF
COUNTY OF
I certify that the following person(s) personally appeared before me this day, each
acknowledging to me that he or she voluntarily signed the foregoing document for the
purpose state therein and in the capacity indicateo4bo�e: Craig Neding
PLACE NOTARY SEAL INSIDE THIS BOX ONLY!
EJENNIFEIRt H.PERRIN
PUBLIC
beCounty
Carolina
xpires July 27, 2025
(Printed Name of Notary)
My Commission Expires: `1- 'l -�S

BK 699 PG 90 DOC# 337955
EXHIBIT A
BEING ALL OF LOTS 1, 2, 3, and 8 as shown on Plat Book 4, at Page 74, Madison County
Registry.

BK 699 PG 91
DOC# 337955
EXHIBIT B
[form of Wastewater Agreement to be used if Property is under separate ownership]
Prepared by and return to: Van Winkle Law Firm, PO Box 7376, Asheville, NC 28802
State of North Carolina, County of Madison
WASTEWATER TREATMENT AGREEMENT
THIS WASTEWATER TREATMENT AGREEMENT, is made and entered into this
the _ day of 20 , by and between the Mulberry Farm Property Owners
Association, a North Carolina non-profit corporation, (hereinafter "POA"), and Mulberry
Farm -Madison, LLC (hereinafter "Developer").
WHEREAS the POA is the owner of a certain Wastewater Treatment Facility (the
"System"), which was conveyed to POA by Developer, free of charge, recorded in Book
Page , of the Madison County Register of Deeds; and
WHEREAS the System was constructed to accommodate the prevailing regulatory
capacity requirement at the time for the Developer's retreat center;
NOW THEREFORE, in consideration of the covenants and agreements contained
herein, the Association and Developer agree as follows:
1. The POA shall operate the System in accordance with all applicable laws
and rules governing wastewater collection, treatment and disposal, with all
permits and conditions of said permits.
2. The POA shall remain responsible for the maintenance, repair and upkeep
of the System, and POA shall collect assessments from the owners using the
System on a pro rats basis in order to provide for the maintenance and
repair of same in accordance with applicable law.
3. This Agreement, shall be binding on, and inure to the benefit of, the parties
and their respective successors, heirs and assigns. This Agreement
constitutes the entire agreement of the parties concerning the matters set

BK 699 PG 92
DOC# 337955
forth herein and supersedes all prior and contemporaneous agreements,
written or oral, concerning such matters. This Agreement may not be
modified orally, and any modification must be in writing, signed by the
party to be bound. This Agreement may be executed in counterparts.
WHEREFORE to signify their acceptance of the foregoing terms each of the
parties hereto has signed below as of the date first specified above.
POA:
Mulberry Farm Property Owners
Association, Inc.
By:
Print Name:
Print Title:
DEVELOPER:
Mulberry Farm -Madison, LLC
By:
Print Name:
Print Title:

BK 699 PG 93 DOC# 337955
EXHIBIT C
UNANIMOUS WRITTEN CONSENT
FOR Mulberry Farm- Madison, LLC
The undersigned, being all the managers of Mulberry Farm -Madison, LLC (the
"Company'), do hereby waive any requirement of a meeting and any notice thereof, and do
hereby adopt the following resolutions by signing his written consent hereto, in lieu of a special
meeting. The undersigned do hereby certify the accuracy of the applicable information set forth
below:
That the undersigned are all managers of Mulberry Farm -Madison, LLC, a Delaware
limited liability company (the "Company") duly organized, validly existing and in good
standing under the laws of Delaware.
2. That the following is a true and correct copy of resolutions duly adopted by action of the
Managers, that the resolutions are currently in full force and effect and have not been
rescinded or modified, and that the same constitute all of the action required to authorize
the transactions contemplated by such resolutions:
NOW THEREFORE, BE IT RESOLVED that Craig Weeding is hereby appointed as
authorized signer to execute and record that Wastewater Treatment Declaration to which
this consent is attached (the "Transaction").
In witness whereof, I have executed this Unanimous Written Consent on behalf of the Company,
this 41h day of September, 2020.
Managers:
1
Richard Kelly
James Hawks

Appendix E
Soil Evaluation

LAND RESOURCE MANAGEMENT
Land Evaluation by Land Experts
PO BOX 9251, ASHEVILLE. NC 28815 11 828.231.1663 11 WWW.LANURM.GOM
Mulberry Farms Madison, LLC
Madison County, NC
Surface Wastewater Irrigation System
SOIL SCIENCE REPORT
May 2, 2023
LRM Project #287423
Prepared For:
Mulberry Farm Madison, LLC
2626 Glenwood Avenue, Suite SSO
Raleigh, NC 27608
Permitting Authority:
North Carolina Division of Environmental Quality
Land Resource Management PLLC
P.O. Box 92S1
Asheville, NC 2881S
828-900-8700
www.landrm.com

TABLE OF CONTENTS
1.0 Introduction.............................................................................................................................
1
2.0 Soil Assessment.......................................................................................................................
2
2.1 Landscape...........................................................................................................................................2
2.2 Soil Series............................................................................................................................................2
2.3 Soils and Parent Material.............................................................................................................2
2.4 Methods...............................................................................................................................................3
2.5 Soil Assessment................................................................................................................................4
2.6 In -situ Hydraulic Conductivity Evaluation...........................................................................4
3.0 Water Balance.......................................................................................................................... 5
3.1 Instantaneous Hydraulic Loading Rate..................................................................................5
3.2 Allowable Irrigation.......................................................................................................................5
4.0 Agronomy..................................................................................................................................6
4.1 Fertility Analysis..............................................................................................................................6
4.2 Nutrient Loading Analysis...........................................................................................................6
5.0 Conclusions.............................................................................................................................. 7
6.0 References.................................................................................................................................8
7.0 Figures
1. General Site location Map
2. Test pit location / Soil Series Map
8.0 Attachments
A. Saturated Hydraulic Conductivity Spreadsheets
B. Saturated Hydraulic Conductivity Field Sheet
C. Soil Profile Descriptions
D. Official Soil Series Descriptions
E. Soil Laboratory Test Results

1.0 Introduction
Land Resource Management, PLLC (LRM) has conducted a soil, hydraulic, and agronomic evaluation
on approximately 69 acres of Madison County, NC (PIN: 8799408553). The purpose of the
evaluation was to determine soil and landscape suitability for a surface drip irrigation wastewater
system capable of treating approximately 10,000 gallons of wastewater per day. The investigation
was conducted in accordance with requirements set forth in 15A NCAC 02T .0500.
This report recommends a surface drip irrigation system with an application rate less than or equal
to 0.5 inches per week. The loading rate should not exceed the hydraulic capacity of the soil. The
loading rate does not exceed the hydraulic capacity of the soil or the agronomic requirements of the
area being utilized for wastewater disposal.
This report evaluates site conditions with respect to the following parameters:
• Soil Conditions: This evaluation determines if the physical properties of the soil as well as
saturated hydraulic conductivity are limiting to the design hydraulic loading rate.
• Water Balance: The design hydraulic loading rate is compared to the allowable hydraulic
loading rate derived from a water balance to determine if additional storage is necessary over
annual periods of high precipitation and freezing temperatures.
• Agronomy: This evaluation determines if the nutrient loading is beyond the assimilative
capacity of the existing pine forest.
Land Resource Management, PLLC Surface Wastewater Irrigation System
LRM Project #287423 1 Mulberry Farms

2.0 Soil Assessment
2.1 Landscape
The study site is in an area of intermediate mountains dissected into various landscape positions.
The majority of the studied area was classified as a side slope/nose slope. The general site location
and regional topographic map is provided as Figure 1 in Section 7.
2.2 Soil Series
The study area contains 3 soil types. Official soil series descriptions are provided as Attachment D.
The subject property is located on the Mesic/Thermic boundary; thus, the soil series list below
contains both soil temperature regimes.
1. Clifton/Clifton Variant -Clifton is classified fine, mixed, semiactive, mesic Typic Hapludults.
The SHWT is greater than 6 feet from the surface. Weathered bedrock greater than 60 inches
deep.
2. Evard- Evard is classified as a fine -loamy, parasesquic, mesic typic hapludults. The SHWT and
weathered bedrock is greater than 6 feet from the surface.
3. Cowee - Cowee is classified as a fine -loamy, parsesquic, mesic typic haludults. The SHWT is
greater than 6 feet from the surface. Weathered bedrock ranges from 20-40 inches deep.
2.3 Soils Assessment
Findings are based on, but not limited to, observations made and data collected on topography,
landscape position, parent material, underlying geology, and soil characteristics such as depth to a
SHWT, depth to a restrictive horizon, total soil depth, soil horizonation, soil structure, soil color,
clay mineralogy, soil density, consistence, plasticity, saturated soil hydraulic conductivity, stone
content, and percent sand, silt, clay, and mica. They follow the guidelines set forth in the North
Carolina Administrative Code -Waste Not Discharged to Surface Waters, Title 15A-DENR, Subchapter
2T, Section .0100 through .0600, amended September 1, 2006.
The study area has a total of two map units that contain two dominant soil types, and one minor soil
inclusion. Each soil map unit is discussed in detail below. All soil and weathered bedrock averages
included are from data collected while performing pit/deep borings evaluations for the
hydrogeologic report.
1. Evard/Cowee Complex -These are fine -loamy soils that form from residual parent material
which has been affected by soil creep in the upper horizons. They are well drained. The average
soil depth for this map unit is 50 inches. The average depth to weathered bedrock is 60 inches
0

(ranging from 32 inches at pit 16, to greater than 72 inches at a majority of the pits). The
average slope is 36 percent. This map unit contains no unsuitable areas for wastewater
irrigation. This map unit represents approximately 38 percent of the total irrigation area.
2. Clifton/Clifton Variant Map Unit-- These are fine, mixed, semiactive soils that form from
residual weathered from intermediate and mafic igneous and high-grade metamorphic rock.
The Clifton Variant is noted when CR is observed less than 60" (Clifton Series has CR>60'). They
are well drained. The average soil depth for this map unit is 46 inches. The average depth to
weathered bedrock is 63 inches (ranging from 31 inches at pit 23, to greater than 192 inches at
pit 12). The average slope is 26 percent. Shallow soil depths were noticed at this soil series.
This unit represents approximately 62 percent of the total irrigation area.
2.4 Methods
The investigation consisted of describing 56 test pits and 2 soil borings. Pits number 42 and 43
were accidentally skipped. Pit 27 is located outside the proposed wastewater irrigation
boundary. Each test site was surveyed in the field by Banks Creek Surveying. A total of 32
saturated soil hydraulic conductivity (Ksat) measurements were made at 8 sites across the
investigated areas. Complete soil profile descriptions are enclosed for each pit and boring. The soil
profile descriptions are provided as Attachment C. Ksat calculations and results are provided as
Attachment A. The Ksat field sheets are provided in Attachment B. A site map is also enclosed
showing the soil map units, soil series, soil test pit/boring locations, Ksat sites, and proposed
wastewater irrigation boundaries. The map is provided as Figure 2 in Section 7.0.
Soil profile descriptions were conducted from track hoe dug pits according to USDA-NRCS
standards. Slopes were measured with a Suunto clinometer. Soil oxidation state was determined
using a Munsell Soil Color Book, 2012 revised edition. Ksats were obtained using a Compact
Constant Head Soil Permeameter.
Ksat measurements were taken in the A horizon below the drip tubing and in the lower horizons of
the soil column to determine the most hydraulically limiting soil horizon. The number and location
of K-at measurements were determined after the pit work was completed and the soil data
analyzed.

In the final analysis, the geometric mean of 10 percent of each Ksat value in the most limiting soil
horizon is used to recommend an application rate. The 10 percent value is being used due to the
consistency of textures and profiles throughout the study area.
2.5 In -situ Hydraulic Conductivity Evaluation
Saturated hydraulic conductivity (Ksat) tests were conducted as follows. A total of 32 sites across
the study area were selected. Multiple horizons in the soil profile were tested to obtain a
representative value for the saturated hydraulic conductivity of the various soil horizons. In some
cases Ksats were performed in the Cr horizon. The Cr horizon k-sat data is provided to show the
weathered bedrock is permeable. A Ksat field sheet data for each site is provided as Attachment B
in Section 8.0.
The Ksats were measured by boring a 5-cm hole into the horizon being tested, inserting the emitter
from the compact constant head soil permeameter and saturating the soil around the bore hole.
After saturating the soil, a — 6-inch head of water was established. The permeameter maintains a
constant head within the bore hole as water seeps into the surrounding soil. The rate at which the
water seeps into the surrounding soil is monitored until a steady state water flow is achieved.
LRM has utilized spreadsheets for determining the geometric mean of the most limiting horizon
form each soil map unit, which is provided as Attachment A in Section 8.0.
Ksats were measured at Pits: 2, 12, 18, 23, 30, 39, 47, and 53. A summary of the sites calculated 10
percent (in/wk) K-sat measurements is listed in Table 1.
Table 1. Calculated Geometric Mean K-sat summary 10 percent values (in/wk)
Soils
A Horizon
Bt Horizon
BC Horizon
C Horizon
Clifton/Clifton Variant Map Unit
13.52
0.83
1.11
4.83
Evard/Cowee Map Unit
45.34
1.89
1.26
1.80
Overall Site
24.76
1.44
1.16
2.89
The most limiting value is 0.83 inches per week in the Bt horizon of the Clifton map unit.
The 0.83 inches per week supports the recommended application rate of less than or equal to 0.5
inches per week and up to 0.83 inches per week when stored wastewater is irrigated along with the
current week's wastewater.
M

3.0 Water Balance
3.1 Instantaneous Hydraulic Loading Rate
The instantaneous hydraulic loading rate refers to the ability of the soil to absorb water. This
instantaneous rate corresponds to the soil infiltration rate. It is a measure, in inches per hour, of
how quickly water applied to the soil surface will be absorbed into the soil. This measurement is
based on the depth, texture, structure, pore space (bulk density), organic matter content, vegetative
cover, and slope of the soil surface.
A basic infiltration rate for various soil types with sandy clay loam surface textures is estimated to
be between .35 -.62 inches/hour(http:llwww.fao.org/docrep/58684E/s8684e0a.htm). Table 2
below recommends an instantaneous infiltration rate of <_.1.47 inches/hour for the proposed drip
irrigation fields based on site specific field observations of the site and soil surface.
Table 2. Instantaneous Hydraulic Loading (Infiltration) Rate Based on Soil Surface Parameters
Cover Average Texture Average Structure Organic Compaction Instantaneous Rate
Slope (%) (typical) Depth (in.) (typical) Matter (in/hr)
Moderate
Sandy/Clay
Forest 37% loam 4.0 medium Medium None <_1.47
granular
The 10 percent geometric mean Ksat value of the overall site for the A horizon is 1.47 inches
per/hour. The drip tubing emitters are capable of irrigating an area 2 feet by 4 feet at a maximum
rate of 0.62 gallons/hour. This converts to 0.124 inches per hour which is less than the
recommended instantaneous rate. Therefore, the soils are capable of absorbing, through
infiltration, the amount of wastewater being irrigated onto the site.
3.2 Allowable Irrigation
AWT (project engineer) has performed a water balance as part of their submittal. LRM has provided
0.049 inches per hour (See overall site calcs Attachment A) to AWT for the water balance.
R

4.0 Agronomy
4.1 Fertility Analysis
The disposal site consists of a mix evergreen/hardwood forest. Soil sampling and laboratory
fertility analysis were performed to investigate any limitations with continued timber production.
Soil samples were collected throughout the study area. Each sample is identified by the adjacent pit
number. Samples were sent to Waypoint Analytical, Inc. Lab data is provided in Attachment E.
Table 3 is a summary of the test results.
Table 3
Summary of Soil Fertility Testing
Sample
ID
pH
CEC
Nitrogen
Recommendation
LBS per Acre
Phosphorus
Recommendation
LBS per Acre
Potassium
Recommendation
LBS per Acre
Pit 41
5.2
4.0
100
110
49
Pit 21
6.0
5.7
100
110
0
Pit 7
5.0
4.4
100
110
68
Pit 52
4.9
3.7
100
110
94
Lime: The soil pH test results suggest that lime should be added to adjust pH. However, wastewater
treatment processes can alter pH, and will typically raise pH. Soil pH should be re -tested after
irrigation has been initiated.
Soil Fertility: The lab results demonstrate that the soils are Nitrogen, Phosphorus, and Potassium
limited for maximum tree growth. Waypoint Analytical, Inc recommends 100 lbs of Nitrogen per
acre per year, 110 lbs of Phosphorus per acre per year, and 49-94 lbs of Potassium per acre per
year for the Hardwood forest.
4.2 Nutrient Loading Assessment
This section of the report has been completed by AWT (project engineer).
no

5.0 Conclusions
The investigation supports an irrigation rate of 0.5 inches per week (10,000 gpd over 12.89 wetted
acres). This rate is determined to be acceptable based upon examining site limitations with respect
to the following considerations:
o Soil Conditions. Soil type, structure and hydraulic conductivity are well within an
acceptable range for the design irrigation rate.
o Water Balance. The water balance evaluation demonstrates that no long-term storage of
effluent is required during wet or cold weather months. Only temporary storage is needed
to store during individual rain and freezing events.
o Agronomy. The agronomic evaluation demonstrates that the anticipated nutrient loading
can be assimilated by the Harwood/Evergreen Forest, limiting the potential for
groundwater impact.
7

6.0 References
References:
1. Ammozegar, Aziz. Undated. Compact Constant Head Permeameter Users Manual. K-sat,
Inc. P.O. Box 30813, Raleigh, NC 27622. 45 pp.
Amoozegar, 1989, A compact constant -head permeameter for measuring saturated
hydraulic conductivity of the Vadose zone. Soil Sci. Soc. Am. J. 53:1356-1361.
Georgia's Department of Environmental of Natural Resources Environmental Protection
Division, Watershed Protection Branch, Guidelines for Slow Rate Land
Treatment of Wastewater Via Spay Irrigation Revised: July 2010
4. Brouwer, C., et al. Food and Agriculture Organization of the United Nations,
Irrigation Water Management: Irrigation Methods, Annex 2 Infiltration rate and
infiltration test. http://www.fao.org/docrel2/S8684E/s8684e0a.htm.
5. EPA. 1981. Process Design Manual, Land Treatment of Municipal Wastewater.
USEPA Center for Environmental Research Information, Cincinnati, OH 45368.
6. Crites, R.S. Read, and R Bastian. 2000. Land Treatment of Municipal and Industrial
Wastes. Mcgraw Hill.
7. Albaugh, Allen, and Fox 2008. Nutrient use and uptake in Pinus taeda. Tree Physiology
28, 1083-1098
8. Johnson and Lindburg, Editors. 1992. Atmospheric Deposition and Forest Nutrient
Cycling, a Synthesis of the Integrated Forest Study. Appendix Table
CH-3, Page 656.
9. National Resources Conservation Service, National Soil Survey Center. 1998.
Field Book for Describing and Sampling Soils. United States Department of
Agriculture. Lincoln, Nebraska.
10. North Carolina Agriculture Research Service. 1992. Redoximorphic Features for
Identifying Aquic Conditions. North Carolina State University Technical
Bulletin 301. 33 pages.
11. North Carolina Cooperative Extension Service. Undated. Nutrient Management
Planning Manual. North Carolina State University, North Carolina A&T University.
12. Tucker, Ray M., J. Kent Messick and C.C. Carter. 1997. Crop Fertilization Based on
North Carolina Soil Tests. North Carolina Department of Agriculture
and Consumer Services. Agronomic Division.
13. University of Tennessee. Wastewater Subsurface Drip Distribution, 2007. John R.
Buchanan, Ph.D., P.E.; James T. Watson, P
N.

LRM: Figure 1.0
ArcGIS Web Map
4/18/2023, 3:18:56 PM 1:9,028
0 0.07 0.15 0.3 mi
2021 Madison County Tax Parcels 20ft Contours ❑ Green: Band_2 i ti T 1
O Latest Orthoima er 0 013 025 0.5 km
Addresses 9 Y Blue: Band
Roads ■ Red: Band_1
NC OneMap, NC Center for Geographic Information and
Analysis, NC 911 Board, Maxar
Web AppBuilder for ArcGIS
Maxar I NC OneMap, NC Center for Geographic Information and Mnalysis, NC 911 Board I LIDAR data is maintained by the Rood Mapping Program. Elevation products generated by NCDOT-GIS Unit. Data made available by the NC Center for Geographic Information and Analysis, through NC OneMap, I

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LRM: Attachment A
MULBERRY FARMS - MADISON COUNTY SOILS INVESTIGATION
SATURATED HYDRAULIC CONDUCTIVITY CALCUATIONS
- A/Bt(0-6)
6-s� Bt1(12-18)
� BC(30-36)
ff-sat (2-4� C(74-80)
2.1 Steady State
0.1 Steady State
0.2 Steady State
3.4 Steady State
220.5 2-ON
10.5 2-ON
21 2-ON
357 2-ON
44.1 5 Min/intervals
0.525 20 Min/intervals
1.05 20 Min/intervals
11.9 30 Min/intervals
2646
31.5
63
714
4.02192 5.0" Head
0.0366345 6.0" Head
0.063567 6.5" Head
0.830382 6.0" Head
1.58343307 inches/hr
0.014423031 inches/hr
0.025026378 inches/hr
0.326922047 inches/hr
38.0023937 inches/day
0.346152756 inches/day
0.600633071 inches/day
7.846129134 inches/day
266.016756 inches/week
2.423069291 inches/week
4.204431496 inches/week
54.92290394 inches/week
26.6016756� 0.242306929 f10% in/wk# 0.420443150% in/wk
5.492290394 10% in/wk
-A/Bt(0-6) Bt(12-18)
-BC(32.38)
C(84-90)
6.9 Steady State
1.3 Steady State
0.1 Steady State
1.8 Steady State
724.5 2-ON
y 136.5 2-ON
10.5 2-ON
189 2-ON
24.15 30 Min/intervals
4.55 30 Min/intervals
0.35 30 Min/intervals
9.45 20 Min/intervals
1449
273
21
567
1.685187 6.0" Head
0.317499 6.0" Head
0.024423 6.0" Head
0.693441 5.75" Head
0.66345945 inches/hr
0.124999606 inches/hr
0.009615354 inches/hr
0.273008268 inches/hr
15.9230268 inches/day
2.999990551 inches/day
0.230768504 inches/day
6.552198425 inches/day
111.461187 inches/week
20.99993386 inches/week
1.615379528 inches/week
45.86538898 inches/week
11.1461187 - 2.099993386 §576-in-IMPME 0.161537953 - 4.586538898 -
- A/Bt(0-6)
- Bt1(18-24)
- Bt2(30-36)
6.5 Steady State(AVG 1 §Wady State
1 Steady State
682.5 2-ON
105
105 2-ON
136.5 5 Min/intervals
3.5 0 Min/intervals
pm
3.5 30 Min/intervals
8190
210
210
12.4488 5.0" Head
0.24423 6.0" Head
0.24423 6.0" Head
4.90110236 inches/hr
0.096153543 inches/hr
0.096153543 inches/hr
117.626457 inches/day
2.307685039 inches/day
2.307685039 inches/day
823.385197 inches/week
16.15379528 inches/week
16.15379528 inches/week
82.3385197- 1.615379528r0%in/wk
_
1.61537952810%in/wk
- A/Bt1(0-6)
- Bt1(6-12)
�3 BC(22-28)
C(78-84)
4 Steady State
2.1 Steady State
4.4 Steady State
2 Steady State
420 2-ON
220.5 2-ON
462 2-ON
210 2-ON
42 10 Min/intervals
11.025 20 Min/intervals
46.2 10 Min/intervals
10.5 20 Min/intervals
2520
661.5
2772
630
3.24576 5.5" Head
0.6674535 6.5" Head
3.570336 5.5" Head
0.85617 5.25" Head
1.27785827 inches/hr
0.262776969 inches/hr
1.405644094 inches/hr
0.337074803 inches/hr
30.6685984 inches/day
6.306647244 inches/day
33.73545827 inches/day
8.089795276 inches/day
214.680189 inches/week
44.14653071 inches/week
236.1482079 inches/week
56.62856693 inches/week
21.4680189- 4.414653071110% in/wk ' 23.61482079 W/u in/wk
5.662856693 10% in/wk
- A/Bt1(0-6)
' Bt(6-12)
- Bt2(26-32)
3.6 Steady State
0.6 Steady State
0.2 Steady State
378 2-ON
63 2-ON
21 2-ON
75.6 5 Min/intervals
6.3 10 Min/intervals
0.7 30 Min/intervals
4536
378
42
6.89472 5.0" Head
0.513702 5.25" Head
0.048846 6.0" Head
2.71445669 inches/hr
0.202244882 inches/hr
0.019230709 inches/hr
65.1469606 inches/day
4.853877165 inches/day
0.461537008 inches/day
456.028724 inches/week
33.97714016 inches/week
3.230759055 inches/week
45.6028724 ! i n/ 3.397714016 - 0.323075906 -
- A/Bt1(0-6)
� Bt1(6-12)
- Bt2(20-26)
BC(40-46)
- C(68-74)
2.3 Steady State
1.6 6Steady State
0.4 Steady State
0.6 Steady State
0.7 Steady State
241.5 2-ON
168
42 2-ON
63 2-ON
73.5 2-ON
24.15 10 Min/intervals
16.8
P-ON
0 Min/intervals
2.1 20 Min/intervals
3.15 20 Min/intervals
7.35 10 Min/intervals
1449
1008
126
189
441
2.20248 5.0" Head 1.53216 5.0" Head Me 0.133182 6.25' Head
0.28728 5.0" Head
0.512883 6.0" Head
0.86711811 inches/hr
0.603212598 inches/hr
0.052433858 inches/hr
0.113102362 inches/hr
0.201922441 inches/hr
20.8108346 inches/day
14.47710236 inches/day
1.258412598 inches/day
2.714456693 inches/day
4.846138583 inches/day
145.675843 inches/week
101.3397165 inches/week
8.808888189 inches/week
19.00119685 inches/week
33.92297008 inches/week
14.5675843 - 10.13397165 - 0.880888819 - 1.900119685 - 3.392297008 -

- A/Bt1(0-6)
- Bt1(6-12)
- Bt2(20-26) BC(35-41)
- C(5056)
6.1 Steady State
3.1 Steady State
0.5 Steady State
0.4 Steady State
0.5 Steady State
640.5 2-ON
325.5
52.5 2-ON
42 2-ON
52.5 2-ON
128.1 5 Min/intervals
16.275
�-ON
0 Min/intervals 2.625 20 Min/intervals
2.1 20 Min/intervals
2.625 20 Min/intervals
7686
976.5
157.5
126
157.5
11.68272 5.0" Head
1.0321605 6.25' Head
_A 0.1453725 7.0" Head
0.127134 6.5' Head MW 0.1453725 7.0" Head
4.59949606 inches/hr
0.406362402 inches/hr
0.057233268 inches/hr
0.050052756 inches/hr
0.057233268 inches/hr
110.387906 inches/day
9.752697638 inches/day
1.373598425 inches/day
1.201266142 inches/day
1.373598425 inches/day
772.715339 inches/week
68.26888346 inches/week
9.615188976 inches/week
8.408862992 inches/week
9.615188976 inches/week
77.2715339 - 6.826888346 - 0.961518898 -
0.840886299 - 0.961518898 -
- A/Bt(O-6) Bt2(12-18) (20-26) C(3036)
2.5 Steady State 0.1 Steady State 0.4 a 1.5 Steady State
262.5 2-ON
10.5 2-ON
42 2-ON
157.5 2-ON
13.125 20 Min/interval
0.525 20 Min/intervals
2.1 20 Min/intervals
7.875 20 Min/intervals
787.5
31.5
126
472.5
0.7945875 6.5 Head lllll�
0.033295516.25" Heaa9M
0.146538 6.0" Head
0.5778675 5.75" Head
0.31282972 inches/hr
0.013108465 inches/hr
0.057692126 inches/hr
0.22750689 inches/hr
7.50791339 inches/day
0.31460315 inches/day
1.384611024 inches/day
5.460165354 inches/day
52.5553937 inches/week
2.202222047 inches/week
9.692277165 inches/week
38.22115748 inches/week
5.25553937 -
0.220222205 -
0.969227717 -
3.822115748 -
A Horizon Geometric Mean
Bt Horizon Geometric Mean
EVARD/
A Horizon Geometric Mean
Bt Horizon Geometric Mean
2.044725038 cm/hr
0.805009858 in/hr
19.32023658 in/day
135.2416561 in/week
13.52416561 -
0.126797239 cm/hr
0.049920173 in/hr
1.198084147 in/day
8.386589029 in/week
0.838658903 -
6.855277131 cm/hr
2.698928004 in/hr
64.77427211 in/day
453.4199047 in/week
45.34199047 -
0.286839977 cm/hr
0.112929125 in/hr
2.710298991 in/day
18.97209294 in/week
1.897209294�k
OVERALL K-SAT CALCULATION
A Horizon Geometric Mean
3.743949358 cm/hr
1.47399581 in/hr
35.37589945 in/day
247.6312961 in/week
24.76r0%in/week
BC Horizon Geometric Mean 0.168819465 cm/hr
0.066464356 in/hr
1.595144547 in/day
11.16601183 in/week
1.116601183-
C/CR Horizon Geometric Mean 0.730581936 cm/hr
0.287630683 in/hr
6.903136399 in/day
48.3219548 in/week
4.83219548 -
BC Horizon Geometric Mean 0.191110061 cm/hr
0.075240182 in/hr
1.805764358 in/day
12.64035051 in/week
1.264035051 10% in/week
C Horizon Geometric Mean 0.273055093 cm/hr
0.107502005 in/hr
2.580048125 in/day
18.06033687 in/week
1.80603368710% in/week
BC Horizon Geometric Mean 0.175944703 cm/hr
0.069269568 in/hr
1.662469634 in/day
11.63728744 in/week
1.16-
Bt Horizon Geometric Mean 0.218505841 cm/hr C Horizon Geometric Mean 0.438404719 cm/hr
0.086025922 in/hr 0.172600283 in/hr
2.064622121 in/day 4.142406794 in/day
14.45235485 in/week 28.99684755 in/week
1.45 - 2.90 -

'.
LRM: Attachment B
SA0,21 , ID TA SH917
'
Measurement \To.
Conducted by
Location _ ,,�L-f►-
_ Dam 3/12 O3
Weather Condition _ 4ti�� /�� 16�- � - _._ Temperate
Horizon A 0 - �,
Source of Water
Hole depth
s i�-,leasured (Actual) waterlevel isn hole
Distance between reference level
initial oi- em
mid sod surface
+ ;_ om R-4i ,s C.
Distance f-From the hale bottom to
Radius of the hole W cm
the reference level (D)
_ CM clack tu-ue
Desired water depth in hole
cm Start saturation
^onsCaa t head tube setting (d)
Gm Steady-state reading
Reservoirs Used for Measuremem of the Steady -State Flow Rate
Flow Measuring Researoir Only
Conversion Factor (c.R) _ 20 cmz
Both Row Measuring and Main Res6rvo*rs �' conversion Factor (C.P.) = 105 caT?'
i
(To obtain flow volume rmAdply change
in waxer level by the appropriate CY. from above )
Clock ?reservoir At
Change in -Flow Q 0- Xja
Time Reading
Water Lnrel Volume
h:min cm min
cm cm3 cma /min c&Als cm/h
y
%2
a : sca 3c S
?,p
Average of last three measurements:
(other tmitS)
ca1�0fiENTS:
31,25

.w. -.. r.. r.w...n......�r .ter. .r S
easurament io.
E"
Condaeted by
Location
Weather Condition
'Tamper
Horizons
Sovrce of Water
Hole depth
_,� CAM
Measured (Actual) waterlevel iz hole
' Distance between le��el
irAtial G c om
a oyreferermce
m7d so� s= e
• CM
Final r% 4M
D=smnea mom the hole bott= to
Radius of the hole (r) em
the Mfffence ievei (D)
- errs
Clock time
Desired water depth h► hole al)
- cm
Snarl saturation s a
Constant -head tube setting (d)
F
(:FL?
Steady -staff reading
E Reservoirs Used for i easurement of the Steady-Sta Plow Rate
Plow Meosuan; Reservoir Only
Conversion Factor (C.R) = '70 CM
` Both mow ialeasuring and Main
Reswrrocs �
conversion FaotoI (C F.) = 105 0&
(To obtain flow volume multiply change an water level by the appropriate C.F. from above j
Clod Reservoir At.
Change in Plow
Time Reading
Water I.elrei Volume
h:min cm min
can cm3
cm'lmin cm'!h cralh
3 lS y9,Cr
3.5.5 1Q,-7
G-
Average of last three measumments: (other tMits)
39

I
i
I
I
I
{
- I
Measurameat o. Conducted by f
Location /"Ir;TA,,tea
Weather C Idtdon
ori�on�- �� ' Sore of Water
a
Hole depth
Distance between reference level
mid Qoi? surface
Dismce fram the hale bottom to
the Teference level (D)
Desired watzr depth in hale
Constant head tube setng (d)
C-In Measuied (Actual) water level in hole
Initial G S cm
+ • CID Fig — Cm
Radius of the hole (r) cm
cox+ Clock t4ue
Cm Start saturation
CM Steady --state reading
Reservoirs Used for -Wasaremenc of the Shady -Stag Flour Ram
Flow Mpasudng Resemoir Only Conversion Faetar (C ,R) = 24 cm'�
Both Flow Measuzing and Main Reservoirs Conversion Factor (C F.) 105 cam'
(To obtain #low volume mnaltiply change in water level by ,he appropliate C.P. from above )
Clod- Resavoir A, Change in Flow Ka
Time Reading
hrater revelVQluYne
h-znin CM roan can cm3 cm'/Min =51-h cm1b
3 q<
-r --
w;t �t
Average of last three measurements: YME = � ccalh � (other its)
39

j.:
a SA TVPUS DAI T"&- STREET
4.
�" i��easurament moo. Conducted by ,`�
Location j Date r
rl Weather Condition r, : � � Temper
Horizon source of Water
Hole depth cm
Distance between reference level
j and soil surface + can
Distance from the hole bottom to
the reference level (D)
Desired water depth in hole (H) - OM
COnstant-head gibe seLtirig (d)
Adeasured (Actual) water level iln hole,
initial cm
Final cm
Radius of the hole (r) cin
Clack true
Mart saturation
Steady-state reading
Reservoirs Used for measurement of the Steady -State Flow Rate
Flow M"suring Reservoir Only Conversion Factor (C.R) = 24 crn-'
°} Both Flow TIVI-easuri.ng and Main Reservoirs Conversion Factor (C:F.) = 105 em`
(To obtain flow volume multiply change 3n water level by the appropriate C,F. from. above )
Clock Reservoir >;t Change iu Flow Q lit
Time Reading Water revel Volume
h:min: Cm min CM CM cm31min cm31h crnlh
t
i
• l j
• 3
Average of last three measurements: Y,_t = cmlh (other units)
C©!Vi�N-TS:
39

SALE DATA SITXT
Msasuremwt IN,
Condvftd by
Location
Dale
weather -7
Tempjori=n
Soma of Water
Hole depth
CM Measured (Attu a� waterlevri in hole
Distance between reference level
Initial �,- 0 OM
and soil sidma
+ Crn Find (,-0 CM
Dfzm= from the hole. bottom to
Radius of the hole (r) cm
the Teftmw level (D)
CM clock time
Desired waterdepth in hole OA)
am S= sanvation
Constant head. tube satins (d)
am Steady-state reading
Reservoirs Used for Meaummnt
of the Steady-StM Flow Ram
Plow Musuring Reservoir Ody
— Conversion Factor (C.F.) = at} cmz
Both now Mkasaiing and Maim
Reservoirs
Reservo. Conversion Factor (CM = 105 aa�
(To obtain flow VOIUMe =31tiply th=90 in WRW k"I by the vpmpdate C.P. from above)
Clock Reservoir At.
Change in Flow
Mine Reading
rater Level VDIMC
h:min CM min
CM. CM3 CZe/33ftfA cm% cm/h
.0
Average 1Dflast three maw=ments.- K=--Cm/h (Oda Unfts)
CObOdENTS:
39

SALE DATA SEMET
Meaummeauqo.
Conducted by
Location F,
Date
Weadw Coen
Tempe"
Horizon
SOMM Of Water
-Hole
depth
— CM Measured (Actual) wata ]eve hn hole
DUtance between reference Ja-vPI
initial
and Son surface
+ cm Final 6a am
Diamm ftom the hole bottom to
Radius of the hobe- (r)
the re&zence level (D)
CM clock time
Desimd water depth, in hole
Start 8atuxation C
Com=t-head tube setting (d)
CM Steady-state reading
Reservoirs Used for blusumment, of the Steady-SM Flow Rafe
Plow Magsudm PWemir C)nly
— Conversion Fad (C.F.) = 20 cmz
Both Raw -MeLmrbag and Main
Rr.=voia Conversion Fluor (CmF.) 105 me
(To obtain f1mv volume m-dtiply change in water level by the appropdate C.F. from above
Clock Reservoir W1,
aianp in Mow 4M
'rime Reading
W&W Ltvel Volume
h.-din CM min
CM CMS ce/mIn celh cra/b
7 3�
ILL
Average of fast fine measurements: = =/h (Otbor Units)
1*11107111C, JINi
34

SALE DAU S
Measurement No. � _ Conducted by
Location A111�
Weather Condition Q - --..,...
Horizon _.(it- 3 �)- 32; Source of Water
Dam
TOW" -- -M —
Hole depth cm Measured (Actual) watm)evel Li hole
Distance between reference level initial cm
and soil surface - cm Final. ti � cm
Distance from the hole bottom to Radius of the, hole (r) cru
the refrxence level (D) — ern Clock time
Desired water depth in hole (R) - cm Sian saturation I : ao
Constant head tube setting (d) cm Steady-state reading
Reservoirs Used for Mcasurernent of the Study -Stara Flow Rate
Flory Massunng Reservoir Only Conversion Factor (C.F.) _ 20 cma
Roth Flow -Measuriag and Main Reservoirs �'' Conversion. Favor (CF.) w 105 ae
(To obtain floev v'olumt m-ultiply change in water level by the appropriate C.F. from above )
Clock Reservoir Al, Change in Flow
Time Reading Water Level Volume
h:min cm rain ern cm3 r.&/mart =51h =Ub
r
Aveinge'' of last tome menuraments: = Cmn/h (Otha Ulfitg)
COREVI
�w
kE

r
= SAIv-°LE DATA S „f'
4-
Measurement No. 'I Conducted by
Locat(oil t Date
Weather Condition U �" 4 ' `' Teanpeiat�ae i
f
Horizon Source oflvatrm
Hole depth I CM
Distance between reference level
i mid soil surface + CYfl
Distance from the bole bottom to
the mf mnce level (D) cm
Desired water depth in hale (H) - cm
' Constant -head tube setting (d) cm
i
Mea ured (Actual) water level %-1 hole
Initial om
Final Cris
Radius of the hole (r) cm
. Clock time
Stagy saturation
Steady-state reading
Reservoirs Used for = inurement of the ftady-StM Myw Rate
Plow Mmsuring Reservoir WY Conversion Factor (C.F.) = 20 emz
Both Flow-A&ssuxYng and Mann Reservoirs ---- Conversion Faactor (C.R) = 105 Ce
(To obtain flow volwne multiply change in water level by the approprla.te C.P. from above )
k Clock Reservoir ,fit Change in Flow Kut Time Reading Water Level Volume
} h-m n cm min CM cm3 cm'/mist cmi31h crnlh
5
z
:2
Average of last three measurements: l = cmlb (other units)
M

S: rVOIrE DATA— SH =
MeasorernWt Na.
Conducted by
Location p 1u ��..��, ,
- .. Date ,�-
i
Weather Condition 1 r
Temple"
Horizon
Source of Avatar
Hole depth
can IVleasnred (Acival) water level in hole
Distance between reference level
initial � =' cm
ill"
j
and soil surface
cna Final - v cm
Distance from the hole bottom to
Radius of the hole (r) ern.
the reference lei►el (D)
_ C Clock time
Desired water depth in hole OA)
- cm Start saturation of K
�
Constant -head tubs salt g (d)
— cm Steady-state reading
r
.j
Reservoirs Used for vleasu.remenz of the Stead; -State Flow Rate
E
'
Flow Nfmuring Reservoir Only
Conversion. Faetar (C .R) = 20 cm-
;
�}
Both Flow nleasuri mg and plain
Y
Reservoirs Conversion Factor (C.F.) = 105
(To obtain flow 'volume multiply change in water l-vel by the appropriate C.F. from above }
3k
Cock Reservoir At
Change in Flow lit
Ti.�na Reading
Water Level Volume
h:min cm min
cm ce cm/min cm=lh crn/h
{�
t;
3a . o
l 0
lo'
Average of last three raaasurements: i _E = cmlh (other units)
CO LV ti'S:
;
37
.lE.
1
a��

Measureme t -To. 12
Conducted by
Weather Condition � ���` � `
._ Temperate
Horizon i ► 1 u '''
Source of eater
Hole depth
em (Actual) uraterIevel z--s hole
Distance between reference level
initial cm
j
and soil sudace
cm Fimal f. °` CM
Distance from the hole bottorn to
Radius of the hole (r) can
the reference level (D)
= CM Clock time
Desired water depth in hole (H)
- Cm Start saturation_
Constant -head tube stairg (d)
= cm Steady-state reading
Reservoirs Used 'for &aasureme-at
of the Steady- State Flow Rate
Flow MQamd ig Reservoir Only
Conversion Factor (C .R) _ 20 CM"
Both Flow Measnring and Main
Reservoirs Can -version Factor (C_F.) = 105 am --:'-
(To obtain flow volume multiply change in water level by the appropriate C.F. from. above )
Clock Reservoir AA
Change in -FlowQ Q i st
Time Reading
Water r e3z1 Volume
h:min. cm min
can ce cm'/sin cm=lh CM/h
Average of last three measurements: 1,,,€ = cmIh (other units)
CDt1�i1�1�I�TS:
34

iVeasuremertt%�. Conducted by
Location Date
Weather C© dition Temperature
f
Horizon = Source of rater
Hole depth cm Tvleas'ared (Actual) level hi hoiz
Distance between reference level initial cm
acid soil surface i cm Fi l J �j cm
Distance from the hole bottom to Radius of the, hole (r) cm
the Teference level (D) crr_ Clock tie
Eyesired water depth in hole OH) - cm dart saturation ' f
Constant -head tube setd g (d) — cm Steady -staff reading
$ Reservoirs Used for Measurement of the Steady -State Flow Rate
Flow 1. *asuring Reservoir only Conversion Factor (C.R) _ 20 cm--
BothFlow Measuring and Main Reservoirs X Conversion Factor (CF.) = 105 am —:--
(To obtain flovv volume multiple Lhange in water level by she appropriate C.P. from above }
Clock Reservoir >^t Change in. Flow ( Ids
r Time Reading 17%rater Level Volume
h:min GM ruin crn cm, cr_ slmin cm'Ih cr lh
1
i
0
Average of last three measurements: cmfh (other wits)
COMiltENTS:
0n
In

4:
SATtA -DATA- S ME `
Measurement moo. 1 Conducted by
r,
ff
Location
Date ,D Vf
weather C nditlon
f
Xbrizon 1 O - f, Source of Water
Hole depth s
I Imined (Actual) water level ki hole
Distance between reference level
initial cm
mid sot su ace. + cm
Fin a _ cm
Distance ftm the hole bottom to
Radius of the. Dole (r) cm
the reference level (D) _ CID
Clock time
Desired water depth in hole (H) - cm
Start saturation ► c
Constant head tube setting (d) cm
Steady-state resdiag
Reservoirs Used for Measmmfent of the Steady-Sta.tr, Flaw Rate
Flow Mmuaing Reservoir Ody
Conversion. Faetos [C.R) _ 210 cm'
Both Flow Measuring and Main Reservoirs
Conversion Factor (CF.) = 105 ce
(To obtain flow volume multiply change in water level by the appropda.te C.F. from above )
Ciock Reservoir it Change in Flow
Time Reading Water Lfn el Volume
h:minn cm man CM cm3
LI
,
t lyyS-� S1,
t
t� `f
A
Q0- Y�It
cm'/twin cm'!h cmlh
kgerage of last three measurements: X,, = cmlh _ .� (other unit)
COMMITENTS:
39

�••
2LZ DLL li Ci 8,,-"B
Measurement moo. _�,
_
Conducted byG
Location P�� an .l �.��
Datt: '1g j o z
WeatherCondition � w � � ` �
- Teniperd=
Horizon 10 „/�,; t 2
Source of Water
Hole depth
cm lvlebsurad (actual) water level in hole
Distance between reference level
initial — 6 — cm
aiad soil surface
- • Cm RInal 7 en1
Distance from the hole bottom to
Radius of the hole (r) rIM
J
the rference level (D)
_ CTPI Clocb time
7 Dosired water depth in hole
CM Start saturation 10
Constant head tube setting (d)
- em Steady-state reading
}
Resen oirs Used for _Measurernemt of the Steady -Stale Flow Rate
4 Flow Mpasuiring Reservoir Only
Conversion Factor (C.F.) _ 20 cm -
Both 1--low Measurimg and Main
Resenroirs r Con -version Factor (C:F_) = 105 C&
j (To obtain flow volume multiply change in water level by the appropriate C.F. from abo-ve )
Clock Reservoir t
Change iu Flow X1,
Time Reading
eater i,ezrel Volume
1 h:min cm min
CM Cm3 crn3/min C1L% cell
i ip'rp 4t it a0
-2,
l
Average of last three measurements: Kit = Cmlh (other units)
CODIUA-Ews:
39

Conducwd by %
Measurement No.
Location Date _ 1122— '
Weather Condition Temperature
Horizon 0( 11- 2Y Source of Water
Hole, depth cm Measured. (Actual) water level uz hole
Distance between reference level initial ---- s cm
and soil surface -CM Final �s � T cn1
Distance front the hole bottom to Radius of the hole (r) cm
the reference level (D) - crr Clock time
Desired water depth in hole (H) CM Start saturation /o
Constant -head tine selling (d) - cm Steady-state reading
Reservoirs Used for Measurement of the Steady- State blow Rate
Flow Measuring Reservoir Only Conversion Factor (-C.R) _ ?fl cry'
Both Flow Measuring and Maia Reservoirs -- Conversion Factor (C R) = 105 r:m'
(To obtain floe- uolunae multiply change in water level by the appropriate C,F. from above )
Clock Reservoir A.4 Change I Flow Q Q X121
Time Reading eater i eirel Volume
h:min can min can cm cnz'lmin cis! lh CM/h
1 b. 31 11/1, o - _.-_
tr)
fM
•
, ; 3 r
14
Average of last three n2easurements: cmlh
(other units) "=E
CVDI YiifYs 1.S.
~ I.J
I.
11
Il
_7 r 5
:k
?q
z4
?
!� 2 ty•
5
39
a�:

Measurement NO. Conducted by r
Location r �� 6��°�R �. Date y141"
s
Weather Condition Tempu=ure
Horizon 7-d- ti y Source of rater =
Hole depth o-In Mzasured (Acival) water level Ln hole 4
Distance between reference level initial_ cm !;
and soil surface cm Final em
Distance from the hole bottom to Radius of the hole (r) cm
the reference level (D) = cm Clock time
Desired water- depth in hole (H} - cm Start saturation !
Constant -head tube setting (d) — cm Steady-state reading
!
i[
Resarvoirs Used for rlcasurernent of the Steady -State Flow Rate,
Flow Mcasuring Reservoir Only Conversion Factor (C.F.} = 20 ern' i
Both Flaw 1reasurin; and Main Resenroizs X Conversion Factor (C R) = 105 cm` E�
(To obtain dory volume multiply change in water ievel by the appropriate C.F. from above)
f
Clock Reservoir ,At Change in Flow KIM �
Time Reading rater r eAzl Volume
h:min cm min cm cm, cr_r'/min cmlh cmlh
i;
iU' 37 6/G 2
f
1oS? `13.2 Ia 3.o `4
911
r!
3,Y. Y
gc,7s',I
Average of last three measurements: Yam, = e n/h (other units)
`i
il•7
�9
1

S N I%j!PL DATA SHME
measurement No.
�1 �-
Conducted by
Location z{,
Datt
Weather Cgndition
Ter peratme
Horizon 1 �"''
Sou,c;, of Watrr
Hole depth
om
jVIeasured (Actual) water level Lz hole
Distance between reference level
initial cm
mid soil surface
- cm
Final cm
Distance =rom the hole bottom to
Radius of the hole (r) cm
the reference level (D)
= cn?
Clock dMe
Desired water depth in hole
- cm
Start saturation
Constant head tube setting (d)
= can
Steady-state reading
Reservoirs Used for -Measurernmit of the Steady -,State Flow Rate
Blow Measuring Reservoir Only Conversion Factor (C.R) _ 20 cm,
Both Blow -Measurim, and 3-Main Reservoirs Conversion Factor (C R) = 105 am--'
(To obtain tlow volume multiply change in water level by the appropriate C.F. from above )
Clock Reservoir t Change in -love Q K12t
Time Reading We ter Leval Volume
h:min cm rain cm cm3 cm`/min cm=lh cmlh
Average of fast three measurements: Y, = cmlh
COWEVIEN"'ITS:
2U.ro
�- 39
1 : 3o�``
(other units)
I

K
ieasuramert 2 Conducted by
Location 6 T. 7 ro,� k s D$te
Weather Condition Lwi,, -, 'lMperatma
Horizon R � (� - r ) Source of rater
Hole depth.
Distance between mfewnce level
acid soil surface
Distance from the hole bottom to
the reference level (D)
Desired water depth in hole OHD
Constant head tube setting (d)
NaTeasured (victual) water level hnhole
initial 'S• ;1 5- cm
cm Final. cm
Radius of the hole W cm
cm Clock tie
Cii2 J`LUt Saturation
CM Steady -stag reading
Reservoirs UBod for easurement of the Steady -State blow Rate
Flow Mmsuring Reservoir My Conversion Faetar (C .F.) _ 70 cm~
Both Flow leaswimg and tMda Reservoirs Z Conversion Factor (C:F.) 105 ce
(To obtain flo-i-v volume multiply r:hange in wafer level by the appropriate C.F. from above )
Clod
Resmoir
At
Change in Flow
Tfine
Reading
eater Level Volume
h.-min
cm
min
cm cm,
76
3:9S
31K. 169.=
Average. of last. three measureme
cmlh
COMMENTS:
39
Q Q
C&f7i in cna3 lh cz Vh
(other imim)

SkI L DATA SBTE
Measurement ilo.
lAiTI
i�.onducted by
Location
Date
Weather Condition
Tenpera me
}
Horizon r
Source of eater
Hole depth
cm Nleasurad ( ciuli) water level i.-.1 hole,
Distance between reference level
initial cm
and Soli surface
cm Final cn2
Distance irom the hole bottom to
Radius of the hole (r) mu
fe reference level (D)
CM Clock dMe
Desired water depth in hole (H}
- CM Start saturation
Constant head tube setting (d)
— cm Steady-state reading
.t
Rasen oi.rs Used for Measurement of the Steady -State Flow Rate
'
Flow Me�asurin; Reservoir Only
Conversion Factor rc,R) _ —0 cmJ
Both Flow Measuring and Main
Reservoirs Conversion Factor (C R) = 105 cm'-
J
(To obtain t1ow volume multiplychange in water revel by the appropriate C.F. from above ?
Clock Reservoir Ai.
Change iu Flout Q {sac
r
Time Reading
eater i ez2l Volume
h.-min cm min
cm cm3 cm /min cin51h cm/h
W
,
t
}
Average of last three measurements: isz; _
C©IARVIENTS:_
39
cmlh (other wits)

j.
IM a N 0. C9nducted by
ieasurarn
Date,
Weather Co
Temp-IMM
.dition
Horizon Source of \Vater
Hole depth c-in
Memured (Actual) water level Ln hole,
Distance between reference level
initial
mid soil surface cm
Final MIL
Distance from the hole bottom to
Radius of the hole(r) cmthe,
reference ievel (D) = Cm
C10C.1- tjj_qe
Desired water depth in -hole gi) cm
Start saturation
"k
Constam-head tube se,Ltiiig (d) CM
Steady-state reading
Pesenoir-5 Used for Measurement of the Steady -State Flow Rate.
Flow -IM*aSudlig Reservoir Only
Conversion Factor (C.R) = 20 =3
Both Flow Tkrleasnr, iwand .lain Reservoirs
Con -version Factor (C-R) 105 eTn-
C
(To obtain flow voluble m-altiply chmge in water level by the appropriate C.F. from above,
Clock Reservoir At Change in
Flow Q XS1.1
Time Reading Water Level Volume
herein CM min CM
CM3 cm-- 3/min cm/h cm[h
.9.
� Vg6 Of last three measuremens-cm/h
(other units)
N.-UNIEN
39

a
SSAN :.., DAU S_i
Measurement 210. Conducted by �� f
Location .f T4 .oV- I)-
1' Weather Condition Temp;,ratme
MHz= 1 G - � = - source of Water
-
doze depth cn
Distance betvnen reference level
mid soil surface + ' cm
D€stance .E rom the bole bottomto
die, reference level (D) — cm
Desired water depth in hole (B) - cm
Constant head tube setting Cd) cm
Menured (Actual) water level in hole
initial 6 o cm
Final 5- o cm
Radius 01 the tole (r) CM
. Clock time
Start saturation P!<5
Steady-state reading
Reservoirs used for Measurement of the Steady -State Flow Rate
Flow Measuring Reservoir My 4onversion Factor (C ,R) = —10 CM'
Both Flow Measuring and Main Reservoirs r Conversion Factor (CF.) 105 ce
(To obtain flow volmne multiply change in water level by the appropfiate CY, from above )
Clock Reservoir At Cb2nge in Flow
Tune Reading Water Leval Volume
h:min cm min CM cm,
r-
'
31. 2
I SV ?� 7 r
l
). -7
Q Q I�St
C&/M n celh cm/h
Average of last three measurements: IZzz cmlir (Other units)
COYINMEN 'S:
39

w DA ri' F T r 8 ira v_+,?;, 6
Measurament Nio. 3 C on4ucted by A. Location Date
'Weather Co rdition } t, Tzrapetam
l = Sou_ce afi�later
Horizon :' " "
Hole depth cm Memretl (actual) water level Ln hole
r' Distance between reference level initial cm
j and soil surface cm Final em
1 Distance rom the hole bottom to Radius of the hole (r) cin
the reference level (D) cm Clock bale.
71 J Desired water- depth in hole (H) - Crn Start saturation
Constant head tube setting (d) = cm Steady-state reading
-t Reservoirs Used for-Nicasurerneat of the Steady -State Flow Rate
Flow Measuring Reservoir Only Conversion Factor (C R) = 20 cry'•
;k Soth Flow Measariuj and 1flain Reservoirs Conversion. Factor (C.F.) = 105 cm'
(To obtain low voluine multiply change in eater level by the appropriate C.F. from above )
` Clock Reservoir nt Change iu Flow Q l�kr
Time Reading eater r eirel Volume
h:min car min cm cm, cnillrain cm=lh crrlh
t 11'�l `t5•U
I, q; y1. G
Average. of last three -measurements: z, = cmlh
CQ1ifLlrENTS`':
39
(other units)

measurement i�To. Con acted by
Location l�/} ..r� • — Date
Weather Condition Temper=
Horizon Source of rater
Hole depth c,n Mea,ured (_actual) water level i-i hole
Distance between reference level initial cm
mid soil surface • cm Final cm
Distance from the hole bottom to Radius of the hole (r) mu
the reference level (D) = cn, Clock tune
Desired water depth in hole (H) -
cm Start satuLadon
Constant -head tube setting (d) — CM Steady-state reading
Reservoirs Used for Measurement of the Steady -State Plow Rate
Flow MmsuranReservoir Only Conversion Factor (C .R) _ 1-0 cm' g
Both Floe leasuri.nj and Vain Resei oirs Conversion Factor (C -m ) = 105 c
(To obtain flow volume multiply change in water level by the appropriate C.F. from above )
Clock Reservoir AL Change in. Flow Q TIQ,
Time Reading NVa-ter Level Volume
h:min CM min cm CO cm- /min =3/h cm/h
Average of last three measurements: Y, = cmlh (othev units)
39
I

S IMPLE DA iT,&' SRE-7
Measurament No. S Conducted by G ��
D.Location �� � �� -� Date 7I y/') 3
`N Weather Condition TerngeraM
Horizon G � `1 Source of Water
` Hole depth cm
Distance between reference level
T M-1d soil space + - ACM
Distance :from the bole bottom to
the reference level (D) = Gm
Desired water depth in hole (R - CM
Coustant=head tube sett ng (d) CM
Measured (Actual) water level itz hole
initial
Final o CM
Radius of the hole (r) cm
clock t Me
Start Satinration 9 'ram
Steady --state reading
Reservoirs Used for Measuremem of the Steady- State Flow Rate
Flow Measuring Reservoir Only Conversion Factor { :.F.} _ 20
Both Flow Measuring and Main Reservoirs _X_ Conversion .Factor (CF.) 105 ce
(To obtain flow volume multiply change in water level by the appropriate C:F, from above )
dock
Reservoir bt Change in Flow
r Time
Reading Water Level Volume
J h:rnin
CID. min CM cm,
5,190
y
j t--
f
1
�U'�b tTG.O
c&/min cm% . cm/h
S 7e �t—? �
Average of last three measurements: X,. = cmlh (other units)
C4YMENTS:
39
f
S,

j Measurament +No. I Conducted by_, _
Location I- `i AA ..1 h„ y Dwe 3 ! a o 1 I
Weather Cr
Horizon }' f ' ` U- l• Source of NVaier
f
Hole depths (--lictual) waterlevel ilnhole
Distance between, reference level iniliaz cm
said sos"! surface -I- • CM P; — -
D$s=ft from the hole bottom to � Radius of sae hole (r) em
the reference level (D) = em Clock time
Desired waw depth in bole - — CM Start saturation
ConstMt head tube setting (d) cm Steady state reading
r
Reservoirs Used for Measnrement of the Steady -Buie Flog Rat
Plow :MmuriZg Reservoir € my Conversion Factor (C.R) _ —70 cmz
Both flow -Measur1mg and Main Reawvoirs �
�.. Conversion Factor (Cj�) _ 1(}5 c
r
(To obtain flow volume waltsply chgnge in water level by she appropriate C.p. from above j
Clock Reservoir Al. Change in -Mow KIM
i Time Reading Mrater level Voiume
h:min cm. ruin CM cm, cm -'/min =311h cm1h
r
I
Average of last three measurements: ��„� � c;tblh (other Imits)
39
pl yrI !.� � �r•� F
t=
0
i
E +�

i�•
1
ABLE �11 A-TA-aHe TE1�
'
Wieumament. No.
Conducted b
`
Location A A0ti16,
s.
Weather Condidoa3 _ S_��
...r_ Tempemm
r
Horizon h d.
SOUM Of rater
Hole depth
CMI
NIT easured (-ACtual) water level L-1 hole
Distance between reference loyel
initial cm
j
mid soil surface
+ . cm
Finall t
Distance f-ram the hole bottom to
Radius or the hole (r) cm
die. reference level (D)
—
ClacL time
Desired water depth in hole
am
Start saturation
Constant head tube salting (d)
, cm
Steady-state reading.
r
Reservoirs Used for asLrement of the Steady -Stale Plow RaM
" Flow Moasudng Reservoir Only Conversion Faetor {C.F.) _ 20 =3
�} Both Plow Measuring and Main Reservoirs Z � Conversion Factor (C.F.) 105 a&
3.
r
(To obtain flow volume multiply change in ,eater level by the appropiate C.F. from above )
Ciock Reservoir n 1 Change ic Flow ,
Time Reading Water Level Volilme
hm-ii n em min can CM, cm- 'lmin em'!h cm/h
i
1
f
A.verage of last: three measurements: IK,, = cralh (outer units)
J�

Maasnramartt Na. 3
Location P I �=
Weather Condition �.
?? Horizon
"Mole depth
Distance between referent
as).d soRI sursace
Dis=ce J rro the hole b
the refexence Iavel (D)
Dasired water depth in h4
Constant -head tube seitiit
r
Clot& Reservoir
3 Time Reading
h:min cm
LI
t
DATA-
t)
aDt l�f SH1� iT _
Condtuoted by.
Daw
,�,Ir., Ai'rT.�l13e1dIll{t?e
Source of Water
cin Measlmd (Actual) waterlevel in hole
e level initial,,_ cm
CM Finall
ROM to Radius of the hole (r) ern
Mr - . Clock time
le P - cm Sian saturation
g (d) _ CM Steady-state reading
Reservoirs Used for --,,kasurment of the 3t adY-State Plow Rate
Ploy Measuring Rl wen oir Only � Conversion ��actas (C.l? j = _ cm�
Both Flow N�easz�g and Main Res"voars --� Conversion Factor (C:-].) = 105 c
(To obtain flow volujne m-oieply chmige in 'water level by the appropriate C.F. from above )
nt Change in Flow
Water bevel Volume
min can cm,
G 5
Q Q Xd
CM'/Min cm'!h . cm/h
9
Average of last tbree measumments: , = CMIh � (other MdW
CO" i -`S:
Pon

8Aj%ODL Iry, A-TA8�EN ,1
Measurement 'o.
Conducted by
`
Location
31 `i 1 3
Weather Condition
Temperature
Horizon 6 L s - r
Somme of Water
Hole depth
CM
Nleasnred (Actual) waterlevel isn hole
Distance between reference leNfel
initial G , < cm
acid, soil surface
+ CM
Fins7. _ cm
Distance from the hole bottom to
Radius of the bole (r) cm
the reference level (D)
— cm
Clock time
Desired water depth in hole
CM
Start saturation I �'
Constant -head tube setting (d)
— cm
Steady-state reading
r
Reservoirs Used for Measurement of the Steady-StaM Flow Rate
Flow Ming Rescrvoir Only Conversion Factor (C.R) = 20 Cm=�
Stith Mow ��easuriug and Maia Reservoirs Conversion Factor (CF.) = 105 ce
(To obtain flow- volume multiply change in water level by the appropriate C,F. from above )
Clock
Reservoir
%T,me
Reading
! 13anin
CM
F
r-
�; ?t?
V
i
�- yU
35 S
Qt Change in Plow
Water Le121 Vplume
min Cm cm,
6 , ":
b.y
Q Q XET
clellain cm'ih cm/h
2
Average 4f fast three measurements: K,,t (other units)
Co3tyitt'l`s.
j9

bL-
SAW DATA- SHIEMNI
M
Conducted by easarement. No
Location P Data
Weather Condition Temp= =
Horizon SourGe of Water
Hole depth CYn Measured (Actual)water level In hole
Distance between reference level initial
mid wil. surface +
V Distance from the hole bottom to Radius of the hole (r) cm
the, reference level (D) = CM CIOCL time
Desired water depth in hole. CM. Start saturation I I
Constant head tube se�Ldng (d) CM Steady-state reading
Reservoirs Used for Measurement d the Steady Smote Flow Rate
Flow Measuring Reservoir Ody - COnVUSiOlL Factor (C,P.) = 20 =7
Both Flow ?Measuring and Main Reservoirs /r Conversion Factor (C-F.) = 105
Z.
(To obtain flow volume multiply change in Water left! by !he appropriate CZ from above
Clock Reservoir At Change in Plow Q Ian
Time Reading, Water LeIrel Volume
h:min CM min CM CM, crn/min =51h =1h
LI 5-, e6
�J
Average of last three measurements: X,, = =Ih (other units)
39
t

V, W4 L SAT TA 8—WEE .
measurament No. Conducted by
Location
weather Coc4,.qon
oft
f Water Soux.
Hole depth -CM
Distance, between reference level
aiid soil surface fi ern
Distance from the hole bottom to
the reference level, (D) = cm
Desimd water depth in hole. (R)
Coutaur-Bead tube setting (d) cm
Date
TCZUP==
Measured (Actual) wawr 3evel Ln hdie
Initial cm
Final — cm
Radius of the, hole W.. CM
Clock tLmr e
Start saturation
Steady-state reading
Reservoirs Used for Measurement of the Steady -State Flow Rate
Flow Measuring Reservoir Only "'Onversion Factor (C.F.) 20 cmz
Both Mow Measuring and Main Reservoirs Conversion Factor (CF.) = 105 CIT'
(To obtain flow volume multiply change in water level by the appropriab-, C.F. from above
Clock
Reservoir
4t
ChaAge iu Flow Q
Time
Reading
Water Level Volume
h:min
cm
min
CM ce C2151tnin Celh crdh
1L.4
Average of Inv, three measarmonts:
(oter units)
f'010 C UVIENTS-
39
M

SjUIPLIP. DAU SEEM IT.
Measurament No Conducted by
Location- Dm.
Weather Condition TOMPMUt=
Horizon 2 - IV Source of Water
Eola depth CIM 'N'leasured (Actual) water level Ln hole
Distance between reference level initial
mid Soil Surface +cm 'Fing
ji i
Distance from the hole bottom to Radius of the hole (r) cin
the reference level (D) GM Clock tame
Desired water depth in hole (EI) Start saturation I!OT
Constant head tubt. setts (d) CM Steady-state reading
Reservoirs Used for Ifeasurement of the Steady -State Flow Rate
Plow Mw=ng Reservoir Ody - Conversion Factor (C,R) 20 CM7-
Both Flow Measuri-u- and Main Reservoirs Conversion Factor (CF.) = 105 ce
(To obtain flow volume multiply -change in water level by the appropriate C.F. from above
Clock Reservoir e,- Change in mow Q K".
Time Reading Water LF-Tel Volume
hunin CM. min CM cm=�/min cm3lh cm/h
r
C
Is
Average of last three measurements: 1T,, = cm/h (other units)
11-MMIM-ENTS 0 4
39

SAO%EPF � ID -,,?A TA S
r
Meastirameot No. 3 i onducted by !_ ;
Location _„ P �s� �1 IF.,-- - mate ?
Weather Condition Temperae
Horizon (5 L %) Source of Water
Mole depth
Distance between reference level
and soil surface
Distance from the hale bottom to
the iefere€tce level. (D)
Desired wafer depth in hole (�D
Constant -head tube setting (d)
cm Adea-mured (Actual) waterlevel bi hole
initial G o om �
+ om Finl_ cm
Radius of ttae hole (r) cm
CM. Clock time
cm Start saturation a
CM Steady-state reading
Reservoirs Used for Mmasuement of the Steady -State Flour Rate
Flow Mmsurin,g Reservoir Only Conversion Factor (C.F.) = 3o CM-'
Both .Mow Measining and Maia Resevolrs Conversion Factor (CF.) = 105
(To obtain flow volume multiply change in water level by ;he appropriate C.F. from above )
Clock Reservoir Al, Change in Flow I
Time Reading Water newel Volume
h:min CM ruin CM cm3 cros /min cm3Jh cndh
ter_
I
Average of fast three measurements: cmfh (other units)
COMMENTS:
39
L F.+

i
--`�`,, :. ii.�i -, :,. G)'� ��,44
Y rv: L2 DA Tr
�[q'�.l-,bpi.
89T,_-N.,T
{7
}leasarzment -No. Conducted by
1
I
Location
Date
Weather Condition
Temper
Horizon Sou_ce of Water
Hole depth can
i4leasurei (Actual) water level Ln hole,
Q.
T
Distance between reference Laves
initial cm
%.
j
and soil surface cm
Final CM
Distance from the hole bottom to
Radius of the hole (r) cm
j
the reference level (D) — ern
Clock dme
�
Desired water depth in hole (H; - cm
Start saturation
Constant -head tube settirg (d) = CM
Steady-state reading
I
!�
�
r
l
Rascn olr5 Used for I -Measurement of the Steady -State Flow Rate
!j
Flow Measuring Reservoir Only
Conversion Facto;,- (C.F.) = 20 cm'
Both Flow ^reasuzin-, and !Viaba ResenToirs y'
Conversior, Facto-r (C,R) c 105 CM7-
I
`
(To obtain flow volume m-ultiply change in vEater level by the appropriate C.F. from above )
Clock Reservoir t Change in
Flow
Time Reading Water revel Volume
h:min CM m?n CM
ce cr_•illrnin cirNh CInAh
i
r
I i-
.i
I�
Average of last three measurements: ls_z
cmlh (Other units)
Ii
Jr
,::
'
CON-21VE TS:
•FY .J
'3>
39
1
:i

LRM: Attachment C
%AND [,--:S UPffC, M A NAGS M E N T
- i.,ond Evciiva ion h,,, 9:.cU 41 Ii:{per-ts -
PPO.[Fr.T NIn Akin NAME
PIT: of��
LOT:
COUNTY:
DATE:
PERCENT SLOPE Rule .1940 :
CLAY MINERALOGY (Rule. 1941): N/A SE 0 EX
LANDSCAPE POSITION Rule .1940 :#� �=
SOIL DEPTH Rule .1943 :
TOPOGRAPHY Ruie .1940 : niforrn
RESTRICTIVE HORIZON Rule .1944 : 30"400L "
PARENT MATERIAL: AL CO E• A/C A/R C/R
SEASONAL HIGH WATER TABLE Rule .1942 : -2?e-,
SOIL GROUP Rule .1955 : ze
c
TYPE OF WATER TABLE Rule .1942 : "
SAPROLITE GROUP Rule .1956 :
CLASSIFICATION Rule .1948): PS US"
NOTES:( ' l <., h , '� t�.
RECLASSIFIED Rule .1948 : N/A P
inches = trench depth
inches = slope correction soil depth
inches = regulated soil depth
+ inches = regulated saprolite depth
inches total depth needed
Calculated for:
FIELD ESTIMATES
MOIST COLOR LTAR
HORIZON
DEPTH
MATRIX MOTTLES TEXTURE STRUCT- CONSIST CLAY AEROBIC CONV.
URE -ENCE DRIP
(Rule
(inches)
(Rule .1941) (Rule Mple (%) (Rule (Rule
.1939).1941)
J 41 .1969 .1955
cz
c>
rU�RLIG
5e�
r>
4' 1
G.1
�y
!u.4wl
LRM- NC Revised 10/2012
MCA = Multicolored Alluvium
MCC = Multicolored colluvium
MCS = Multicolored saprolite
LTAR = Long Term Acceptance Rate in
gallons per square foot per day
RF = Rock fragments
DESCRIBED BY: CHECKED BY:
RLHB = Restrictive layer - Hard bedrock
RLWB = Restrictive layer -Weathered bedrock
SBRF = Stopped by rock fragments

- L,cc?'id �-:',JCt4Ur_.stiC;ri hy{ L.a -d l-xPe, t5
PROJECT NO. AND NAME:
PIT: bl ��A.
LOT:
COUNTY: C:
DATE: 3
PERCENT SLOPE Rule .1940 :
CLAY MINERALOGY Rule .1941): N/A S MX EX
LANDSCAPE POSITION Rule .1940 : " =
SOIL DEPTH Rule .1943 :
TOPOGRAPHY Rule .i940 : i OEM-)
RESTRiCT4VE HORIZON Rule .1944 : ¢? `
PARENT MATERIAL: AL CO RE A/C A/R /
SEASONAL HIGH WATER TABLE (Rule .1942): -= s
SOIL GROUP Rule .1955 : -'
TYPE OF WATER TABLE Rule .1942 :
11II
SAPROLITE GROUP (Rule .1956):AA
CLASSIFICATION (Rule .1948): PS' US
NOTES:
RECLASSIFIED (Rule. 1948: NIA PS
inches = trench depth
inches = slope correction soil depth
inches = regulated soil depth
+ inches = regulated saproiite death
inches total depth needed
Calculated for
FIELD ESTIMATES
MOIST COLOR LTAR
HORIZON
DEPTH
MATRIX MOTTLES TEXTURE STRUCT- CONSIST CLAY AEROBIC CONV.
URE -ENCE DRIP
(Rule
(inches)
(Rule .1941) (Rule (Rule N (Rule (Rule
.1939).1941)
.1941 .1969 .1955
--i
LRM- NC Revised 10/2012
MCA = Multicolored Alluvium
MCC = Multicolored colluvium
MCS = Multicolored saprolite
LTAR = Long Term Acceptance Rate in
gallons per square foot per day
RF = Rock fragments
DESCRIBED BY: CHECKED BY:
RLHB = Restrictive layer -- Hard bedrock
RLWB = Restrictive layer - Weathered bedrock
SBRF = Stopped by rock fragments

z'�+,' t _ :tom_ `�'� : � � � �\c., v�r /jG�. g �� a g
_ 4 rak a :E : Si ��. c� G % .� C3 R �Y E [• J �` IN f;y� C3- E F� + 1 E [7�t i3
;w L•
tf 9.1F(�T h[€`► hli"� e�T��rt NA
PIT: - k - ILQT;.«
IGUCfCtr"s#l`IM
MLOG Y {flute j8o ; - NAIL .; E
ISOILDEP7ji
V12.2e
�;df.7�.� �I�6I�{�1��€� _ 6�?�Q}_ _I�t3r,Fi:e�
��l"�i�€C'2'11i� L?i�_�#?C31� (i�(�le."i��.��. ��R" ` a� ,G�c.�•i'
PARF5{ t UNT ERiA-1: ,/R- P& AIR UR
1S-P_A§OMPL 1 i0-1 INA" fER TABiE �,.Ruia
WIL (390UP fRufG .I655 : �
s'Sfi-+l= OFIJIfA:l ZA TASLr= (Rula-1�!3= a. �
a--4'Row-E enoL?P fRue _i9om3_ J `
!CUILSS€FIG;s. nOK, IRUIS _ 1 n48): PS US
NOTES.- �� �. C�ice,!'�R1`.?N�Lf..,. �, l�E'!,�r';c�- y, e, .�{]E �IS c•c.'F
i1ECLAr.SLRILV LIRUtz-l94.8)- MIA F
Uenci� depth
mchas = slope C-Or, ardor 31A dips
inches = NIQUIeva s SEA de .11h
[01c€yes= rticMred SaCTO Le d aa'llZ
Celc_uieed for: -
l
- Ff aD E-3-17 )NTY-S
' ' iit'io1S ±
COLOR-
URE •-ENCE
DRIP
(Rule
(Rule .1941
(iu)e (Pue
ADM -11941)
�$&} , (Rule-
AL
k
33
!
!1
L.[tilklL S•1L Sti�,��1%43 •(V16U�G -
C�nGA= N7[�ts tatcd ilcvi Tn 1A? = Long—term, Aoc -_p arcs Rate in R = Rasirid&re (ay4r— Hard 6=rlccc(
MCC frJUBCOrared couugkw& gatEcne i7aP'cQuere-jac: parfiay RUMB = ROSLsi UNS (EY8r °-il1fC-=tiS��'4' � b'dras it
Ce'iCS = C iui�iaoCo�er3 s �ra4iL� Ems = = cctc acc e ti S ?f- = stutp, Id y raem ia,, m. art_
DESCE IBM BY:

La d E v a 1 u a t i ori.bif L uad 9i.pfar C&
•c1G^ Tit} _i uL SS�wR F. .. ...•��L � LLB _ .�. �i.�}.. :Ss� .� �iti �^.' �,• .....�.- .s .._
�R/i.9irf'.i i�if"► �,Rir'� Eii�ttifiF- �i.I�r.r..1 � "
PGROGM � IqL0p� (pluic , a 4 €f : 2 3 ��
+ 'f 1T,$?4Si�' ;t �Gy (Rule _� 9�? "3 ): i� r ti S i JC
_skis
1801:-
TOrQGRIAPE ilf(Rule A40)..". i: YT-)
• 9 isiC-1 F= � s U 0 i5, z r ;
PAREWr E MATSR[A—[: AL Co- 0 MC AJR CIR
�5��r�;����"L r� �i F ��,� i ��� i ABLELRUiri-•i 9 - ):
WROUTE GROUP Ru[r-- .1956: �
�CLASSiF{CATIO ? C3 qla . i g� ps i;iS
moms.-
IFECL,sSLr-7-ED LR-uL-_1Pz?aj_ j;f{A PS
ifiG�i�� = l3Giivt3 t{irg�Lh
Fl ahez = s3lopo correaeon adil dapih
inches = r�jul^ ad soil depth
fric; = %miukakmCi Anrafte L-Nla
illche iDiti LspL) r,ewad
Calculated for: '
+
FIELD E��i4�iltiE-�
A1110191OOLOR
Lf''cli
-
i-tOi~iif N
DEPTH 1
spa .
Maw �
� ! � �yt��fG l
� G€3+1��� CLAY �
A\m-- opllc
DRIP
� Coi iv
S
c�l�
/Rule-
(Rufe
.liYicl��
(Raii<_'liaa}9'I}__�
A
�
�-
� � � L
it � i ;.
� ,: � �,-
� ��,• �"
----
S
_
1
I
LRf9t- lAC Rcfissd 1�12t3 l2 -
MCA= MulffcolaradAluirlmm-
adca = firiff corama Coifuldiff'a
Mics = iufuMcolored ssprolits
DESCRIBED UY':
5 j ? i ojjg terms s AccazgEanca uLG in
3i(one q. rzcluare ccot per clay
RLi E = ftesu ava layar— Hard bedrock
RLjNi3 = R(asM jje fa�r�r �srtl�_ fl r c+ ,:era

L A ti 4 %� R +•c•^Z S `v-"f U � C E v � G� N& S-`3 `+OG EE .�x� � �' °C L�
F-- w�aS:Gd E—vaivatiori tv :rs �.a4 1�,�'. 4-lc'pf�i.z 4; =
9
PIT: -LOT
�G 3iJ�?i' : 15'; '-,, � i4 ,i r31,
C is T s: (R i .`r� €fjo %
L.�f�CSC:" �A� �1��i 3'!©!�i (t��H,�-'i�J�?t3J: .. �����.
C-� i�"si �� s=�.� { �? + pp3 vx Ex --
t�i��a;-] {� ��i� 'I�=psi: � � • �oS��
AL ' C iG A -I CIS
WIL GROUP f[ ula-- .195�1: °
sf -i-
� Y S OF'JVA � 2f ti a f Air-- %uia _i
Sf-�['�,£3!
l3 c 1 c i^ •-+ z�.�...
k'ECLAS-SL9ED (R-ui- _Y;p4o)- PS
i�c►n;[3 d pth
carrac on *ell depth
{AE;�i S = rpg!-@{ated B!7{{ dep't i
inches total depthneVdarl
Calculated for: -
5 •� I' ,r . ° .. e. , �ii1n... ,. § ,' 1 Z
COLOR
i-€ p
VE -
:: n ! � �s�! RUG l--
{
f Cd��RIS E 0'z_A r AR.`�bO 0
URE
-c-INCE DRIP
Moe {V"} . (Rules
Rule
�'{i:�`
_`fwi
- -
-
5AGPL= AlUmicirea NIUWUM
Bloc = firufacatorrti ca{fidir` urrE
Mcs = MuMcdorad c-saprs{{ye,
DESGROM BY-
pffcrla par ,a lme- -`Got pe. f, d y
c"HECKE-0 BY:
Lf-3 = ?,,eSuA-jdjf va Iayar— Hard ba6roc},
SE RIF Strt-0130d

�� `•-•� � u �:~;. _ ==.:s ��= ice.
PI I.- �; - LOT
Mid? —D( .,..M.d
p� «f'!) y ff r() ^reltL%�'Sf
! ©e��lJ��4: t�ti ! L ����1:. _�i �G!Li
f'4� fSe --tJL i /�G'. • ?�I C - rV j� �+11Y�. L:r I
.� } 8 I�! �S ••iCJ .. r<� �t�S � � ii fl ?
P.,,kREkN_` I Uff- 1
t�-e,
qq rrtr �„ ,�+�� /1� ,f t j�j �
V�kla t��b1:}tJL 3 1�"—.�2 i�t`r+31.
:••� f1 '�t11 f�
' } VY S F�� �I �fiS. L.F- (p�.lte`�•_
jj
CLASSIFICAM
I\itrlEIP: �,G.�.S�fTED
i.�_��f). 'lam PS
ICi lE� = iTCi� � dim L4
ii chGs = F s jcuI
mnuiE{:u 1yai is ids "Ll_
Celcula'&-d or: -
{I{
1
1
• -�� �
- il�I3G C�3«� t�ir,'sh=ar?!i!�G
Cot O ,
_
( S^�[�'�� �a
l il.7l L`Lie[.J t��
a _y
�LZ � L i
�j�R"p�i-.- --
�l)iJ'4 � E`LE/4.
ram+ � t w ! `� � j i. � 'rs(� ) V� 87 CLAY
:L;� L L �._:�:.7 ...=�E t-_. (ti.i i.±� �^- � ���'cJ�c L 1 l_-� ,:
AL=R [�Jj�'
d�4� �a•.1!`�'u4�
; R.),
3i ��1 1
� y
URE eE7ICIE
�
f
j7 �L[t
(pj
u f trl ) fog
�i�i�i•_--__� ej`l�j( !lgal) S19' l �
Lf i�'fg
Amp
! { .ilG
-
'-
f
l
.
-
�4�1�'•r': ^ TEIlEI�il�CAit]i�C� L1�iEiU3�?iE1
i�s1�C� W f�'u(•.�c�fcr:;� �t�ifuir��s�
�^,�sFsiizc-
DESCRIB7 ��r
11'r'�F�•= LUIiZ( l ��'iia flGCr�d7CG i�6iG !it
Caitosria pansQuaTe—Rant Parch%,
CHECKED !W-
€-�� V rasu-ic �+ra Byer— Hard beraa4c
S�?f^=ru`�Ca77G-'LF �r-�i �3�eS 45uQti3�i�� .

is 1 1LOs£�f,
��
SC.T.
GRCSM Stop P'Ll1a.g?
� �
MAY Mdwrmu-+l.o(sy fa' ' -S E �.
��� �t:,i3� ����s�ar� �3��t,� � E ����=
55 N�
..
���F� a��, ; � �d��t� •� �=��: � f �
E �;�a �f��; ��� _•iirG�.�}_ ��r����
��; 4� i ati� i : �u��r�f�E�? � 1` _•i ����. r;� : ,.�� �'-,�
AC AVE,
CJ
� '�-� °(J1 r � t•?e � 1� i�� d f-O E .Ru q—
_1948): Pa SI .
i E.f r— .�
F ee '
r�eJ� ee e1 � �'� i
�
inch -as rS�S3 d i i
iYt::��5=
ME rmu
- hi�a 1l�(11 it wG�
alc�ti �d ©c: '
_
-
FIELD ES—IfiRtMES-1
iY sl
ii:;oF52LO
'-'��ey I NCtg iS =� ,=f, € RZ— - t{sUC -.
!_t:tti
C0I,G'1-9 �'�" { .�G�bt"P-,!a
DRIP
�u)aClub
F y!`( [tzi&_ i1) 1jW'����
([[�) , Jt}Rr�ta Fr(}({ (Q�u�la
.j+4+'i���
Iv1" F t�".'•�
.fV�`� L• .C����_ t
v -Y
%t-
34-
1/3
mirl- NO Rsift d
&40A= r1 I �c�ieir�ci_ I��sr -i - = � �Rg €wrrz etc � ?a a r,t �?�i' = as ;�� t�y�r-- Hard Wrock
2—spyolzs�r
'iiiCz���i'S f?i^" - $ff73 ► �7 i� Es !i3ar

EsO�..-'�'1. D `�' ;E S .U C F M ANA6— E H ERE i
pr ist-, zid +;. .. W �y.:�� i_ t: ._�}l. csi it tri 6; •rw* i G J:s:
PRn.imyrmn Arm
P1
r
COU! t'Y.f lDf,TE': 3121)
�P� i�i ul.£7 e��l�ss_ 4� U �J __
t��!�5'�`r4P� E�C]�4�"ICI�i (�ul�-_'tt�a,� _ s ••
is�'� t F �a i�`+?.� �s �e�� Fr•�): Pt lr+J / Ex
��€.3F�. i�C�; t �t'ut� .'�°�c�): ��U
i 01POG BAR ly(Rule
f �t i fl t UAL'CO-AtC Xf .._G}P
A�D!4AL 1 iQ41llf. �FR �l,D� r�!a : i 949
SOIL ����� €�(� _ E93�.: "r
i 31�� QF�iiAT� ��':�3� (��ri�•_ i�}: y r:-�. ,
SAFROU E eR6Lf= RUlo.1�3�3): /�/
Ci ASSIFICA f ON (Ul f o 3): PS US
�11�i d Ws �s-' m� �'���►°��^v
f�ECLI=<SZS{ail i#IA.? )_ 141A ps
;A ,,. I If
i�tc es crl���
;nzrhEss = slspe enrr-c6on soil &--pss
incnG = regulated Mated SE,3l" depth
. �lC.s`l��a�"F E�3 L4�t•i ��i�1r1 Li�'r:LEI
hichc-D total depth speanciarl
Calculetecl for:
2-77r` .i3 L� L EbULf=iA ��d
.4.0FV.
COLON
L t
-
i lOR4 EON
DEFT -I
UA—) PDC.
i1_.I` F'[.- = 1 RIUCT-
GON211 cux
Ar_ploalo
URE
-rNCz
DRIP
(Ruli3
a��H }
Loa- -,I gA=1) OW
(Rule {°�} .
;t�tale
(Pule
J
o
$
i `
1
cif
t
E
_
C,RI�-l�l� �{:+3i8�'.0 i4312I,1T2 -
MCA= ttAUMm- bred Aj[uTgum z TAF4 = Long Ten r.F Accapini ce Fixate In pLl-M = pasdc w& layer— Harry bedrock
f�s7� II�it[I COf�Ev-�3 �iilfZ;trTF.fitt pffonf, pr4scIvue zoz Per (lay RG.y Vp, = R(3SVtrtj71 a [d�ertl-sll{sw��larG'd 3JL�i��it
rRTRocidlagm-'rim �w`i--.P.4~-S?mppedbyradc srQh?�Ys�
i
CHECK

�. � C. � �`-:. ;� V�-„" e�V ::/aS ;` � �y y✓�" � `,,��' nJ L��-+ � �: is � C:'.v� - �:4°ll -"�'
PR(_j.iFrL l MnAron NtlalifF-
pi T-
JocuNny:
PD—ROGN�y SLOPE—:•rrryn 77
_- \i 1 �'4.1'EI.EI .`E
55]!iL�._...
'e
�� mac— r L� t�[�'�
J'i! CL.� Yea eh-dG CLJR lrf t'C
SOIL CROUP f< wfg- .1 Q:5
r16 �c&A tc 1'
iiiolieS = 5l9jJs- carr3c6on sdil i s t 1i
Calcwii used i'_-
C F f E L D E si IYJATE,
l I
i
Tyr � . �ti
.7•i �.JC. F C
t G!-
CE a it
c!iR
,� t BIC
� CO?� V`
t
URE
1 16
-EMIC- ..
DRIP
LRL,le-
(Pula
i
� �?';
� � �` _
� 'tea f��-
� �'�� � ) � Ca• ? 5
� � �
_
Al
LtFv°irl- Mc Rsifised- i�1f2Q f�
BACf-Lc6loreci alluvium
f i = cAl l cotorwc! Cahuysi&Ta
{tics � {�1s�ii=tc�io:�Ei s�{Sr�li��
3 Luna i eri,-i Acwpb�, cc mate in
o Rol"k!! g2gn Vrfts
' ?rf"tFJ L�.CJt�C'6 C f�yar— Hard ba+droai;
f11! �fily = G'BLTI�!iifC- lt�i}f�En-7PfrJJ- if zra(2 7 vlF ,.K

P!T= jL T:
�G'UNi -
i-50.RCEIM tL;DPG �f'� 7- Pr±'' l lc.
d�i�.!Iv o`Iv a;S'�_
Z'�' �� t SL �'�L1 RI 11''''S5 v.l� ij7^—,,, q. } q m y E
1`-^ S Ti`t...�,li% . bZ1..d _ Sel-�i �_ 3'��J'4 F� Slllh j
�:i���.�✓�.+.�sE�l ��o�l�l��i{ �.t�e,3n.'�-.,`i f�_;��^ i r> �u�d�
�IrE='�j i �d �Ll::r .��w :t��.' ��% � f(� i
OPOG® ,R gt (Rule:°"aeg)_
-rt
RAREtM�"("�iflf-ti"�iA� - fi� ' CQ- � � AfP. ,��1� CIR
ISF-Ago,gAL H1.i }: IN �`�� i�II� ��L2a _ igv 2}.
830[L CROUP r
SF,.PR0 FE GROUP (Ruts _19i5m: -A
d CLf'ich?-r..' r7ED
r r
Fr a-hea = as C'pe.GCiC6e�L?aE? OBE Giu��;
C rt EE D LF 31jVjJ'0'_ES
i E0R.1:70N
Ds PTA i
k v i ,.nx,
. U.1"L _ L:Ji.
Y C1 s t h , E" 7 U-TR ^
S _-t`UG 1-
Coln;°�S � i nts
cJ ..
Agar
d1 "'l.�qq
Wit
n
[ tli
i aHe
{
1 C�
UI
� �41�_ 19E�`j�
�w
Mulct t 0/3) .
S
;I i�rSG } S-ii..i1L
f
Crr7
-7-
7-F
Te-
F T
t nGi� w t�,fvfucotareci EEu� � T = Lori a T �r �tcCSnce Rate in�I~i E _ �aszc�i�� Dyer-- Plod bedrock
fc�i�Cr�fvle�ft�rdgferrscaEic!� E pffcra RETA,=R-WasTrYve[��{e1.�tNrW+l3er. �ercrn
[!iG�vt c,[ezc:ior��f��;sssEit ,-= ecft�agma, rfiG <<f?t"= pearcr�e:-

V 7 i F t; I1 e t rr f�� 1� vi1 S �t=�. sv
_ _ _
r �. i 33 ar
-:.
11_I _ {% Co. tLG AM, CIR
LE(. LEI'
SOIL G-KOUP is .'4�
5�"-�� OFF A iti 3�.� (R�ri _� �}: A,
SAi'RO MC-Rdurl' p-.uir---19 a): �;; .:
CLASSIFICATION [3 uls. 1243)- US
NO Z MI-15: { �- «wr e I, . S=.. % C —.. �e �C/ �
('. �te�7c3 omm- -`(NIt3]= .KIA P-9
* � pm�. • � �" `
in�fz�5=icrlcl3
;napes = spas carrao6on adil depth
inch = rwgulatedx si it eda'pih
(CiGIE�S = luculjta nralrs
iat5l dept near -at,
alcr�Iat-d �cr:
!
-
i�Tlol5 j
COLOR
i.TAR
-
Il�l a�4�
� �
►u 7, 1--,'il :z
,
AERCIP-:io,
COW4
• �i4{.11
iiLzlZ
Ic. I Ej `j5
�Ru)w,
Ir-,USA
Md?
LAI
f�I' tri- f>>c -Retsved. iof2Q t2 -
5!4GPL= Muliscb?arcd AIlutffum
llricri = frldczcalarvri callgrr &WF
Mice v MSvicdorsrl c-s- PTO R's
caff©rs par-cclur'mefcci perclay
P,i FiE, Hard beret!,

RESOURCE
:1
PP 1.IFf'i Mn A.f M
PIT _i
ILOT
�G iU!�iT'f: �'�`' a i�: , i ra%^
?GRC2MT4PPG (Rut-, -i�R�qu): It
_
(Rule _1047-1y. WLY.AjfF_�Mx Ex
©P©C .1.11g( hula _ 1g€;o}� n-
IRM71 P_JJo1_V=1-lop (cRfL _ i 4rf�z}_
F,AR .tl�TffA7M-,lkfAr_- jki- 'co- P,L AfC AJF%I, '.g
$QIL G i3 fE� if s . 3
�a OF(ui
j
a Ps
lit .jk t1 y Lk L.s1 79
5 S �� depth
iY7£' 7ES = alolpe Carrac*n *611 C,sia7ih
Mr-hu , lOtml CISPNO n5a6saj
aICuIr�ieCt iOC. .
- ---
<' F ELD E- i !lWATEE,13
LT
AR
t3"a
_�11Ci= �
DRIP
{
` UI
3�d1�
Llla = I `I
}9'I)_�_SOD
(1?[sFa
t ula
F(l
6 W?
15
1Ca�Sd��i
Mtk NO Revised 1012012 .
§ACPL= MuIncatored Wlluusum
RICO= fria coloran cuffav urc
me s = it Ea coilbred sapralits
DESCRIBED SY:
LiAP = LonQ i erm Ammptatma Raie in
ptfars pera� vi-coZ per day
�� � i�C�aIC �C�d�621�i liC
?L t a _ ? �eseadi'e favar— Hari 6�+�racFc
��E?{~ � �7i5LD `� �TiGbE%�Cftid iiw

A N Cl. I R-i E-- S- t, U R C ZEE M A Nrl A G EMI
- ii }`z�,�,�f. �s: __ _-..a � � �•e� _ e: r•. —i-�: .. i:5 •`: ibi Cam: _? r a?:: �= E%=1:..
PIT I 1
lI<QTa - -
IGOU T) : A j. 5, JDA3E t 1 i 31"2
AV -.�."
L•";.[�i75�"�PImPD�i�'ID�aI {�u��-,a��?I�}= � �
�;dQiw(gf (i11�IQ4}_iif YFa
�Sni�Dsw� {t'z>~i�.'I��):. �;-��`
t t�I3� I-Itip�C3� �I�Clfc" _'i�. `'v" .I �,' �'°`���!�
y-
F f �Litil l l�! r f AL 'CO- C !M Cf
SOIL GROUP Muff- .1655J:
ei-sFR.QLlTE GROUP f Rulo-19-5-5):
11�L�r: � r Sg� �vi�ty �d.•.7,r y ���ef��eri'�{�
� t✓` i s (_ L� _?A�'$%_ ps
.fd4r <"r. •
IR �1e5=iseti;h dept
s18aQ Gai,P-ogQr? 3611 de7,3—
ii chGzk = f egula ed S611 depth
fflatm= tumm1- @cl saoraire
111cheetots[ tlapth mer?ec
Calculated for:
Pr^ Al, l
- F3 LD FS i 4IWATES
{ loatzom
(i Uli~
Dam I
�ii�ch }
.qSDIS i
wi - ,e-
Do': oI;
SLr jr? %
? S E k ! i-:I..IC -
URE
141i�:1 vt} (RU)o
_ ml) --
DONS-i'S I �.'-'� r:z
-ENCE
-lgal)
i:f -AR
s F-P,0910
DRIP
(Rule
_1-goo)
-
� COW
(Illuie
_la5a�
1
IL
i
P--w��7
4c-25
l
tx
�
i
{
Miff DIC R3 sed 1012-012 -
C!iGpL= II,1dUc6lored Alluvium
f floc = relufifcgf®rl3d cogulsi6 rc
DESCRIBED Slr
Ir i = ? flnQ E Acce-AsrFcs Paie in
C Ifew Aerg,'r id E�1gL Erd f
G _=RIG'l,14 TQ9S:iy R13y-
din f = I<zsu�ic�ite� Iayur Hera ybedrock
R �J ii L� \mL°iOfe [�l[��.i •�iNC�El,1�rvL: �L�i4€;ii
=Stopped `b+ j �DCES c:aL'C:�ci:

Maw"
•tr•-.�:-. +- f F as n d a U. a l i � a rt t ow : x by y u ? E• ��r¢'.
PIT_
G4..K!r RAINICR;"&£ 61%, MIS _9941-1 S hFiix ^C -
J..-OlL
Da s
—fir
REST E ICTINE HOP. (Rufe _'1 9f 410 -5.-001!41
� ��r _ �—hr
RAREl- Uf3$T.t Er AL Co. AfG A'.�R UR
i T ��r
SEA§D �AL 14014 V A i a-P T - ( RIME _ l9.f.?2)_
U ,,rram� ` j r tt I
�301LCROUP
3 } RI OS" JVA7E:R Ti. ALF-- p.uia-ill,
eAPROUM C-ROUP Mule -1!3 8):
iG#AS'SIFICATfQN PS us
NQ ie p (. L. --mot- ., C-1" .`s € j � _�.� },c),,,.,�A
R CLAS-W� I.R- LQ_7;948). MIA F'S'
yy .j
t
fimhes = frerlofi teem
sl€ pe C-ormodon sdii depth
incises = rec�1�le t sill C lr;'iI�
itsG�i� •tsiics� ��py� I1�e��'C�
Calculated for: -
--
C Fl F—q D ES T IllhATER
IM-401.9: COLOR
L T
AR - -
i
' : � �� ��
a -z C!-
��Y!IGS C F
aI: I +
URE-
DRIP
f,qul`c'
V-1406
.rF� Joa .
"Rule-
t (RuIa
l
f
4
_
LRWL NO Rardle d-
5AGA= ilrluiiac-iorcd 4llut(lum
fifi c,= firla Wcolarza Calf6bit"(6o
[lice = Mulilcoffmari s2praf s
s Tom` csna T �r facwptaaace Rate in
w �llbw per a luffe- 6€�oL ?er clay
l_i = kaSeed & l yar— Hard bEdrOclz
iRr M,'-'=R eiC7j,vs biadC !'t
St ?r-Sti peed �Fy rocts'ecn, ai

--- €, a '-n .s ue a I u c 1 o- in b i _ —G zi 3`s
FCC) 1EGi MO- 1ls1) r«Aimi=-
i' S ,02W' Si LOPE—: �Siz!!v .°�P �rS��
��'�..?�� t��!���'�L��'i.�"!� �1��• t6 tl���G _ S�f�_��)_ ]'3�3�� ;���=±�_`• _-
=ii.El�Sr..a.�s�_� �►�e�i�i ►�l� �5�� 3tl�i�-, �=�•_��_
-SLR
�,'q. �B� I�.fr� a 3 i i��i�•r .�i 6 t3�_' "^:„� -' -
I,T—:9`1)�tg1� ; t,{�R �+� {•• p 7
f: t....:.x�AiIt�� JL LC.14 SEf"..1E5�
pdG AiC6
t E AL Ly �� w? }_ - 9 St
sa�lP VE�CS'L ��.L1�C-.-t�u3�_
s }-!''� a� 4,ii1� � �r:� ��•:�� (��1��. is��y_ - j '
iI3C7�Ga=13'c--Im�9 11CPLI
i}�L�tES=slope 3Cc�'G 7i ad* �sw7irl
11�G17 5 vagul= isC 013 F��[iili
M1,7( -,3 = C i3 ' �L Smoke ail
Calc!_ilatpe'i for:
ll�
AhOlg`�!
COLOR
(j [�'�7� N
l Y�l .'La�l _
S P�E q
�� i 3
���5 ����'_
llF%L t LUk.
�.? f..t� = � �,�z�'S�l� i-
f' ILFC! � € 3.�� t
S{ c(D)VI ST
[ � cJ�•-.' �
c �
C Y
L=R(1 �10
Sl t J
�
� C1RE
-5,mC-F
DRIP
lr 1� 0
� u.._
lu
3
I
�
jfji
}
f
�
`l4r
-
5.4c-P = Bilduco arad A�Etiui33re?
Mics= M!I VC61 rLr3 = rsjlLc
sr1r�.� -' = � lZT3G 1 Briea fiCC3�€r�'e7C� _•�:aLG 1R
�1(cfita pB�.iCii�.,.% icZCL _?�r{�r%r
DESC:RIBED'*r- C -IECKED i-Y-
PL E = },asr,!clUva layar— Ham badrack
?� d s2mi padbyrn� c ar�za:

m
F
Pi I I LOT,
I 65,Ta I
k%..'-LS _ e,4-j)-�--P-AIR
p-itv9tV 1 9-L0r: G �.fyI
E 0171—i
1ISOIL
ip-lR�x � �_UCTI Vi= i SCJpgo (rnwle _ art:, �t3_ �:n-Vic.
ri . - 0 ft n
5� t�iel� ill-1l r4 - f cLa f �' c a--1� c6
"' , = r- _ �fi i -
6-t3 - r 1G} , U 1:1 �� ! l % 4[R is _ 194"- )
lli ".3 -2-, L'J3j F- pula
�1 l y: �'�r. C��•_S c-e �je4����i � !�
RECL SSE=1C�i RULQ_14R4S0)_ MIA P
r ����►..
iti Fl�'5=%G�{f:i3 Ctc�}Li
pth
Calcufat-ed T'or: "
it= I t
-�. � e� .
� %� i 3!
N!G 3 ( -L _
S717
- t �.UG i-
i CG`i!GM- i � � nor
E-R,0 110
1 «'�
;�1�.r`.
S c j_
U7RE
+.-IN, C_t=
DRIP
i
_t9
-9gg3}
! =
177,
sA
F _RfLfi- ELO Rsts;ssd iPJ20 E 2 -
5-iG�" WlduM- Iorcd Muuhum
rVIC- GQl(uTr &ms
S�i�� � S�i�l'ezcaicsr�ri s=�rsir�
DZSCR{QED S
I ��? .- i t3riC� L G'1Fe'S fiCtw�drlC� i�BCG IR
gaffidnE Paz-.scu&m ooi per, day
C I FECKE-D 63'f:
Hard badrack

.» LAEr �.-... � ' � °'•. C � ^"'3 � Y_ MANG: E+ i1 r,•a E N T ./
—_--- L aind va$fkC.tfO°. bif arz kd RXp Q tS
Rt�.3f~1'T 1i1 A i i ru urpr - Av f •� y
JDAM
�' t��ii1'! T �ui.�"�. �`•�' �,�F.��� d`t a'��o 3 �i yG
�{6a1.s�4 Y 6ltd����i�4i�! .{���� �iS�G _`���"� ��s�8''� �'� !�1rfi �-rE• - -
1 AREkr WACTiMItTAL f�-L � +� C2�: AIC, JJV u � R
����-7014AL ��;QH IhW I t�.F`�r dL aLC- [Pit��E. i_Ck
SOIL CROUP (RUf _12,5z_
nir• 0 1 1�:T
NOTE,& ek/�L-tr,� � - {�tg�4� .,��—�� ti
i��i;���S€�a���t�r�r7��i;')r MIA
cell dated For: -
snb3��s = s}tea catreogon sail daps
---
!T!�13� � i'��•���t A �t� C����il�
�
— --- FIEF C—S z ssNIATTE-3 D-
Iru- 01
Rr_a)
i ilk', iLWiL
= Y
L• 4� Y L ��4�5
lt_�� 1 �^
�.��, �ps,+D.S ,`__
C wr�i fie LI 3 1LLSGJ L�..
j� {) ��'qj/ L^ A
��y•!�L L l:'.a1 '�u
E �,f��V E�
AC. �lYv--R,10,
T{S
l3I=
t ��Ir
DRIP
+sI-rj
�,
L.
LIVirz- NO RIrt iw
�EG1�= �,�utE�es�{ored fat{E��rira�
RICO W f IMIC-plarza Cattail u eac
Mics= E ulli ccYared smpmiftm
g2IrGna; Perw1waioot par clay
Hard bedrack
RLgN � aSt�iG�? [layer.,— Erad Mdror .

a 0U E Mu 33 E'er i s 4f
7. ! i• ni b L y 5 ;4.�y--
L S.=a
za
PM ILOT.r
i�����4���'.F�L�_°Lg',Q Ftfi€5iy.
fi�ec•�`fizrlti�aE��i�?Malle
RA 4,E �LV►)�[ iP '�. ! f..�t 2' INC L �5.^ -!_Yd�
�1: �]4ir' rfaCr}' � r Li i �{1F [- ��4 e.'i
SOIL CROUP fang t o3za-
/
TP,T OF + VAT �i � TA-Mz- tp _i��3-
Carrefagar, 3611 d—apth
cs)culated {or:
fllnj'!Qg= FPZJUL:'C-LCmill zLsAh
TO -rea-SUffi
-- — HELD
0P � COLOR,
UzDIT-11 _
k �'�. , �' CVsC i ' r- «`�. e EFL
c7 s filly �-
C coos- N i mua � Ae,,I jf !Ea � C+�y MV�
� 'fI�G
Ef) f�c
j{j {1Y yyyS�y v icy
E nil
Mule�� , Ft�
_ OEIIII t 0 .5-
RICK;
fa�tGf}s. = flt�ci}3�e?ilreel�4flL±Vs��ie3
CAM m i1 etrim-lo d GpF3[bi-
i. f F mg t sfIi: FSccapiamm Rafe M
galfaae Panscla i> Ecot par day
t = « , S'�L'CiETe^.tieai4r"tC
i+HECa Ito '.mod i.
?��f-- $ScFl�aft4cf V{;i Hard bedrock,
R[ NF,= Ro i0i've i3vdmpc n
by raelt

�..- ��-.. �_ •� � r.�-^ � �� �. •�, MIT
--�- �
J Y3 c-�-�r iJ T
�.. �'F' �^ ^:.JZ.. .. ..I •. wr '•r -v.�� Cn.�ri.�:C:. ... r . CSC _. ...`i-_.`^i..
P1 T: �l �QT� - -
GOUN .
La-AIDSG`ss-P
u °;SG.7 fC!
iE1
{�.: - IS--------------
SO IL C- OUP ra-gig _ s ¢ 5Y- �T�
t�� a;:A 3 s, T�:�3i�
s�-����rg►t ���.cf�r�a
Ta [���ff� _ s,��. se- us '
Imes-- ��.�vSGt'0pILL
FECLASSP-MgfRMLcl.79:0). MIA PS
"
ifi a Xi I� 3 d l
;n�hes=sl��[,G3[a��GiZCli35[33l�;3ai
sr;jyp�,p3�goth y
tobai depth pvar?ar-i
Calculated ;4r:
f
Evio a, COLOR, LM01
-
t fi f
f fr 's t
F►"�T� :s . Tfl r € } _ tr-? - z€€ - �€�f4 t. .. f�l
f` tea
(Rulan
fina1ic-p'
DRIP
�f : f ib ORU)o �Ruw- ( /a) . "riula
{ crt
_ I
a. '
,, �
t
'7 ~ l'
� 6�Q ? l
�
f "'I�/`� J +
� � 1► J �� �
f " l
`.--, _ �
7
� ? .. e l
� Y"�a �%
��
U Y [ �
MCA= MulffewarcdAltosI`;�
fv1co = fir, Ufacolarsa Gala vlikrz
5.riCa m M I I Iftc arcd - pT!Di Ls.
Fie = L aria Term? k icon Rate h,
gattQar perwivaraAm pardaf
E`6CiCfCTr7d6aa�r`iS
CHECKED
?�� [ = as ic�itec taysr— Herd bedrack
RUAB=P,,GscON&layer— MsMrrd giadallit

liff-CAND RESMURCEF MANAIOBERi ENT
GOWN-
aZ_
E®Ltvft. t!-gn,mu1a I-Qaa)_ A �-,7)
P EMTrLVIf�.!51UP :.L 'CO RE AIG MR. COR
��—�J-��°f3il�r�r�i���1�,��!ter? mu LE n42):
SOIL CROUP
AA
ECl_.ASSil°iCATION
CRUIS 1248). PS US '
•
.ii7:�Es=.s��{•2��s'3Ci�GCS#3�SL3i��;3ssa—
inch Y�iai depth �aeWciar?
C-alatifiged for:
--
•
- --- FIFE D C-5- is iliflA°1 ES, -
A L2,,ij.'
!� �' 1
7 7 -�
S � C Lev;" .
1
� � ,
� J�' S� �
' ,:i � . 'Z �
•=.a - '
3
��•�J�`apti0�1� 'f'.t�
i J am= t cang t em diurr--pidat m Reis M
g�frc-w foot Par day
CHEOVED
Flit{tgiive iaye l(i��dzf3�'SC: f3'u�et7f li
°SPA =s �cmt tJpl ad by .-Tcr3E

gt;
is = --fi '.- ,.-- I `r`' _ I J - i r 1 m1 �w6 ;!'Y i 11l
ti, L— .'c, �-• i:i `'�� C".r� i4= cf fE „!�`__..' }�. .. —�4a. w' (�... �
" LC?e2d _-U a -I u ciLtd„- �} •�, u .��la77'V.Y^'� -
PRO AEG E 140- ANIn fiildmi )V) Lf,—j
P! i - SLOT:
GNU 41iY_
6,=, Z
f 1
:•SF�t �4r%�..'1` jL.�.JI-'-Sfl.{IW aY( p{J'�H .- u" ����'.!J
's
i'� i�r�k��-S���i1';ir.V' },�i�;� _ 5��.1��i �: }���t v `� 5�-v e� Sc
t Co.D ��fG ��� l Cfi
E �n �;�€ L E kCi c �1L` '�= Fa t+,.�r
OF ►rT!�i.E (l�tija}�✓'�
SA,.PRt3I_ETE C-ROUlP Fujc- jq fB):
FCLASSIFIC sMON fRula us
sic;2e carmcdon Sell dizpts
eepth
EI1�aLLCi�] "= 1�Ei ir�r C� Smoke C-1��!.#i
Calcuiated for:
J
<— FIELD l- 7. ili jil { -P�R
HORVZON
DIE ! F1
7 { { 3. �s'' ? U E
1�i'iU CE�'JK; t cuir si ERCAploi
e
UIRE DRIP
l
E�
I
i i
t
fw-w GFiamcclared olifu4m
Mul-acoicrark sslamiks
T = Long ► rr� Acc cirancs Rate in
qlfcns par a lease flat -par dal
E;- _ �dClCSec�Slsii2s"ie5
R i-mlayar— Hard 6=rfrac€�
RLtf �aS iC�a�rG- [aj+�; WeEaterad bBeCor_c
ST?F stint paa by E snap-sai

t�� !`"`�.-�-J j :.� r 7a ej W 4� (l•^: `� ii '� , it .� � �r.: � � .; •5 � n C =_ -='. -•, �a ? i' `�EE
"_y� i%o sL ;tvL E. t s :
t� G�11=GE I�t(�_ Itll tdt �trt= /UIJ ...�
L`'�P�i=i1� au•'�`�r�-tomg.�Zi�."-, a`Fw� fs]o � �
�6ai.5�1X 1t1i�E�.FiLtv��! ��� 4a�ii�:o _�_��•��):_ �+!3Yr �v �' �i'ui x � .
L.eADSC'APG POSI R IOM f :luja • ©Lw)--
TQP©CRA1 li F 2J''5s�!1�_ �i_ .��_�d� '•viP3�'=�!-C�
���� � Tiff-..�1� i =�ii ��L�? r�i Clt� . i �Fi ri - � 1�e1 �P n �lp
RAl,,KvlliirliPS= !"i _ trLf i r2711 �f�:l�`i f`!E�
-.�
��iunJV.ftS.�L f•���1-i llUr i';f�
SOIL Ci-',O III ia�€�fe . 4 a
siw i l �` (i �t� _ i n }: d.� 1-, ••
in 7I�ies� u r4i d ig
i}i flES = Si�;ac- Car acgorz 3dil da—p
in ilt� = miculsipL Shill dsp-t E
- finches tYiat tep�h nsweei
Calculated gar_
< FFELD°-
tit��E•1���5
�3=a+'a-$
Via,-j�;�:
� iLf�J li�� � .;�•_'"...rs�-.�
I ��l�����-���i1k��fC"'�
�?.{ �1F' �}(�`� l��j�^s. �
u�i Ir
- i�1CL DRID
t
f i llic
YSaEi )
jj
' �E
� ule (6r"} it�it�rta t (�u1G
LPIWI- Die Rsload 101.20 12 -
5-qcr`L = MUllfl.- ?ared AEL4ilSF'm
r6lCrj = fil U151C+3IOME? CQIri~flj�WE
6,ics= ISAWWC61asesl sspss4fts
-ijAR = Long i are? Acca,t-aaca Rate m
R = = Rar,,fE 5'agmar-ftv
O SCaRUni Syl CZ iFCi�to 3Y:
Rlu-a = r-,etd &fc IMyar- Hard badr cck
R ems = ze L cilys [ayar .-,VcEM2red � Te —"K

• ,Lj ��F��~• `�-•'.� � � h--.�� a i�S— �:�� a i^ SF{��i � �E'� ;��`�1E�����_
4'F F _ : i -=% 1 ![�.'u E� c'�- �. w :✓ �"`"'U� • = `ems - (� r3�['':.. "�:- ¢ r .:. �: � ;9 . ay�u,:,-n i� T ,...�. :.`
\ t i- •• h '^,,: [a + da vS S 0.n :ems tLi C�.i Y av: '6.' 'L C ° o �� r, 1.r.) a- - w la 1 : I Y'w N
.. .
P-ROS-MT i TO- Asti°
JDAME
r?E,P,s-
u,
ISOILDioM73-1 fimllP ; i );• ��
�s �[st-r�n�'4f'i`t: �E3�_ie'ii%i��:`1
dSnT `s 11'?CraeowyC[lJ`3:
y="'+
RARE01- IWA f �[A CCU
CIR
-SO[L CROUP
iz-mom
SAFRO? €TE r ilPc- off Sr.
f P�� #©s C e:�� _`E �r? us
r
dot
5�=icei.���1=
it7M7f2�S = S]E7� .SL3q�i� Gswy3��� �
— --
gB,,,��r�'3it�CwILE�T43
e OPUMM
ua7f6
y ,ti c _ ►
_ > �s z��
� i�► t C."PA € AL . r
. " 941)
Fu
(Awde
fRnG�.v (i,3�rft�Ert�aarc�P��i[Pl����
NA m E i�fl!l��tCsS s �'+g��s6bt�
CHE- r13� SY.
Rl IX,v�,:CS it'iiig faya —if c-502rad iDOror .
SERF s2atoedGyva*esrl rari:w

'1� ii �=t; el`v ` i�'`'ti ,r
u Q z:"-:.. �:�:: _ a lam.- %.:.. - �.�. �
i'SfeEiIVL.LJYii�!I.LF aA
ISOiL DSP1
C! �Q� �.n�S €-1� ���€�_ 'i�-�{�}_ £��'!►�a°r,z
�� ;��� t�x��.i� € i��"i.�f�i�! �'�i1i� _ is;;,.�)= �&'� t' .r.,..a ;� 3[.�
{� r�- Tyr .(� (� �-� (t� (('�- r� (� t{�
] J�I EE9 iUll`t lam? 4`'..iJ''.:.� 4i C "S `'� f-JC A R ....UR-
Ci�LI7JT-P
OF 4VA T SR ?A@LG puia_jp42):
ps US
;Inc3!Z s s a1ppe-- C-Or 3GFaT? 3631 %?7S
1i3(] = 1"G?11= else S131i
7
"•� •• .�"'"�-'- j -SI�7L�L,fi fiClttio�- ��il�]bl Lda'i3'6��_
t € KLY GM
DEFT1
1(}n E�-
iETCj i € % � 1J `�
� ' �l €!; i-
� C�!�? l C., rF
A s n }' ► ln?�,�d
f
UFE
-BNCiE
DRI,
AA--------------
t
-
MCA= €AU19caiarccl hdluumm
rE`lCrj = ca[tul&tm
[!Bice = €tist+Ct�cciot�r3 s�isrs€iLa
my -AR = Long i ern i Aci,_smes7lcs Rats in
VJf'CR5 parCiCC:as_ E33C V?8rd"y
C iECt,+-D SY
i LFS = pasuxiedua Caviar-- Hard bedrock
RUNS = ,casic67yc €alfar--%�!�_:�� vd OyerOcn

1'1 ..•4 th".' y,', f aS .`.� 1Y "w1 sw L. 4. C .'ter
..•. S� _ }- �!.°'.
�" 1� fa
-
a
FRO JEC i MO- AND NPaMr A l b-1
PIT:
PSMSM i S-L JPS ARuic- 4 ate; ` ; ~�0
CLAY MR9MA(-QGy, {ftulp_ _124?-'1): NVA in E.
ISOIL Df--J—, i—
� ( • s•��'�n7
]MAGHOM704HY G-RuIP Z�f%� 'C IS
Pic CIR
GrJ���! f
SOIL CROUP ��.�(� .'f ���: `
90i �
�rL)��_
?Ai
t
1-1 P'
SARRc3M7- GROUP (Rule--j!3ff6): /�'�
[
ECL��SII=fC��'i©t� fR�i� _ � ��g}: US
1 O Ew
liSG1iE5=1Gi�G13 di3L�
;nahEs _ cc�rracesan s�+ii depth
ln6ngS = fWU19M6 Si311 dq:fth
frig'cg ffe iui =all2Czr{fti a'i
izchw total dC piri n-sar�Qcf
Calculat-ed for:
J PJjoj, i
f Cam- -OR L i
AR
{ lopllfc)N
DEFT 1
Eiiir"O i i IDI .
VQTf Lam: T E),.? , -- i - I =i{ff,!^ j caimsl.71- C.L f .riER i9310
COMV
URE -4-5NI E DRIP
Pulp (pwla "Rule
t (Rude
241)
r�.s
r si c,
R
Ian e c. �!,"
RQ'L M
e,-
,
.M
L.Rf►� fttC ����,..d -4�I2d�� -
MC;A= Mulffed-arad -Atfut iLnn
fisi�� = f�'uFc�c+�f®r�;� call►��-ie�E
[uiC S v ME1%tcoffO5Gd SapssibLS
L.TA = Long Ti Actr-im-om laic in
pub pacsca� a E-bui: per day
s F=Raft-piagnf2rifts
Reaffo€dire lay,r— Hard 6adi-Ock
RLlfifes ©edmiln
SSRF stnt pad by rmisf1m9r"7a

LAND
&f- �;— Si ismC'{ U RX M n Afir-- =r-J M E7-_NM
- L and,SEE'Tas:rr_f fon b if Zia-d Es at s ' .
N
DATE.
v�g 5TX EX
-i�!1�+�'✓�;i,�•�,.f"���oR9�'������Z�e,�-�:�:7�� S '�
�.��dF..�i%3lsi�LeLt��.Sd;t3D: �1.. � �..
R{ STRu-livsal"vp,f�t�6\:
A _ 'Co' t SIC
q�SQirL41 r Y4,��i��
�#�°! �% Cl1 /� ` S � c L 4••t E„�•.'F f �" e i � �i & + C e.c `t � + .✓
�'s��c�.SF�� ��t3t� -��&$ ft�#s$ �'
°huh iai L rev��?��?
Calet3�ed +Qc
tt �:
`t
k�1Ey'ati
i�} �t��Y
€ z�i1 i
�a"r�'1i t t GUY [.s�t�.plrN?E0�
COMIf�.
tSi'
� '[' � DRIP
{{��SS tt
T'
��•v9SS
1
i
RGA_,3€rtE�rs€�rcei_tifi�srvt
�sr = �i3Gtf [t�t7�aw-sieC
CHECKED fftl_
RU 3 = rtas?clot a� layer— Hard baftc;k
RLyUS=gafflalyr,faysr.._WaMertiadNdrZ•a,x
8Z_F, F=SMR pj:a6 �;y10 esv sEt �!i3=_ Ei:

• ; fry f-. � � �t� a � Y � -' � (AA
�_ �� �. tt�� 2 :! � ��l ff �� n� f �E' Cit �' � - 17 �
•7 IF•"'_�%r-_L ^rA C % rJ �•��..'11C�G V+E� FS rJ1�C Y��'�:
\'L �•'`'� ti.%�e` F•. an d Ev a E u ca,.10it
� ��� �� � ^ �wC� � F . .. _? _ . � .. •'- � ..o-•e � o-: �i..�:=:.: _, � . is Cti :•.9-..:.::.� �.':.'.`'
6a4 !(eti"s�MEMIkF-c+ey S3ita_`� '� :_ 3$,=� Sa AV!X Sl ....�
�r's.�!l�v��`.•�-Ls•� l�i�e�`�f�li� �'��3,•r-; ?�z1'�jj_ � '7 •.
-s:;
�.�`.+F�t"� }�`��� �L e13�v .�v �a"3�: � �.. Cs
f ��P��":�T� iir`'f�f: f�_•S_itabE':iE
S1 3S$0E NEC
€'I' RBILri-KIATUIUA[.. AL 'CO. R-5, AIC Iyf-z
SOIL C-PROUD MG .`493"�-
� E% �li�r���# �- 1 ,_ t ` E [ i�#E.Ea" }; S-G
iS3iP5 iii"+�'S9 di~}7�
sY16nss = PIPZJUle ze& adl divih
ff-I miu�tmd m+pTt5 LS
T"Ohm, total dapt rlsat7GC
Calculated for:
1
-•- -' --�tu
—._
RED, ST I NUMES - 1 A
Mf g ± COLZML� O �.
U � iR
%�ilG
F,, iGR
ITI ,1r#� 11fM- E }M
� ez. pl P
E RUC l--
coAll
'Rule
Ru[dd
U7 3 ILI,;, r
ty
LL
j
r !
flit A= 8UffCo?aradMw smin s i,;R Lana Tarn Auce-,�tcs Pain lit p��
f�rdE? = f ufsaegfae.= att � i. sc o#fane �iE rsclluarea Etla� Erd L�lid ,� �i45E~i : UG [abet' -sl srd e�uc� Q'vCC ri£
afCS=€ ulftcolsfed e°�+ sfilC-=E�i�f;I6� ae+Kalsy"m 8 IF=Sti ppa f by:GCsS� 47
DERISC' ISM BY: /yCf C% EMED a `. 4s A

f
M E Sai 0 U R C EF M A N A, G� E EE M T
`.� :y wf �•. ..---•-.. .. � �t-v`.. i. �i .—_ - + . .. n ..tee: S,-c ��i...
RR0 JET
1071.
PORES l if L t. ;Ma1 o2LQ a
L-�i�SG�4,�� �i���-1�7i� ����f�-, if��f�=
®§� � 3r AY :��Ct� - �u •� . � ':fiGi�.
0iR? WNtit1��3`1=.1.YY. A&S71fJY
yS�samarav
���e� ��� � {c ��i� . � a a): r�" �-• ��
F"S' ST IO—I F i' i-JO LMON (pollee .184-C4. '�•r �fl
PALREM_1 {f l EJ AL ' CO- . Af•G Af ' CIR
301 CROUP ( 3 =
-C'SA- IA. L IL lC14IMTcap a�f - . ia=� .'I
€�FSJf�� 3 R �.S►P (�,€rt�_���}:
'SAF .Of_ ROf?r LUjz_: 1a�.5k iCf_
l!7Mi�
�If°§ + ©N (e€L.sp48): f
l4iLe ! t Ln
s�is��1�iS• -- "ED mvis rY�43). f fm F-S
3�S i 'a iT�i? 3 CI L? --
{n Y3 5 = MPLtad S61f depth �
tfl�f3�—�'LI Ei����f''e FdevC!C��!
0-alouldad for:
•
{ 1 45v�1 3 S rQLo-R 'F _
1 fO :'L?..01MI
DEM 3
I YO* e 1 .3
C :..�5. - E11�+.'�'.
+ S :`'zf3E.a! ^+
Cr:id�: dGk G :•.t"a
S"t ,S!C'
CON,
DRIP
(Rui&
rmahm)
Pulp
l
h- lei
-�U Nt c.�
�vy2✓<Il
A c
, L, A)c
LxrL NO _R �dsd 1012012
MCA= w3AR = Long Temn AcoWmt ca € sio r�
rwoo=rtmapacgfcrecicagLy,!st, ifawperagawc; atpar clay
[y " rs illiQt'eiCt3Twer m-prfks c = �CGSCiEr�asiiy�i SWF = smt pad byrods Is czart-
CHECKED,

t €fit c, n MAM- 3; "ot ,sky
�pp '�j rJ 'j�� � q +pe. L.`�V tir e�la lys.
\ ... J f • • Z� 11^-�, �` a S L d PLC. a i xti a t ! 0- � �� .acs y� }• � �6.i=.f � �� 1. r� �� -�
PRO JE C T NO. Am
lCOU ET": fIl .DA
U . s .pee,
;}"SE'`!i} "-3�' �+
L= LIEa.�21L,
h£ r
a- is a�3`� {f=Y
�-.34Sr L � acr' �lilv"nE �': a d
SOIL C-RouE-", fRufs. FE155:
.
Calcuieed for:
iCr�3iES = S}��� ��E wG�I�IJy S73i� f�ws3iti
inches ruL;Ztae� zoN claph
r--I- a 63ft
daft 3 near-
0RF-10
e € �'i �'4lr� e WlC� f-, $ iRE I S 3 ?z §�!
� lR .. `0�
[ =.d 4r L
T v
MA
�►(`� R PIC
3'i�.�syl7s4�-�gTCa4sr
q� �`o�i? z
f tluEG
C ahep. y U . ��
e�F
Ga .
DRIP
I
Ag
f
r i
j
Lid[,- Me-Rordt6"'�.{.'< 1012012 -
�n��Ka �EIIf3�{3?�ilCd �[LF�e'r13
fwor, i�'difacafor-ad couaFr & in
ga[ra€ia; Parr inza fcai par [day Rujup, ,ascirjxirG- [ayar-.-i€Vertberad badragrz
6 13 QiC stciQrzas nk,: 'SEMS"=ftp;s t pj no vier dCil7 =M-
CHECKEQ 2-1 IV.

c=i� r•Ca0 U -'s"'.eMe°`
E S i i �'u !:� f f C, 0- ° t- � ]a'.,'.4. �' "- "a DVS a � S
en < w S.i.. .
r �: �r � . - a. .- - ... _ �` �y-r. d � • . 'ems...• .. : r . a C: -r r _ r ...-. a •..
P.RnAMIX iMI OMIT) roi aalo- P J
1
�� (('•q� `y gg ����qq j{�� @@ y�,
__
� f5 rry �'yy� (ice �..._._._.] A y � —zx —
- —
•€#fw�
To `�F•%im'- 4 E�f �C _°EwS�.,5tli�ik'�:
•��}(`
35g1`L-siQ2c� L .�.1fz
�Y���:
e�.� ` � F ///)��� ,t`
{ / ,p�-,�i_ ny� Fr j}}}i���1r {�1�.p/.�$ {(�, {[.^�L1 q7I 'Pic;
J �r _1 4VI�Li:r: `LW Imo. d rr 4/4F C"�" JaG� 'Cu r ..R
r��!! p� { [ryy,,,,
!ram �/(�� (/��.IIC` py /(��i� C{ 1 1 :t�
1 !{
i-1-- �gLdVt•L r3iV e JV;gl yc-F~r. 11-, rLL L, Ltijc.i
OF WA Tam: TAA-La tpua
ga us
• � Ii3G�l�3 � �1�. �i���3 f���JEf?T - - �''���Li�r�L.=:� iOt
�nChas _ mgUla ed Sri] z3epih 3
v�'Li�i�.�
l..�'iAR-1�h,�'y
({ ('t r['y{'
l 10 :'f GI M
q
DaTa !
�� �'?�
Lll!S y� �`4T.i:.
5 , i 1 _
VY- i L(� 1 � <.`.. �� �3�1�i` il�S} �--
i �R.� J1 iL ,r
[ �� % tc'.'af'v f S'C S}ii�. y!`c'Erc.J
4+'i-f�� 4
c=(Sa4
(RuiG
�u1a _ !��`�� � ��
�{?n��rc� (G�� . "Rula
I (Rules
i�fif- 4f� ?��rss,,.� -i�►l���� -
it -CAL = i3f3l1?}3iJ�?CiP� _ (LFis�?ie3
MCC friar- cgfaredcagavilka
MI S m MfilLEc`d,05ciil / fF�Fbz
i i'-�• � z;g L Ong i Sifx: Aam—gi mess Rate i,
g'a{fena geraqueea EcTCt pert#ay
cliz =, y. 01(
I-eyerr- Hard bedrock
RdrrMB=Raffu i'veIayel -WEEMEred f z0kP'.

L LT= L�.. N D R E S U RC AN A1r .fit • 1 N L
S?. .. ?.�. .. .. � t.,i�...:°.. . [:'�i.w�C:.
P1 is IT
of i s N�e�,s�._ �`�'s 31)l0�
_
C-LNf MUMME -r oG ` �+�fa-�r
AM�_,f._-
��s`�JL:e 2'."�t ti rEl �f 11�.��w���•�°
iR.ESTR,OTI a.,a:CJ�f�i�%�L
PIARt-M T fff t RIAL A CQ- MC AUR GEC
����E3,���L �-��C�� �F�-� � ��� ��� ��c t� . c ��-��• ��� �
c�1i-fe �i�? [ � ff� lG 3 ► i_ , ,r ICLAGGIFICA
flax, Mluls »i24'u Ps us
ps
.... �
•
3iS 3 � =1 �f3 tfC
Celoulated ;or
;Ytbi2�5 = sl�,ae G�[a�...GiiJ?"3 sail �y3�3i
vaoralga darg-€
-
ill aG l ea% deia?h r isec'76
< -- — - - FiFf 7 = i t€IfI13
34.ialer C. OLO-R
(RU12
IS4c' i
° L4 `
gURC- -Eigc.F DRIP
e. Li�6 NO . {Fit�'f�
t99.Lr��
i) `194; ANG
'��idlE
ia��}
�
F
/G`r123).
A
5
.a._
�e-L �I�Sr?'�`
��
�j,�
i3'd�
pi?t€Ig o=e3rcci_ tiuIu
frififil-c-cicrza camuis &wK
11A =LoncetemApin:mBater,t
rapJ5rj-jL
CHECKED -2. .
RUM = Reece Mka f-uer-- KP-rd € edrock
Rf.TllfB=gos�'i ti-va(Eyer -I.ii{ EUMrvd!Mdr7r�

I A N Ell i I RR E S-, U R IEF M A A G E-l" m A
a
------ ILOTil
JDA 'a 3
:
_
Ls? A"; ftr"s??���''3 �: Iva
i.ND5CAP5 A%3W TIOM L40-t.
2OMMORARfti'R'.ufa-Gfa.mj_
b i 4.EiL�iUl�.i PP rS"tJ— L_a e} PUG l�Fik
��..�c� 3& v,
�ScE; 7�JtUAL r1 Se�1"� IJV," ' Ep �L'cLts f—
jS
j�l� i �.Fy.'_' if�,c-i'.i.!;�`�2#=lf�•3�]
l�l�x�a 7+�.u.b:- &f!A f3�
OS3
sail depth
it? 7t 3 Lee, sell 6�a
3i=iagr Cxn, q2ti.
--y
t il�J! :'tom E'
'1 C' a i
:•U�h' } ``Y.�v ; :U:V e j � y�i 1f n t Z�: � EE.t
P L,+e%Nk"o
F URE w i41 L:. DRIP
ruIa
t:a
t[j €�i _[� i} 4 � % m qs m) if�c�'f;r
(ut�
.16 L
9 AU-1
f
L/
f
j
jj
mire We Red, sed Iallza t2
MGA,= pfir oolwac; Mulrh+n, � iJ�� r Ong t �rrzs �tci��zc� naie rt
MC-C= frladc-clamd i<digansi€il'Ei panda
F

Ml 91.9 S=5� 0 UqJld R C E M A
L ind E.vr-Ag=FCtfo^e by Ls*-.ti;^`.-. E-x13 'tr. .
Ahin Riallo=-
t�.�G��63fC
.`�_��'f � ��s�e=� a`,'a MN
.io64if
Ar
-�i�C&�iC�
-
usCt
-Sir
dap 7
• SY�.*.�`ir5 = to a E�r� r� =r WE des th
Icu�� d icir;
uCool�a,rCoLoil
.t0
MO ZON
Ua�61R
ems
{ til.
N{ t sO3
(37C
ce9rE DRUP
e
�r�4Eitc
Yic'
1199Cr ++A{cl=`` �
�1�_ i�K+l� �
�
iLs� i s "Rules
�
t/ Lt1E5
• i
_ UDI)
1
t
�1>
----
�.nGl�= t�arlt�eo€OrcEf �aTi��r�+t�
f�l��=f�'uT:zc�f�Ev� rg[fiEFri_�i,E
�.��� � �UiLfftZ�i5IL;6CLf ���Sr�iEL�
0-2-00P SED BY:
:smM=€and ierrFtmori mRatefEt
ollona penscluWA- pact parvlr^ay
RF
CHECKED BOY:
RUM = Rasiff lo&layar— Karl 65drOci,
P�&Ciw-Filr- €aver-iNC-siWrad biaumpc

LAND RESOURCE MANAGEMENT
Land Evaluation by Land Experts
PIT: 2
LOT:
COUNTY: -cj o_
DATE: 2-;0 3
PERCENT SLOPE Rule .1940 :
CLAY MINERALOGY (Rule .1941): NIA SE MX EX
LANDSCAPE POSITION Rule .1940 : 5 S
SOIL DEPTH Rule .1943 : /"�wSAP
TOPOGRAPHY Rule .1940 : farm
RESTRICTIVE HORIZON Rule .1944 : ;2 7
PARENT MATERIAL: AL CO RE A/C AIR /R
SEASONAL HIGH WATER TABLE (Rule��.1942):?%
SOIL GROUP Rule .1955 : '3
TYPE OF WATER TABLE Rule .1942 : r.�� �-
SAPROLITE GROUP Rule .1956): 'j
CLASSIFICATION Rule .1948 : PS US
NOTES:
RECLASSIFIED Rule .1948 : N/A PS
inches = trench depth
inches = slope correction soil depth
inches = regulated soil depth
+ inches = regulated sa rolite depth
Calculated for:
inches total depth needed
d FIELD ESTIMATES No
HORIZON
(Rule
.1939).1941)
DEPTH
(inches)
MOIST
MATRIX
COLOR
MOTTLES
TEXTURE STRUCT-
URE
(Rule.1941) (Rule
CONSIST
-ENCE
(Rule
.1941
CLAY
N
LTAR
AEROBIC
DRIP
(Rule
.1969
CONY.
(Rule
.1955
!
- �'
0,6 461E
*7-7-1-11
'7
/VLrALI
C L,
),MtA,�
f
v
LRM- NC Revised 10/2012
MCA = Multicolored Alluvium
MCC = Multicolored col€uvium
MCS = Multicolored saprolite
LTAR = Long Term Acceptance Rate in
gallons per square foot per day
RF = Rock fragments
DESCRIBED BY: CHECKED BY:
RLHB = Restrictive layer — Hard bedrock
RLWB = Restrictive layer — Weathered bedrock
SBRF = Stopped by rock fragments

DI PRE'S' URCIEF MAI�--,ZAGM-r� "EENIT
PR.0A=-ryi hin_ AN ) iii�l�i�t ��I �••�� .
JDA'Ta.
r`�'I�S✓�s..'i1� 3 �w�.�"�. �'s..s ��F$3� o��sr�.�..:�,>< � ! ��
��.-f�.f �llS?���v'i?,.�r�s`�:P s�a6.d�G $d�:� . �� 5�lt i ��i.
l�-�''.�i���r`•`-s:.����6;fT�©Si?€3;Z3��-'i�,?y'��,^ s� ""
^�_�����_
i��f�}�t'aS'!ti?{[�Li{�.�4wc��"• ��', '
FZ©i�, fp,Lile _jw4.
PIA6RE 4 Erb: CQ- RE MG P--J M
JCz—b-A,90M L I-404
if3 i�� it r� � Ct zl f
Inches ::m- slope eormagan zdil dw
kninhas = mgul= � e, Sri] 401:ih
TviU��6 ra`L`+OTOIL ilSr.iiIl
C-siculaked for: '
Fi.�z€ pm?CAL OR
r`
( t�l
CIal:
! s C-
Id
� l l�
��rrt� (5�
DRIP
"Rules (�UIr
�1�: i4 I�
.
—
?s
}
T 1
�
�st,I1t
� � �
��• ��
rff,
•?
�,
LL.A
i
LRMc Ryas—1 d 1012012 -
MCA Mulffcobred Alluirad ,
fvlC-0 W HJURIC- 3forad caga@r &ra
trice=fAfil' cc arcd �sprolpm
wF Lung ism-3 Aumppfmc ce Rats h,
gaffons persCaamela t perclay
�'s�=•"_�'CsCI� r7cla�is�sisL
r i is BY,
RUS= Re&'sTlC`ks layar-- Hard birdrOc;k
!•iL�lt{�,� �iG�S�'i�'°_�4fi� f3��F��IS��a�'JL���� AvG�i�r�
by naelc a c t s aft

t=>�ti.�iw(? i Ai€� ? lliii s'si M��{%•
] :
jC-ouml S:
1p
_l_a M
L hh
Pl,VZEkfT tt3f '� 1�� f' f C,�' .}=' AUfr• JS
�
wf-1?�7�1V: � i'?,�G�� `1 L�'h'E `�S},r. i �Jr e— �r �LE� 042
` "
Wr MOP
1
ISAFROOrNaROUP MUG A
PSI- US
;j3 CICf]
caiculemed for:
.alms t-oCeeGgar Sag, C3w��i
�12�9Li'�'9 "' �b5��f�}.t-`.a�i'� G�iLS�FL� t1'� �!S� t
.•.....�....�'
ds!21 n eVi<?sL
FEED ES � ?[II ATEEL �
1�.::Lrw3SiL.SJ
M(rtC-70H
DEPTH
ft �X1s
-'L"Jic l
%ili is z CC- '-:t_ .s t�;..�'OANO
C, hnf
is
�C-mc,:-: DRIP
EilG
t ���
as
(P'wa
©�•�'�
1��� fiJ
t
I
S
LRVZ-!�!G ytfs 1€1f �3 t
MCA = tG��f��afarcc�_�ftu�r��
Iv��� ®ft��ilf{�t�ltsi'�•E� ��fsg�4z��
pfrom
cIi?C7499. M. s Tj
-OSOMBED 3 -. ClHEMED 12Bw:
Hard WrOck
if.�ll �r�Gu"CiC6i3G-fapui'—
dad ra e, c I�wamE:-:

e e EiA 1 '.�- � � 1
URCEff
PRwr--C.i i%its P. m Al V���••�
Yo.g
i _ �g ;+
%MOSCAP5 Pf3S`t'f OM jPub* . e 91:90J S
ISM DE17-1-3-I
p A.4 i5F LNL A:_ 'Co. RE AIG Ai y CfR
L;clJft--
SOIL CROUP Mufs 185Q:
�try�1=�l��� ���3�f�z€►f�_���}_ �°.���
CLASSIFICA Tay t; erc� _ ��s�: PS, us -
NOTES: �I����YSSL
7ED R -?94., rc114 ps
ii3 � ri n��S3 dapth
rFi� a^ = -1*82 , G0Mz Gil vl 5Ldi3 Csega
YUi=`mel srstJ depth �
hchw io'Lai depth nuaC?8d
calcr feed for: - -
FIELD C— a: a_JIMM— F;
OR
:: n
A'R -
f-tORF-r all,
oa7rii
_CO
vi "' 'U.0 7151 n2s T �... � � z-
� l� i��f f E � � E
URE
pl
f
DRIP
�Wp
�(Ru — "Rules
(q r
lb
3
10
Pais �z RLf-M iayar-- Hard 6Edreck
f lc-c, HJ RficaIcras cafftr"vlfsts`t
MOEm �(�F�I� c8 �5 r P�34% %�= =Accc. tf!a }rnsrei� �f��i*' =����g �y m c 9n, =r am:

1w A R E S- 0 U R C E M A E M E2 T
ma`s. a3iS- '_ .v=�:�_ .:•� _$c°' .":z.�:t:..� � c'c--: sa`�_....... �...
i
a�fl.i�t':z 's�i€� �Rii� riaairt=- /���bt-.•� .
P mN, —,
-
L�=Lt�i�SG =`��� A%3�iTf®i� ��3a1,� =� �?r�'= �✓ s '"
�^��8� I:o��d �'Ltt� .'d6, a): y;%
RAR,Ek� l�lr�l z�� � Co• IRE AfG IU
SOIL CROUP (Rufs-Ag
���401MAL r?l0-14 `M f E.`�'� 4�i�,Kixt ?
mgz-
1\10TEl;:.-
IfIC iG3 � Tf i���i C� �JL
i}7 2�5= SZ aG {.--4 Mi Gg n 3611 da;33
depil zlrSc?ed
ciala°LIked for
< — FEW C�T•IMATEES
�' C�EMO11
X-P
IX-PA
z(q�(,s���{ .
{ ��e}. (yY��`y,�
K0- :i rSMN
t _
Da Q6�
.j, �{ (?COPS
� e a+�c��� ,may. [ �I__
Li�.lsg- 64l � GV:.�.r�r�L�.+�� � :rL..°�r : iS5CLUCL-1c
� _ tM-�
sms-L ti��u€
��y+./,��e}
��-K'cf C�a�I
V✓b'L'14
' li41
DRIP
L Li_F�
lie
G ,f�
y2 G0
-
MCA= ofluiffColorcrl Alluesun,
Mice Mulill rslon-d--spFuliis
ii©€1 i �i r ClCii £ E�lii pardaf
CHECIr �-O ado -
P.L 3 = fl$saic,•ius layar— € and Wrack

=1 4' v' Li J SS U , LL -tip l• M L.r."..
L q. i n d _a I c 1 o n �= � .�, S.,S is i� u 1 v �.1 x� LS
1�
..-
PGRCGM T SLOPE—: ��"s?�� .`i Q� {��o � � ° J '�� ��
LAY t'VRI M FLOG'," {s�4i3�c _ I �'� " ): Hs`3�-'�,
L�'�(di35G'l3 l�t�� t�s (R-91,S _- gALI}: 55
u�i DUP7s-f
T OPOC a �°.'�.f HY, (Rule�
PARQV T WATIB.VU- AL GO,- %'0 PJG 'CUR CfR
-SO[L CROUP Mfg
L048j: p S US
MIA PS
?nerves = I'Giion CIF-PLl Calcuked for: -
Ft7^hEs=S)€J{� Gera �tr 1!? adil C+w;:6f
iegul=taft sdi) der
- ?Ilch
l'7
mlovr
col -OR
%l l ��#DEPTH
?i i :ii
k- !� �' i �r� t �� t'
1� F-
f CMM'Qi E d CU
s�.0a0R10
.
URE
�r �� �
DRIP l
C C` '�`
� d' ��
I � l W �^
�•v �'`tti"��
�� ,&rJ� �
r+r
C �
�
--
�
i
l
5-6cf-i = �1L1I PCs?f]rGd lYat�i
fbeicc=ftltufii�gft�ri. �Q[i �r? ttE
(ii6ce u f t+i�ictsia* ri s='. F�ffic
F jam? = t3i1Q f �IYis fiC�: �i3T1C l�r�LGIt t
pffeFi6
4i =RWDEt icagl—lI2�JIS
cli iEG4oE-fJ 2`f:
!iLl_ �'CG�.SUZCaLTif6 layar "' Mead b df ack
S7 F: Stopped y roc: w:%gmai

-r
PIT.- 3 1_0T
1 ! 131 j
PGRCGINSLOPE;
(M,, f RufS .lqo)_ pue,
' C) . —
1': E: tL I iA S-UA: AL 'CO- �LRCJ--.AIC f-5JR Cfi
OF iffA 3 �i3
a,---,F r.G31_n-Ec-Ro Rug-1odr3 •.
ClrAsmF:lC 'iQ�► f �!! _fn s}: , €fS
REEL t? L9ED f-Rj&Q .7949): • f Per-'
niches = frenci3 daw,
Calculated iQr : -
inches = s4OPe carecdan 5619 d; p
• in��t� = recjl�l��9c� Spif dE7i�f
raiulem € Smoke dau
Moller tot-[ depth naviceu!
F4Fm FR l-mfjATF�
mof C OLQR
L OAR
-
t
DEF � 1
i1 vol-1- ;; I��ZG 1 �
=
m-m-1-1
! O191,71- GUY'
ARROM
# COW.
URF--
- i 1=
DRIB
T
LIM'
ems-
5 12 16
-17/114 Pv
44
LR+& WC RmAsr..d-- I'QJ2012 -
5.40 =iuluirac6lored AlluThum
Rica= fiiuf3cgf®rarl Coffin
VMS= mufficciared C—Sprolyzs
DESCRIBED ai:
Long Tar,, AompiantesRstath
Rs- = Ra etc •f �aa ne? ; Ls
{?L f E-1, = t~..wa c hre fayar— Hard bedrock
{3� o va t�sai�`; re {ayvr:--arts _ awr�c� Ngrw�x
E?I* =smppad by melz rep=

P=p 1.9F(:i f►f€'! RIlili i;i�atfis. /rl�v��jc,.y
i7" 1 �E�C= VL. ryb31 a`6pl l� o t'II l
�;}�"i ��{S Sk1 �Y3-i`...W �;P LBS���'s . SeS -_ fYr. 1r 31 9 BC
i..f-iltOSOP61 EL ORMOi5?Pwl-7%i W-0)- !% ��
a.ea-
f� d DEP S 4`J 5;V,
c&004-(;-o
Y�bS'��4'i�Gi`C�0 E 3 �i :�.Tl. - Sw4•°i�-
{31.w � �.
gag
J
/V
NUMB -�GCif3 drzPth
mc-h 3 alppo Gon-P-0 0P. SO; dk--7ui
inches i' uLmtad sou deAth �
lndll�a total dyowl rlam?ar
T'ar:
..
-- -- — --
sqqosay CQ-a QR
1- AR -
{
DPW� L� � , �' �IFE� € �� � � E.���CE 'I • 13,9C �-
� G0'�!�!S i � �� Cil�is�p
URE
� (Pdz�-
-�ijC-z DRIP °
Mule (OM),
iMAN)
(
Ito
r
---
`./a
}- � ��' 3 7
.�rL y�e.
r/141 L � G �
" r°•��,{�;c �
f � � � �-t v � 1 �
:r a . �.
e
tsA.�lCl
/o, "30 1
AA•tea.
._-�..-
'.�,
F_f rz Die Rewase 1012012
C CA= al ufgColaras! Allumbm
MOO = firlEIf ecloma cagutd6rsc
(��!{rr�s m �L�Eliri�iSFCSrCLi
�c��f�i�i�7
LIM 1 r orfq Tern -I Aucgmarm Bata in
�qs,==4L3�TETGC1raf�rt'tL
-<<
f?Lt- = 9uSifiCiilf� tay�r-- Har ► 6EdrOr-k
RL�llf��;�45�i���sf�ti�lfc'f•�-4NG�'�J�t'�� ©veia��',�.

FTC C R E ';l ii Iff E' �� 1, '7
ft
7i
PGPICSINT
•`-_�� s__.- � yi4 � s'at%1 E. b:• __ •...¢ � �..•r� _ =i r: •-._�_t .'. :'33-� -�";ti _ �?��: uti G`n
a _
?"C1;�� a; nFg [l to _la€4 )_ r r
' F LJOP Oi aLtitp _
I? EWi ftti z i � 4 : AL "GEC AIG JCVR ClR
SOIL G-ROUP ufG- _ �
i
tSF9OM- L 14GR W �Ep iAL- 2juic : i N�}_
s� of IJVA 7 —7-R [
s a43)• PS us
_
Far -Li' S-W-75D (3l"•1. L- ! P41_ {L{lYi S
1
� • ` ` E-''�"
fi3 i i05 = i3Gi#�S1 depth
iilL' l�S= slope) GQiasr,6vp SAIl s�wy3�iS3
inch e= vejL�l i�z Sall Cliy�3ilf
l alcula�d for: -
F-ir-1 i l % flltTf "i
t-4flEON
(Pt11E>ai�1�RuF
JIM
?4544
Zfg-1,"mc
��L��-
Ntc tom
f3f�L'
Gi-
i i £
C311y�'ef
-ENCE DRIP
°�� Mute
Gi1i
?ul�
I. V, i- Die RrAaa., . lQ120t2
MCP%= Mi f colored -Muifi: m LTA' = Lama i sr,, AccarE-aace Raie in i?f. HB = Resialc',*r, layer-- Hard 6edrod',
MCC arl£1fc' colomr? Coffata in lrons parw [c^ie-Ric ez "par chy f'UN3+ = RCwiC:ii3a layer— WC-fd3er-ad bis=j�
Mcs- s UIT(ct5ldnt3 sa p=s-io},eer fey roofs
��tiGC 4f3 D r jr CHECKED alY:

IN-JANDY 7R-E;::S-e UTRUCC-M.. MANIAGMEM-ME%-iT
R _
_ �i. za�'�3. .. _::•. ..... "� :.sue-%F° � :. .. �:=:.?1�� c: Zi:= �.5-_.: :.`i_S .� ..
PPn.IP:r; i%Tn ANIM r-a-winim-
M�� -- --- —
PIM
f ANDSCAP
Im
pA— REki'l fif i REAL AL ' CQ- RE MC AM SDM L I-�oC✓1; tip,-472P, IABLE- (Ruia.1949
SOlL€O�(l s�€l. s3_ t� �;: lid! 3 ti
vAFRO ITEGROUr-f€ u - icsirla)_ tC� S�i�¢C d ? [ tittg �a�r��?g�_ ps Us
.7Q±}. RMA FS
c dculated for: -
�2 01el 'd &-offin
-ilig°ihmtotal dslA n eaueal —�_
3olL' JLe7 i C:O OIz
U t?
,R -
tt
pu
ji F4t a
�{mula �' �6 (Fda
4Pule
!S
C��IJ
IbY�313
- -
`- •
1. Ll�r'� €€E c�
-�. �4-
:. .
G
miry- NO Rzdsri+ldcc
MCA = !UiEMOlO'ecl Al1MIUM
fi�C� � rt��(iti�rits5cr� ��s�4Cz�
gafro a7 parsq areRu L perdayF
Hard bedrack

AND
{`+ �. .. � - • 'r . r _ �•� may,, C.
F s _ T_
l'L{ z• ri ti;`._:_ '� �p:j cn d :a V+ a i 3 � C. L G o s � � � .ass r . d R.Ia
-Z�=°-. t:; mod`- �. ...
S.
r-Rn.9Fdai Afn Ahii i w—wiaix-
fL dr&i� s`i pf o 'd o
i f'eia-
.-?d�PL7bt� (�iI.1�= "la
5t-�4��.��4"��f�C�f��fQ€ttc �3��}- f�''�
Ef�#��ai�TG�€��}£�t�tt➢�����). €' �fS
NOTMtid
SY1M�}E5= s}��'a� ��Cs�Giif3r; 573i� Gi'w;3s�
in13= t'uL=z-dt3�k'i f
?nohe�al iabat pis
7-1FEEM E a: tii#i.1am
�glolg-r
COO
O-R -
t Zt ii �
s $
ifs 4l
VOY Lr--'S
..��,_s 15 ! ;.uC l-- cGiiQt5 i
C�? r� � mnoslo comi.
DRIP ,
lnalil�-q
�� _ l...CE) ula
aQ, ula
f
�www��.r•
-
�.�Gl�.= i�iciffiroirrcd �#�avaa�
RICO = fiffiditgfarad aa1 adiffia
Micsm IVIIJ iledimed se-m-grolit<
y A Long ermis Acari-mics Raieh
Offana parch.
RI = Rmuldmarr misCHECKED P:vl--
RU-3 = l esdalks layer— #-#ark 6edrOck
i�gaaffig�3ifefe'[�G�E'�'%(ijGa�J�'IE:i? biadr{3ppc

U M M t
w°n 41 .U' a! GALE o'°n tC? Ria `.1p. s '
lei i - ✓ �; : '--��c�-� -
����s��, ���'x"s`�: � J ��� %' >.�.._.
tljgmg).- 3 y ��
j��f����r:
i 7S kA €yi?Lsr= 3'!r Lb Sld{�s.3cJ ]'f16 SE
- MRE
LE --
SOIL CROUP (Refs tg T-
RI-3- US
—n 3 dspth
;nM3�es=slope C-CamUgan BdIl dap-�3
�g ��� lam{ ��j`3t.;f3 FA w�@C!
--
1t _.�.—,a.....
• . -
In
(t`��.rarcj5'ty.�...,�(�t__
LUts4. 2`si.1'...t .. :V.�`."! [ L�'7
7 ,`...h�. ,..E I STIR 1V I--
mc
'y{�+�'T., �i._ p 1�ffl.}�y{�
Cf..r�JrA��V S �:si"6�G S-\&+p°6'dtC!a � 4�om"'.
UIGIf
t tS
°
DRUP t
9 I&
F
4
G
�a y/131
G
E v r�/
�tF �f� �CifiG�.G-•`` i�%f�� t? -
fnGl Iiver—F[ard 6�rZr c{L
f4IGG frlof- cglared Ci3fft l&a gm{%ria peraaquam' feat parch RI»�lifr�� 5 i �3u {a�r,�, Sf G�" rtic� +liar
[tricemMullic6lored as{�s Ss`�t=Rauktr L, rx8tiri� �fxP oat s r�:w

c- �' r.,.*-t..., RUC
r� �' d' �° �: �- fir' �(^
I=-.�_�•;_�� _.•t Lam- �i�'�"y (_ %," {�S c{ '�' :!� s'y 1 e7si fY "�-' f •�_ { �`t'j Ei
S`.} f . �M_• C' �+.+ l l �i R c^J' S �T � .�-"S - L.+:�--a d m �i'•�.S L.� s r C' .. .. t
4 `� f �• Y% � Y. � •--'�--= � � � 4a3 .� ly '4.�iT � a' � L° 4. � 4v " � � l� � � �. �a � iy 7i � 7 � � ".`"�, "= .,-^,_^• ti
_ :� s .. .. . _ ... _ _� :':'�'...ps.:i
LQT:
�a.1LIRTC L.�i'-.1y�-5 67�b eiQ�a fe �'��
S 5
tif�1 L1�041di351i�14S_ �1W C. o6SS�.�_ •� YL Y..]f _ g� Iva
SOIL. nir�';; �ui�
Uz-bE'sia
PAP1.5fl- !��: AL • Co-- RE A{G AJ ti CfR
NA
-
ar-Ep o t- LS ur- mule l ega-13Y. / iCLAISSIFIC
MO IFS '
lii i a=iS Ti S3 � Lh
;TilinsyE;Sc=.s40tptFpp,�C-0M- G�iorlBOBG'apih
iil�n S — rw jLi d 269 del-Ah I
is-1� 3G Yoi61 depth 77-satleCl
0-alathated for:
HEM n f=�i 7 IC�f1W'ii"�i
C-€0..�1-0-�.�
�y4R'
}YCRO1.
�
�LY.i EL:�
E _ � Cq __
S 5♦��[LGi�L�
r 5t �jly� ` j ' Ln y j//��[r��(�q�
V`_AI&I'S L wi "u`u Lr��y�y:+�{yfC�liJt
!e;
1 o• itlo
Yif
t
#.ilcyy
1I5a-,c-.`
t � Sr7ih
(E44 SS q� `� td�
�S�i�lC� JS -SF
?'�trl a6� (pa-115
szLTltr
47SUE
iLl
�U7i�3Atf
( 112
--.I
t
9 5
S�
z RJc
v—
%1
r .� .�.
L �,
s �, e
c
MCA= Wutur-o-brad ffulfiLl-in
CIE-scrIlsao BN"-.
i.i-R=7 o,aulen 71 AumponceRatesh,
oflowParacpar-foot ? r.day
�ti � [ a��C4 att7ClFaa�ritG
€?lwf--ils - i �es�ic�itr� Dyer -- Hard 6Edrecl'-
RLIA12=RaffiCCAUS€aYQr- -VVC- ersd bi3drG9K
Si—RF = Stop[ad uy roc`c E: s ;w

LANDIAU S O U�,E �Gi _n}��, �i5 (^�' � rC"i�a _�«.s its*�` •+�U'1
'-S a$.L" _ t? _Sr . iE:e�:_S' _.-
o "
Akin Eii. Arif= .11u�ax�� e
PIT;7L�TCf�UiY:
�)j"f;,
�'� 31� f ��
_
.104- - wp, _ L f � mix EK
- ��.
L�- @d 5� A� EEO [�"FC7 ( I ,`� a• S
SOIL trim` l I f u A .'s"� 3; '/ f Is 541
'�STU F "JO-) l %=
P&'lRL. M T iifAL AL CO- A Cr Aff..-'.CJRQ'
4� 1
ICLASSIFIG "�#O�i iS �Fe �a 3)_ a� u
1(3G�i3= iiG>'i3 t11
;n n = slope caMG60ri :39sj cliT,-,Ds
in6nGs= r�uletee, sell dspLth
- f1'i��d�5 = I�4.19eai�t{ �ii1'fll•i i:Ir�i'!
in�Ia�'i�at d��s� raYa��C!
Calculated for: -
I
FIEF E -11AU i ES
COLOR
CEDAR -
�� S_
'
.mioig.r
�Y-.IVI�;l
—
!_
���-
�p6o�;L
, S�1oy
�,?V-
4{
URE
-ENCE
0Ri.
I U)C-
�Ruta
{°2.3} • (Ruda (Rule
SAIL
fi�G�= i��uir�ec;tofLel 4i(�svi�+fa�
Mcc= (i rli�ctsi�r.:r3
I41i��m �lidtlii�iG�S715faY� ��i3F�iys�
LTAIR = Luna i emn Actk,ukti-ce Paia h
gaffona pampati sae par day
Gi-i?wCia Ci F-`f--
�i_F-i� _�C35uici'[i!'c fay�r-� F-ief� 6adroci:
FiL�Jtfi:?= �asirii;:�v� ia�erritl����aer:..� i_136r£JCit
82-RlF=SLorj-jpea by nsctfl-&R see»

(;�`.fl.9�G f i+,€L_ F�IEii� fai►lliltt='• /I/i.t. �lx.•�✓i -
L1f�5:°r�Ezlm0ML3iai (Ra!-,'i).
ttfd'i(3";�
I
i © 0Q11- 1-W R,r (RLTfa : ilaAr�0)_
a �s€�'�1� �-1G€��f 7E� ��[tl� _ i 4f,I). � �
PAREMiiliATrUPAI : AL - Co- JRE MC XR, OU
12-GAtGMAL WIC-14 WATER ABLE (Rule.• L42 -
8APROLfTE GROf rr f ;Vic- -1
CLASSIFICA ON 9 ? S): Re EIS
fbv:
fa L,ASSLMM owLa _isapn_ wm t3-q
incftes _ tanc 3 dept
in�r� = re t�Ia c sai, depth 11
{t"ia'r!-Z. Ted s"tDrariTi, -= i3r?Szi'1
ir► a �- •btat depth n ac'Ter?
Calculat-ed ;'Or
--
j;nines
I
4 - - FrELD TEST iE6i ATRR �
MOIST
COLOR
LtA�
-
�Or,�!
DETFb
�IA LUX
e _
-
COMSCy. Le0:A A C4SI
Cd-hVr
VRE
-ENCE D IP
f p,i.il=
�Iaw-�
(r 1�1 - f ib
PI U]c—
t��] . {grata
(Rule
0 �;
l��/��:�
�... _
LL
Cry/f�
—5(]
r%• S�l`��/
i.�0
�s i
4
Ir�ai/L
-
MCA= pfiuirfaotared Alluirium
W4 = G(iuffColdrar? CaWI,ftZFs['ft
r ics= MOCICt Ted mprofte
LTAR = Luna i e", Aamrhni ee Raie in
g�Ifans parday
RvT=placYcfamo
CHECKED 'Sky..
'Lj-!I = F,%su-icInra layer— Hard hadrack

{4m��Tv ��". F {; ��i `—�' �'''�'' � �; � e'' e=y' [(h-,'�:i n�` j�}`L'f� 1,��. � E 4' �It��
L— C"-= tln � V Jr �c'�. L= �i '�.. C! 1 :_ �` � (L u r. L: �'1 A C- i w :L . —. tz
PRnJ;-z t 1 lNTn AAlr) rxi adi n -
PIT --
coLiN
wit NLP 5-fi f -va -k-
( �iivr:�� PQ�Tfdli� �I�ii�t3- f3�1 S�
�SOEL DU,w-ji�l�I p .�['�,c -7 7� -
�L LTwl d �Si V I � �
PARENT �ifi14T �kG`—l- � ' C�' P AfC, AIR C R
��E���3;�irnL I-i e�� 1JtF� � �� T�LE (actje tNP�= -7 � 2
CLASSIFlanom (RuIc IQ4L)- PS US
lgjA aS
fEiGia=CC#313L
;nclaes = slops carr eon mil de-Pts
I1i�17' — I"QC� j' LFt�t�Cn St3il
ts'iE�"�t�;� ti ii:,c� auk �}3Pt�liFe ilei�a!`k
-al depth naac-7ed
Calculated For
� T�15 i
COLOR-
MORIZOM
DEPTH
Eli AURBI .
VI MSS
tTy"'r"—!-U-PE
��l aa, i;!-
�'6�iu� ` :r� s'�.�'�l"JP110
t CON14
pula
C-
�I?cft �a , (Rule-
(.Rule
�). s y,Py1�
y�c ,y
C (1A;,.1
��
r✓t.
�S
�.
.� �.
"I "I �l�UILI
jtrl Ga
-
f��G�- ��l�irsectarcd �:flr�v��+i;�
l�ifr� m �t�ut�7Gaiazad s�grclitie
,TAP = Larig Temn AcwgF-anes Date In
pffone pars wera par: par day
RF Ra&twyllstils,
011-1ECKED k'i':
`RILE -Ili = I Ias'aieke layer- HErd bedrOd,
r�LQN�vl�a5l<i�:��cl�+er�4flfa�il3alvc� f3Baiii�lc
SORP=sbrpad by rpCiCiic'1 f5�=w

�am RI-zrR E MA N lLFl��t " N T
C'�ti ..a _....�:! ... ...
f�T�tl.i�f:= li€� ?ftiii iniR7{fif=• /��"��•�r 1 - � --
'�"SRCI='I,q ar•L.c"J. ..;'. y 6�("i a`SdSvF�10
LSl�
O/0
�L1"1. �t��tS41 u-i....'W `J t�3 S ..�cf d ]_��5Ti vt� Aya i::X
i�
S NSlE.
RAPIWI- UfA N C
MC P-JCIR
�l
a-�PROL rrc-gmf fir' fpUiG 1Owl:
pS US
�8ie GanaG60n som is ;3i13
rVuWS6 Bail depth f
iit� iG ! Fldv Sri �.
—
maFa_�
C--O? aid
-
(Rula
Lmr-
(RU16
� i�f�f DR -IF'
(jMLja 0% jRL'lF
:
i
{
ice' 2 late R: tfiwd IW2.0 c2 -
MOA= f4dffCCfOred_gfuAmrn
fJlc,rj = ft!'umerfored Mwaffi
Wil,Ca m R9uroCtI t �rcrd --mpr0Sit's
:;-f A = = ? mg emn Acca.Ta—miac- Pate in
Hard € edrock
RUJUP, Rm5fiO@fcmlayer--WC-SMSPW Nurclrx
SEaFF = SiEnt p d by »Z7E., 021l s-ITIfIlz

::.t r.� k a . E+.
}L�+i a 'SAS �- `� � � �� � j�.,.-fit •a� ..{." f� {C`� 'k' a}s� � �� �� T
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LRM: Attachment D
LOCATION CLIFTON NC+GA SC TN VA WV
Established Series
Rev. AG-MKC
02/2002
CLIFTON SERIES
The Clifton series consists of very deep, well drained, moderate permeability soils on ridges and side slopes of the Blue Ridge (MLRA 130). Slopes are 2 to
50 percent. They formed in residuum weathered from intermediate and mafic igneous and high-grade metamorphic rocks that are high in ferromagnesium
minerals. Near the type location mean annual air temperature is about 51 degrees F., and mean annual precipitation is about 53 inches.
TAXONOMIC CLASS: Fine, mixed, semiactive, mesic Typic Hapludults
TYPICAL PEDON: Clifton loam --cultivated. (Colors are for moist soils unless otherwise stated.)
Ap--O to 5 inches; brown (7.5YR 4/4) loam; weak medium granular structure; very friable; common fine roots; many fine pores; few fine flakes of mica; few
small pebbles; strongly acid; clear smooth boundary. (4 to 10 inches thick)
BA--5 to 10 inches; yellowish red (5YR 5/6) sandy clay loam; weak medium subangular blocky structure; friable; few fine roots; few fine flakes of mica;
strongly acid; clear smooth boundary. (0 to 7 inches thick)
Bt1--10 to 23 inches; red (2.5YR 5/6) clay; moderate medium subangular blocky structure; friable; thin continuous clay films on faces of peds; few fine
flakes of mica; strongly acid; clear smooth boundary.
Bt2--23 to 38 inches; red (2.5YR 4/6) clay; moderate medium subangular blocky structure; firm; thin continuous clay films on faces of peds; common fine
flakes of mica; very strongly acid; gradual smooth boundary. ( Combined thickness of the Bt horizon is 15 to 45 inches.)
BC--38 to 45 inches; red (2.5YR 4/6) clay loam; common medium distinct strong brown (7.5YR 518) mottles; weak medium subangular blocky structure;
friable; common fine flakes of mica; strongly acid; gradual wavy boundary. (0 to 10 inches thick)
C-45 to 65 inches; mottled yellowish red (5YR 5/6) and strong brown (7.5YR 518) saprolite that is fine sandy loam; common fine flakes of mica; strongly
acid.
TYPE LOCATION: Ashe County, North Carolina; 9 miles southeast of Jefferson on N.C. Highway 88, 1000 yards north of Ebenezer Church on State Road
1623, 20 feet west of road.
RANGE IN CHARACTERISTICS: Solum thickness ranges from 30 to more than 60 inches. Depth to bedrock is greater than 60 inches. Reaction ranges
from very strongly acid to slightly acid, except where surface layers have been limed. Content of flakes of mica is few or common throughout Content of
coarse fragments ranges from 0 to 35 percent by volume throughout.
The Al or Ap horizon has hue of 5YR to 10YR, value of 3 to 5, and chroma of 2 to 6 Where value is 3, the horizon is less than 7 inches thick. The A horizon
is loam or fine sandy loam in the fine earth fraction.
The E horizon, where present, has hue of 7.5YR or 10YR, value of 4 to 6, and chroma of 3 to 8. Texture is loam, fine sandy loam, or sandy loam in the fine
earth fraction.
The BA horizon, where present, has hue of 5YR to 10YR, value of 4 to 6, and chroma of 4 to 8. Texture is loam, clay loam, or sandy clay loam.
The Bt horizon has hue of IOR to 5YR, value of 4 to 5, and chroma of 6 or 8. Texture is clay loam, clay, or sandy clay.
The BC horizon has hue of IOR to 5YR, value of 4 to 6, and chroma of 6 or 8. It is loam, sandy clay loam, or clay loam.
The C horizon is saprolite that is multicolored, or similar in color to the BC horizon. It is loam or fine sandy loam. Some pedons have non-redoxamorphic
mottles in shades of brown, white, and red.
COMPETING SERIES: These are the Appomattox, Braddock, Buffstat, Christian, Clover (T), Danripple (T), Flagspring (T), Howell, Totier, Unison,
Warminster, and Yellowbottom (T) series. Appomattox soils have a mantle of colluvium over residuum at least 3 feet thick. Braddock and Unison soils
formed in colluvium or old alluvium on toe slopes, fans, and high stream terraces. Buffstat soils formed in residuum from fine grained metamorphic rocks
and contain a high amount of silt. Christian soils formed in residuum from interbedded limestone, sandstone, siltstone, and shale and contain fragments of
these rocks. Clover soils formed in residuum from Triassic materials and contain fragments of these rocks. Danripple soils formed in alluvium on stream
terraces and have a seasonal high water table between 40 and 60 inches. Flagspring and Yellowbottom soils do not have an official series description at this
time. Howell soils formed in unconsolidated sediments containing diatomaceous earth and/or glauconite. Totier and Warminster soils have a paralithic contact
between 40 and 60 inches.
GEOGRAPHIC SETTING: Clifton soils are on gently sloping to steep ridges and side slopes of intermountain hills and low mountains of the Blue Ridge
(MLRA 130). Elevations range from 1,400 to 4,000 feet. Slopes are typically between 8 and 30 percent but range from 2 to 50 percent. They formed in
residuum weathered from intermediate and mafic igneous and high-grade metamorphic rocks high in ferromagnesium minerals such as hornblende gneiss and
amphibolite. The mean annual temperature ranges from about 46 to 57 degrees F., and mean annual precipitation ranges from about 35 to 60 inches.
GEOGRAPHICALLY ASSOCIATED SOILS: In addition to the competing Braddock and Unison series, these are the Bandana, Brevard, Chandler,
Cowee, Evard, Fannin, French, Huntdale, Micaville, Saunook, and Wataugaseries. Bandana and French soils some what poorly drained and are on narrow
floodplains. Brevard and Saunook soils formed in colluvium or alluvium on toe slopes, benches, and fans are in a fine -loamy particle -size class. Chandler,
Cowee, Evard, Fannin, Huntdale, and Micaville, soils are on uplands. Chandler, Micaville, Fannin, and Watauga soils are in a micaceous and paramicaceous

mineralogy class, respectively. Cowee and Evard soils are in a fine -loamy particle -size class. Huntdale and Saunook soils are in a fine -loamy particle -size
class, have a thick dark surface horizon with value 3 or less. Huntdale soils are on side slopes of cooler, north to east aspects.
DRAINAGE AND PERMEABILITY: Well drained; moderate to rapid runoff, medium internal drainage; moderate permeability.
USE AND VEGETATION: About one-half of the area of this soil is forested. The dominant trees are yellow poplar, eastern white pine, scarlet oak, pitch
pine, Virginia pine, and shortleaf pine. The dominant understory is rhododendron, mountain laurel, flowering dogwood, sourwood, serviceberry, American
holly, red maple, and black locust. Cleared areas are used for pasture, corn, and hayland. Some areas are in burley tobacco, small grains, and vegetable crops..
DISTRIBUTION AND EXTENT: Blue Ridge (MLRA 130) of North Carolina, Virginia, South Carolina, and Georgia in the Southern Appalachian
Mountains. The series has large extent.
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Morgantown, West Virginia
SERIES ESTABLISHED: Ashe County, North Carolina; 1912.
REMARKS: Limited data for Clifton shows the mean pH of the B horizon to be 5.8, with a range of 5.5 to 6.2.
Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon - 0 to 10 inches (Ap, BA horizons)
Argillic horizon - 10 to 38 inches (Bt horizon)
ADDITIONAL DATA: NSSL sample pedons: S87NC-199-002; S87NC-121-003; S87NC-199-004; S87NC-121-006; S87NC-009-001.
MLRA = 130 SIR = NC0015
National Cooperative Soil Survey
U.S.A.

LOCATION COWEE NC+GA VA
Established Series
MLS, MSH, BPS/ Rev. MDJ
05/2013
COWEE SERIES
TAXONOMIC CLASS: Fine -loamy, parasesquic, mesic Typic Hapludults
TYPICAL PEDON: Cowee gravelly sandy loam --forested. (Colors are for moist soil unless otherwise indicated.)
Oi--O to 5 cm (0 to 2 inch); slightly decomposed leaves, twigs, roots, and other organic matter.
A- 5 to 18 cm (2 to 7 inches); reddish brown (5YR 4/4) gravelly sandy loam; weak fine granular structure; very friable; many fine and medium roots; common
fine and medium flakes of mica; 20 percent by volume gneiss gravel; strongly acid; clear wavy boundary. (3 to 25 cm; 1 to 10 inches thick)
Bt1--18 to 38 cm (7 to 15 inches); red (2.5YR 4/8) gravelly sandy loam; weak medium subangular blocky structure; friable, slightly sticky, slightly plastic;
common fine roots; common faint clay films on faces of peds; common fine and medium flakes of mica;20 percent by volume gneiss gravel; strongly acid;
gradual wavy boundary.
Bt2--38 to 74 cm (15 to 29 inches); red (2.5YR 518) gravelly sandy clay loam; weak medium subangular blocky structure; friable, slightly sticky, slightly plastic;
few fine roots; common fine and medium flakes of mica; common faint clay films on faces of peds; 30 percent by volume gneiss gravel; strongly acid; abrupt
wavy boundary. (Combined thickness of the Bt horizons is 25 to 71 cm; 10 to 28 inches.)
Cr--74 to 157cm (29 to 62 inches); weathered, multicolored hornblende gneiss; that can be dug with difficulty with hand tools; rock structure; partly consolidated
in place; few fine roots in cracks; cracks are more than 10 cm (4 inches) apart.
TYPE LOCATION:
County: Jackson
State: North Carolina
USGS Quadrangle: Sylva South
Latitude: 35.352906 N (NAD 27)
Longitude: 83.132938 W (NAD 27)
Directions to the pedon: Jackson County, North Carolina; 1.1 miles northeast of Cullowhee from the Tuckasegee River on old N.C. Highway 107; 1.7 miles north
of Black Mountain Baptist Church; 0.5 mile north on U.S. Forest Service access road and 500 feet west on U.S. Forest Service Trail, 25 feet north of trail.
RANGE IN CHARACTERISTICS:
Solum Thickness: 51 to 102 cm (20 to 40 inches)
Depth to Bedrock: 51 to 102 cm to weathered bedrock, (20 to 40 inches)
Depth Class: Moderately Deep
Rock Fragment content: 0 to 35 percent, by volume, but typically less than 20 percent throughout the profile.
Soil Reaction: Extremely acid to moderately acid in the A horizons, except where limed; very strongly acid or strongly acid in the B and C horizons.
Content of Mica: 0 to 20 percent by volume mica flakes throughout
Range of Individual Horizons:
A or Ap horizon (if it occurs):
Color --hue of 5YR to 10YR, value of 3 to 5, and chroma of 2 to 8. Where value and chroma are 3 or less, horizon is less than 18 cm (7 inches thick)
Texture (fine -earth fraction) --loam, fine sandy loam, or sandy loam.
Other features --Some eroded pedons have a surface layer that is sandy clay loam or clay loam, and a hue of 2.5YR to 5YR.
E horizon (if it occurs):
Color: Hue of 5YR to 1 OYR, value of 4 or 6, and chroma of 3 to 8.
Texture (fine -earth fraction): sandy loam, or fine sandy loam.
AB or BA horizon (if they occur):
Color --hue of 2.5YR to 7.5YR, value of to 8, and chroma of 4 to 8.
Texture (fine -earth fraction) --loam, sandy loam, fine sandy loam, or sandy clay loam.
Bt horizon:
Color --hue of 2.5YR to 5YR, value of 4 to 6, and chroma of 4 to 8. In addition, subhorizons of the Bt horizon, but not the entire Bt horizon, may have hue of
7.5YR, value of 4 to 6, and chroma of 4 to 8.
Texture (fine -earth fraction) --sandy clay loam, loam, or clay loam.
BC horizon (if it occurs):
Color --hue of 2.5YR to 7.5YR, value of 4 to 6, and chroma of 4 to 8.
Texture (fine -earth fraction) --sandy loam, fine sandy loam, very fine sandy loam, loam, or sandy clay loam.
Non-redoximorphic mottles (if they occur) --shades of red, brown, or yellow are in some pedons.
C/Bt horizon (if it occurs):
Color --hue of 2.5YR to 1 OYR, value of 4 to 6, and chroma of 4 to 8; or is multicolored in shades of yellow, brown, red or gray.
Texture (fine -earth fraction)--C is sandy loam, fine sandy loam, or loam saprolite; Bt is loam or sandy clay loam.
Non-redoximorphic mottles (if they occur) --shades of red, brown, yellow, or gray mottles of relic rock material are in some pedons.

C horizon (if it occurs):
Color --hue of 2.5YR to 1 OYR, value of 4 to 6, and chroma of 4 to 8; or is multicolored in shades of yellow, brown, red or gray.
Texture (fine -earth fraction) --sandy loam, fine sandy loam, very fine sandy loam, loam, loamy fine sand, or loamy sand saprolite.
Non-redoximorphic mottles (if they occur) --shades of red, brown, or yellow. Gray or black mottles of relic rock material are in some pedons
Cr horizon:
Bedrock kind--felsic to mafic, igneous and high-grade metamorphic rock such as amphibolite and hornblende gneiss.
Bedrock hardness --moderately cemented
Fracture interval --greater than 10 cm (4 inches)
Excavation difficulty --moderate to high
COMPETING SERIES:
Brevard soils --very deep (more than 152 cm, 60 inches); formed on colluvial or old alluvial landform positions.
Evard soils --very deep (more than 152 cm, 60 inches)
Stott Knob soils --adjoining Mesic areas of the Southern Piedmont (MLRA 136).
Walhalla soils --very deep (more than 152 cm, 60 inches); have a thicker argillic horizon, 71 to 140 cm (28 to 55 inches).
GEOGRAPHIC SETTING:
MLRA(s) using this series: Southern Blue Ridge--130B
Landscape: Intermountain hills, low and intermediate mountains
Landform: Mountain slope, hillslopes, and ridges
Geomorphic Component: Mountain top, mountain flank, side slope, and interfluves
Hillslope Profile Position: Summit, shoulder, and backslope
Parent Material Origin: Felsic to mafic, igneous and high-grade metamorphic rocks, such as mica gneiss, hornblende gneiss, and amphibolite.
Parent Material Kind: Residuum that is affected by soil creep in the upper solum.
Slope: Typically 15 to 50 percent, but range from 2 to 95 percent.
Elevation: 427 to 1341 meters; (1,400 to 4,400 feet)
Frost -free period: 150 to 210 days
Mean Annual Air Temperature: 8 to 14 degrees C., (46 to 57 degrees F)
Mean Annual Precipitation: 1143 to 2286 millimeters, (45 to 90 inches)
GEOGRAPHICALLY ASSOCIATED SOILS:
In addition to the competing Brevard and Evard series, these are:
Edneytown and Pigeonroost soils --browner, on closely related landforms.
Clifton and Rabun soils have a fine particle size class, on related landforms.
Ashe Buladean Chestnut and EdneyviIle soils --do not have an argillic horizon, on related landforms.
Brownwood, Cashiers, Chandler, Fannin, Micaville, and Watauga soils --are in a micaceous family, on related landforms. In addition, Brownwood, Cashiers,
Chandler, and Micaville do not have an argillic horizon; Cashiers soils have thicker, darker surface layers, on ridges and side slopes of cool north to east aspects.
Cleveland and Saluda soils --have bedrock within a depth of 50 cm (20 inches), on related landforms.
Cullasaja Greenlee, Haywood, Saunook, Tate Thunder, Tuckasegee, and Tusquitee soils --are on colluvial benches, toe slopes, and fans. In addition, Cullasaja,
Haywood, Saunook Thunder, Tuckasegee, and Tusquitee soils have thicker, darker surface layers.
Huntdale, Plott, Porters. Trimont, and Unaka soils --with thicker, darker surface layers, on ridges and side slopes of cool north to east aspects. In addition, Plott,
Porters, and Unaka do not have an argillic horizon.
DRAINAGE AND SATURATED HYDRAULIC CONDUCTIVITY:
Drainage Class: Well drained
Internal Free Water Occurrence: Very deep
Index Surface Runoff: Very low or low runoff where forest litter has not been disturbed or only partially removed; medium to high runoff where litter has been
removed.
Saturated Hydraulic Conductivity Class: High
Permeability Class (obsolete): Moderately rapid
Shrink -swell Class: Low
Flooding Frequency and Duration: None
Ponding Frequency and Duration: None
USE AND VEGETATION:
Major Uses: Woodland, less often pasture, hayland, and rarely cultivated crops.
Dominant Vegetation: Where wooded --chestnut oak, white oak, scarlet oak, black oak, hickory with some eastern white pine, Virginia pine, and shortleaf pine.
Understory includes flowering dogwood, American chestnut sprouts, sourwood, mountain laurel, flame azalea, and buffalo nut.
DISTRIBUTION AND EXTENT:
Distribution: Southern Blue Ridge (MLRA 130-B) of North Carolina, South Carolina, Georgia, Tennessee, and Virginia.
Extent: Large --more than 100,000 acres.
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Morgantown, West Virginia
SERIES ESTABLISHED: Alexander County, North Carolina, 1988.
REMARKS: Cowee soils were previously mapped with Saluda and Evard. The Cowee Series recognizes soils that are moderately deep, 51 to 102 cm (20 to 40
inches), to weathered bedrock. Saluda soils are shallow and Evard soils are very deep.
The 1/98 revision places the Cowee series in a fine -loamy, parasesquic, mesic Typic Hapludults family. The series was formerly in a mixed mineralogy family.
CEC activity class placement is based on sample pedon S85-NC-099-003 and on similar soils such as Brevard and Evard.
Diagnostic horizons and soil characteristics recognized in this pedon are:
a. Ochric epipedon--the zone from 0 to 18 cm, 0 to 7 inches (Oi and A horizons)
b. Argillic horizon --the zone from 18 to 74 cm, 7 to 29 inches (Bt horizons)

c. Paralithic contact --the contact with weathered rock at 74 cm, 29 inches (upper boundary of the Cr horizon).
d. Parasesquic mineralogy class - total iron oxide, by weight (DCB Fe multiplied by 1.43) plus percent, by weight, gibbsite of more than 25 cm, 10 in the fine
earth fraction.
e. Series control section --the zone from 18 to 69cm, 7 to 27 inches
ADDITIONAL DATA:
Soil Characterization Data is available from the Kellogg Soil Survey Laboratory (KSSL) website for the following pedon:
http://ncsslabdatamart.sc.egov.usda.gov/querypage.aspx
Pedon ID #: 85NC099003; Lab Pedon #: 85P0634
Revised: 10/1992-MLS, AG, CD; 1/1998-DHK; 2/2002-MKC; 5/2013-Semi tab format and minor changes to Range in Characteristics, MLRA 130B.
National Cooperative Soil Survey
U.S.A.

LOCATION EVARD SC+GA NC TN VA
Established Series
MLS, MSH, BPS/ Rev. MDJ
05/2013
EVARD SERIES
TAXONOMIC CLASS: Fine -loamy, parasesquic, mesic Typic Hapludults
TYPICAL PEDON: Evard sandy loam - forested. (Colors are for moist soil unless otherwise indicated.)
A--0 to 5 cm (0 to 2 inches); very dark grayish brown (1 OYR 3/2) sandy loam, weak fine granular structure; very friable; nonsticky, nonplastic; many fine and few
medium roots; strongly acid; abrupt smooth boundary. (5 to 18 cm thick; 2 to 7 inches).
E--5 to 13 cm (2 to 5 inches); brown (I OYR 5/3) fine sandy loam; weak fine granular structure; very friable, nonsticky, nonplastic; many fine and few medium
roots; very strongly acid; abrupt smooth boundary. (0 to 15 cm thick; 0 to 6 inches)
Bt1--13 to 23 cm (5 to 9 inches); strong brown (7.5YR 518) fine sandy loam; weak fine subangular blocky structure; friable, slightly sticky, slightly plastic; many
fine and few medium roots; few distinct clay films on faces of some peds; very strongly acid; clear wavy boundary.
Bt2--23 to 58 cm (9 to 29 inches); red (2.5YR 518) sandy clay loam; moderate medium subangular blocky structure; friable, slightly sticky, slightly plastic;
common fine and few medium roots; few distinct clay films on faces of peds; strongly acid; gradual wavy boundary. (Combined thickness of the Bt horizon is 30
to 71 cm; 12 to 28 inches.)
BC--58 to 94 cm (29 to 37 inches); red (2.5YR 518) very fine sandy loam; weak medium subangular blocky structure; triable, slightly sticky, slightly plastic; few
fine roots; few gravels of quartz at top of horizon; strongly acid; gradual wavy boundary. (0 to 43 cm; 0 to 17 inches)
Cl-- 94 to 124 cm (37 to 49 inches); yellowish red (5YR 4/6) saprolite that has a texture of very fine sandy loam; massive; very friable, few fine roots; common
very fine flakes of mica; strongly acid; clear smooth boundary.
C2--124 to 180 cm (49 to 72 inches); reddish brown (5YR 5/4) saprolite that has a texture of loamy fine sand; common coarse distinct yellowish red (5YR 518)
and few medium prominent black (5YR 2.5/1) mottles; massive; very friable; few fine roots; common very fine flakes of mica; very strongly acid.
TYPE LOCATION:
County: Oconee
State: South Carolina
USGS Topographic Quadrangle: Whetstone, SC
Latitude: 34.7705176 N (NAD 27)
Longitude: 83.1575274 W (NAD 27)
Directions to the pedon: 3.5 miles south of Stumphouse Ranger Station and 5.2 miles southeast of Whetstone; from junction of Stumphouse Road (South Carolina
Secondary Road 290) and Rich Mountain Road (USES 744) go 3.0 miles generally south on Rich Mountain Road, then at 320 degrees north from center of road
go 425 feet, at an elevation of 1630 feet.
RANGE IN CHARACTERISTICS:
Solum Thickness: 51 to 102 cm (20 to 40 inches)
Depth to Bedrock: Greater than 152 cm (60 inches) to weathered bedrock
Depth Class: Very Deep
Rock Fragment content: 0 to 35 percent, by volume, but typically is less than 20 percent throughout the profile
Soil Reaction: Extremely acid to moderately acid in the A and E horizons, except where limed; very strongly acid or strongly acid in the B and C horizons.
Content of Mica: 0 to 20 percent by volume mica flakes throughout
Range of Individual Horizons:
A or Ap horizon (if it occurs):
Color --hue of 5YR to 10YR, value of 3 to 5, and chroma of 2 to 8. Where value and chroma are 3 or less, this horizon is less than 18 cm (7 inches) thick.
Texture (fine -earth fraction) --loam, fine sandy loam, or sandy loam.
Other features --Some eroded pedons have a surface layer that is sandy clay loam or clay loam, and a hue of 2.5YR or 5YR.
E horizon (if it occurs):
Color --hue of 5YR to IOYR, value of 4 to 6, chroma of 3 to 8.
Texture (fine -earth fraction) --sandy loam, or fine sandy loam.
AB, BA or BE horizon (if they occur):
Color --hue of 2.5YR to 1 OYR, value of 4 to 8, and chroma of 4 to 8
Texture (fine -earth fraction) --loam, sandy loam, fine sandy loam, or sandy clay loam
Bt horizon:
Color --hue of 2.5YR or 5YR, value of 4 to 6, and chroma of 4 to 8.
Texture (fine -earth fraction) --sandy clay loam, loam, or clay loam.
BC horizon (if it occurs):
Color --hue of 2.5YR to 7.5YR, value of 4 to 6, and chroma of 4 or 8.

'texture (fine -earth fraction) --sandy loam, fine sandy loam, very fine sandy loam, loam, or sandy clay loam. Non-redoximorphic mottles (if they occur) --shades of
red, brown, or yellow are in some pedons.
C horizon:
Color --hue of 2.5YR to 1 OYR, value of 4 to 6, and chroma of 4 to 8
'texture (fine -earth fraction) --sandy loam, fine sandy loam, very fine sandy loam, loam, loamy fine sand, or loamy sand saprolite.
Non-redoximorphic mottles (if they occur) --are in shades of red, brown, or yellow. Gray or black mottles of relic rock material are in some pedons.
COMPETING SERIES:
Brevard soils --formed on colluvial or old alluvial landforms positions
Cowee soils --have a paralithic contact with weathered bedrock at 51 to 102 cm, (20 to 40 inches).
Stott Knob soils --adjoining mesic areas of the Southern Piedmont (MLRA 136); have a paralithic contact with weathered bedrock at 51 to 102 cm, (20 to 40
inches).
Walhalla soils --have a thicker argillic horizon, 71 to 140 cm (28 to 55 inches).
GEOGRAPHIC SETTING:
MLRA(s) using this series: Southern Blue Ridge--130B
Landscape: Intermountain hills, low and intermediate mountains
Landform: Mountain slope, hillslopes, and ridges
Geomorphic Component: Mountain top, mountain flank, side slope, and interfluves
Hillslope Profile Position: Summit, shoulders, and backslopes
Parent Material Origin: Felsic to mafic, igneous and high-grade metamorphic rocks, such as mica gneiss, hornblende gneiss, and amphibolite.
Parent Material Kind: Residuum that is affected by soil creep in the upper solum.
Slope: 'typically 15 to 50 percent, but range from 2 to 95 percent.
Elevation: 427 to 1341 meters; (1,400 to 4,400 feet)
Frost -free period: 150 to 210 days
Mean Annual Air Temperature: 8 to 14 degrees C, (46 to 57 degrees F)
Mean Annual Precipitation: 1143 to 2286 millimeters, (45 to 90 inches)
GEOGRAPHICALLY ASSOCIATED SOILS:
In addition to the competing Brevard, Cowee and Walhalla series, these are:
Edneytown and Pigeonroost soils which are browner and on closely related landforms. In addition, Pigeonroost is moderately deep to weathered bedrock.
Clifton and Rabun soils have a fine particle size class, on related landforms.
Awhe Buladean Chestnut and Edneyville soils do not have an argillic horizon on related landforms.
Brownwood, Cashiers, Chandler, Fannin, Micaville, and Watauga soils --are in a micaceous family on related landforms. In addition Cashiers soils have thicker,
darker surface layers, on ridges and side slopes of cool north to east aspects and Brownwood, Cashiers, Chandler, and Micaville soils do not have an argillic
horizon.
Cleveland and Saluda soils --have bedrock within a depth of 20 inches on related landforms.
Cullasaja Greenlee, Haywood, Saunook, Tate Thunder, Tuckasegee, and Tusquitee soils --are on colluvial benches, toe slopes, and fans. In addition, Cullasaja,
Haywood, Saunook, Thunder, Tuckasegee, and Tusquitee soils have thicker, darker surface layers.
Huntdale, Plott Porters Trimont, and Unaka soils --with thicker, darker surface layers, on ridges and side slopes of cool north to east aspects. In addition, Plott,
Porters, and Unaka do not have an argillic horizon.
DRAINAGE AND SATURATED HYDRAULIC CONDUCTIVITY:
Drainage Class: Well drained
Internal Free Water Occurrence: Very deep
Index Surface Runoff: Very low or low runoff where forest litter has not been disturbed or only partially removed; medium to high runoff where litter has been
removed.
Saturated Hydraulic Conductivity Class: High
Permeability Class (obsolete): Moderately rapid
Shrink -swell Class: Low
Flooding Frequency and Duration: None
Ponding Frequency and Duration: None
USE AND VEGETATION:
Major Uses: Woodland, less often pasture, hayland, and rarely cultivated crops.
Dominant Vegetation: Where wooded --chestnut oak, white oak, scarlet oak, black oak, and hickory with some eastern white pine, Virginia pine, and shortleaf
pine. Understory includes flowering dogwood, American chestnut sprouts, sourwood, mountain laurel, flame azalea, black locust, greenbrier, and buffalo nut.
DISTRIBUTION AND EXTENT:
Distribution: Southern Blue Ridge (MLRA 130B) of South Carolina, North Carolina, Tennessee, Georgia, and Virginia.
Extent: Large --more than 100,000 acres.
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Morgantown, West Virginia
SERIES ESTABLISHED: Greenville County, South Carolina, 1972
REMARKS: The 1/98 revision places Evard series in a parasesquic mineralogy family. Evard soils were formerly in an oxidic mineralogy.
Diagnostic horizons and features recognized in this pedon are:
a. Ochric epipedon--the zone from 0 to 13 cm, 0 to 5 inches (A and E horizons)
b. Argillic horizon --the zone from 13 to 58 cm, 5 to 29 inches (Bt horizons)c. Parasesquic mineralogy class - total iron oxide, by weight (DCB Fe multiplied by
1.43) plus percent, by weight, gibbsite of more than 10 in the fine -earth fraction.
d. Series control section --the zone from 10 to 64 cm, 5 to 25 inches.
ADDITIONAL DATA:
Soil Characterization Data is available from the Kellogg Soil Survey Laboratory (KSSL) website

http://ncsslabdatamart.sc.egov.usda.gov/querypage.aspx
Revised: 11/1992-ECH, DJD; 9/1996-13PS, DHK; 1/1998-DHK; 2/2002-MKC; 5/2013-Semi tab format and minor changes to Range in Characteristics- MLRA-
130B.
National Cooperative Soil Survey
U.S.A.

LRM: Attachment E
•
7621 Whitepine Road, Richmond, VA 23237
Waypoint Main 804-743-9401 ° Fax [phone]
ANALYTICAL "Every acre... Every year®' www•waypointanalytical.com
Client
Land Resource Management
PO Box 9251
Asheville NC 28815
Lab No: 01520
Grower:
Mulberry Farms
Madison, NC
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Sample ID: 1
SOIL ANALYSIS
23-104-0687
05888
04/17/2023
04/14/2023
Wow.
Test
Method
Results
SOIL TEST RATINGS
Calculated Cation
Exchange Capacity
w
Low
Medium
Optimum
Soil pH
1:1
5.2
I I
4.0 meq/100g
Buffer pH
SMP
6.79
%Saturation
Phosphorus (P)
M3
6 ppm
% sat meq
K 6.9 0.3
Ca 32.3 1.3
Mg 25.6 1.0
H 35.0 1.4
Na 0.8 0
Potassium (K)
M3
107 ppm
Calcium (Ca)
M3
258 ppm
Magnesium (Mg)
M3
123 ppm
Sulfur (S)
M3
16 ppm
Boron (B)
M3
0.2 ppm
Copper (Cu)
M3
0.4 ppm
Iron (Fe)
M3
142 ppm
K/Mg Ratio: 0.26 ❑
Manganese (Mn)
M3
76 ppm
Ca/Mg Ratio: 1.26 ❑
Zinc (Zn)
M3
2.5 ppm
Sodium (Na)
M3
7 ppm
Soluble Salts
Organic Matter
LOI
4.5%
Estimated N Release
134 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Trees -Evergreen Yield Goal : 0 Rec Units: LB/ACRE
(Ibs) LIME (tons)
N
P20,
K 20
Mg
S
B
Cu
I Mn
Zn
Fe
2000 1
100
110
49
0
13
1.0
0.2
1 0
0.8
0
Crop : Rec Units:
Comments :
Trees -Evergreen
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Waypointo
ANALYTICAL
Client
Land Resource Management
PO Box 9251
Asheville NC 28815
7621 Whitepine Road, Richmond, VA 23237
Main 804-743-9401 ° Fax [phone]
"Every acre... Every year®' www•waypointanalytical.com
Grower:
Mulberry Farms
Madison, NC
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Lab No: 01520 Field: Sample ID: 1
SOIL ANALYSIS
23-104-0687
05888
04/17/2023
04/14/2023
2of8
Limestone application is targeted to bring soil pH to 6.2.
Broadcast boron using Borax and mix into the soil to raise boron level. Note boron should not be applied in the band
near the plant.
Broadcast copper using copper sulfate and mix into the soil to raise copper level. Copper may be applied more
efficiently in the band near the plant.
All recommended fertilizers are on actual elemental basis. To convert to product basis, divide the recommended
quantity in the first page by the percentage of the active ingredient then multiply by 100.
For best result, if there are no existing plants, broadcast all lime then till and mix 6 inches into the soil. Limit the lime
application to 50 pounds per 1000 sq. ft. for existing plants, apply every 4-6 months until the recommended amount is
fulfilled.
Phosphate is more efficient if applied near the plant, apply all phosphate beside the row. Broadcast N and/or K20 then
mix into the soil. If there is no fertilizer meets the ratio, you can use single element fertilizer such as Urea, Triplesuper
Phosphate and Muriate of Potash to achieve the requirements. Consult the enclosed instruction sheet on lime and fertilizer
application.
Use Ammonium Sulfate as N source to supply sulfur.
Broadcast zinc sulfate and mix into the soil to raise zinc level. Zinc may be applied more efficiently in the band near the
plant.
Apply the amount of lime recommended in first page to raise pH
For transplants incorporate 60# actual N per acre prior to planting or 60# actual N per acre two weeks after planting.
*** after the second year apply 30# actual N in spring and 30# actual N per tree in fall until harvest.
Use calcitic limestone to correct the pH.
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

0
7621 Whitepine Road, Richmond, VA 23237
Waypoint Main 804-743-9401 ° Fax [phone]
ANALYTICAL "Every acre... Every year®' www•waypointanalytical.com
Client
Land Resource Management
PO Box 9251
Asheville NC 28815
Lab No: 01522
Grower:
Mulberry Farms
Madison, NC
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Sample ID: 2
SOIL ANALYSIS
23-104-0687
05888
04/17/2023
04/14/2023
3of8
Test
Method
Results
SOIL TEST RATINGS
Calculated Cation
Exchange Capacity
w
Low
Medium
Optimum
Soil pH
1:1
6.0
I I
-
5.7 meq/100g
Buffer pH
SMP
6.84
%Saturation
Phosphorus (P)
M3
3 ppm
% sat meq
K 8.3 0.5
Ca 44.7 2.6
Mg 30.1 1.7
H 15.8 0.9
Na 0.8 0
Potassium (K)
M3
184 ppm
Calcium (Ca)
M3
510 ppm
Magnesium (Mg)
M3
206 ppm
Sulfur (S)
M3
11 ppm
Boron (B)
M3
0.5 ppm
Copper (Cu)
M3
0.3 ppm
Iron (Fe)
M3
126 ppm
K/Mg Ratio: 0.27 ❑
Manganese (Mn)
M3
41 ppm
Ca/Mg Ratio: 1.49 ❑
Zinc (Zn)
M3
1.5 ppm
Sodium (Na)
M3
10 ppm
Soluble Salts
Organic Matter
LOI
5.1 %
Estimated N Release
144 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Trees -Evergreen Yield Goal : 0 Rec Units: LB/ACRE
(Ibs) LIME (tons)
N
P205
K 20
Mg
S
B
Cu
I Mn
Zn
Fe
1500 0.8
100
110
0
0
18
0.5
0.5
1 0
1.3
0
Crop : Rec Units:
Comments :
Trees -Evergreen
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Waypointo
ANALYTICAL
Client
Land Resource Management
PO Box 9251
Asheville NC 28815
7621 Whitepine Road, Richmond, VA 23237
Main 804-743-9401 ° Fax [phone]
"Every acre... Every year®' www•waypointanalytical.com
Grower:
Mulberry Farms
Madison, NC
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Lab No: 01522 Field: Sample ID: 2
SOIL ANALYSIS
23-104-0687
05888
04/17/2023
04/14/2023
4of8
Limestone application is targeted to bring soil pH to 6.2.
Broadcast boron using Borax and mix into the soil to raise boron level. Note boron should not be applied in the band
near the plant.
Broadcast copper using copper sulfate and mix into the soil to raise copper level. Copper may be applied more
efficiently in the band near the plant.
All recommended fertilizers are on actual elemental basis. To convert to product basis, divide the recommended
quantity in the first page by the percentage of the active ingredient then multiply by 100.
For best result, if there are no existing plants, broadcast all lime then till and mix 6 inches into the soil. Limit the lime
application to 50 pounds per 1000 sq. ft. for existing plants, apply every 4-6 months until the recommended amount is
fulfilled.
Phosphate is more efficient if applied near the plant, apply all phosphate beside the row. Broadcast N and/or K20 then
mix into the soil. If there is no fertilizer meets the ratio, you can use single element fertilizer such as Urea, Triplesuper
Phosphate and Muriate of Potash to achieve the requirements. Consult the enclosed instruction sheet on lime and fertilizer
application.
Use Ammonium Sulfate as N source to supply sulfur.
Broadcast zinc sulfate and mix into the soil to raise zinc level. Zinc may be applied more efficiently in the band near the
plant.
Apply the amount of lime recommended in first page to raise pH
For transplants incorporate 60# actual N per acre prior to planting or 60# actual N per acre two weeks after planting.
*** after the second year apply 30# actual N in spring and 30# actual N per tree in fall until harvest.
Use calcitic limestone to correct the pH.
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

0
7621 Whitepine Road, Richmond, VA 23237
Waypoint Main 804-743-9401 ° Fax [phone]
ANALYTICAL "Every acre... Every year®' www•waypointanalytical.com
Client
Land Resource Management
PO Box 9251
Asheville NC 28815
Lab No: 01523
Grower:
Mulberry Farms
Madison, NC
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Sample ID: 3
SOIL ANALYSIS
23-104-0687
05888
04/17/2023
04/14/2023
5of8
Test
Method
Results
SOIL TEST RATINGS
Calculated Cation
Exchange Capacity
w
Low
Medium
Optimum
Soil pH
1:1
5.0
I I
-
-
4.4 meq/100g
Buffer pH
SMP
6.75
%Saturation
Phosphorus (P)
M3
5 ppm
% sat meq
K 5.9 0.3
Ca 36.1 1.6
Mg 16.9 0.7
H 40.9 1.8
Na 0.8 0
Potassium (K)
M3
101 ppm
Calcium (Ca)
M3
318 ppm
Magnesium (Mg)
M3
89 ppm
Sulfur (S)
M3
7 ppm
Boron (B)
M3
0.5 ppm
Copper (Cu)
M3
0.3 ppm
Iron (Fe)
M3
113 ppm
K/Mg Ratio: 0.34 ■
Manganese (Mn)
M3
57 ppm
r
Ca/Mg Ratio: 2.14 ❑
Zinc (Zn)
M3
2.0 ppm
Sodium (Na)
M3
8 ppm
Soluble Salts
Organic Matter
LOI
8.1 %
Estimated N Release
150 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Trees -Evergreen Yield Goal : 0 Rec Units: LB/ACRE
(Ibs) LIME (tons)
N
P20,
K 20
Mg
S
B
Cu
I Mn
Zn
Fe
6000 3
100
110
68
0
22
0.5
0.5
1 0
1.0
0
Crop : Rec Units:
Comments :
Trees -Evergreen
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Waypointo
ANALYTICAL
Client
Land Resource Management
PO Box 9251
Asheville NC 28815
7621 Whitepine Road, Richmond, VA 23237
Main 804-743-9401 ° Fax [phone]
"Every acre... Every year®' www•waypointanalytical.com
Grower:
Mulberry Farms
Madison, NC
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Lab No: 01523 Field: Sample ID: 3
SOIL ANALYSIS
23-104-0687
05888
04/17/2023
04/14/2023
6of8
Limestone application is targeted to bring soil pH to 6.2.
Broadcast boron using Borax and mix into the soil to raise boron level. Note boron should not be applied in the band
near the plant.
Broadcast copper using copper sulfate and mix into the soil to raise copper level. Copper may be applied more
efficiently in the band near the plant.
All recommended fertilizers are on actual elemental basis. To convert to product basis, divide the recommended
quantity in the first page by the percentage of the active ingredient then multiply by 100.
For best result, if there are no existing plants, broadcast all lime then till and mix 6 inches into the soil. Limit the lime
application to 50 pounds per 1000 sq. ft. for existing plants, apply every 4-6 months until the recommended amount is
fulfilled.
Phosphate is more efficient if applied near the plant, apply all phosphate beside the row. Broadcast N and/or K20 then
mix into the soil. If there is no fertilizer meets the ratio, you can use single element fertilizer such as Urea, Triplesuper
Phosphate and Muriate of Potash to achieve the requirements. Consult the enclosed instruction sheet on lime and fertilizer
application.
Use Ammonium Sulfate as N source to supply sulfur.
Broadcast zinc sulfate and mix into the soil to raise zinc level. Zinc may be applied more efficiently in the band near the
plant.
Apply the amount of lime recommended in first page to raise pH
For transplants incorporate 60# actual N per acre prior to planting or 60# actual N per acre two weeks after planting.
*** after the second year apply 30# actual N in spring and 30# actual N per tree in fall until harvest.
Use calcitic limestone to correct the pH.
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

0
7621 Whitepine Road, Richmond, VA 23237
Waypoint Main 804-743-9401 ° Fax [phone]
ANALYTICAL "Every acre... Every year®' www•waypointanalytical.com
Client
Land Resource Management
PO Box 9251
Asheville NC 28815
Lab No: 01524
Grower:
Mulberry Farms
Madison, NC
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Sample ID: 4
SOIL ANALYSIS
23-104-0687
05888
04/17/2023
04/14/2023
7of8
Test
Method
Results
SOIL TEST RATINGS
Calculated Cation
Exchange Capacity
w
Low
Medium
Optimum
Soil pH
1:1
4.9
I
3.7 meq/100g
Buffer pH
SMP
6.77
%Saturation
Phosphorus (P)
M3
5 ppm
% sat meq
K 6.0 0.2
Ca 33.9 1.3
Mg 14.6 0.5
H 43.2 1.6
Na 0.8 0
Potassium (K)
M3
87 ppm
Calcium (Ca)
M3
251 ppm
Magnesium (Mg)
M3
65 ppm
Sulfur (S)
M3
10 ppm
Boron (B)
M3
0.2 ppm
Copper (Cu)
M3
0.4 ppm
Iron (Fe)
M3
118 ppm
K/Mg Ratio: 0.41 ❑
Manganese (Mn)
M3
44 ppm
Ca/Mg Ratio: 2.32 ❑
Zinc (Zn)
M3
1.3 ppm
Sodium (Na)
M3
7 ppm
Soluble Salts
Organic Matter
LOI
6.3%
Estimated N Release
150 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Trees -Evergreen Yield Goal : 0 Rec Units: LB/ACRE
(Ibs) LIME (tons)
N
P20,
K 20
Mg
S
B
Cu
I Mn
Zn
Fe
3000 1.5
100
110
94
0
19
1.0
0.2
1 0
1.4
0
Crop : Rec Units:
Comments :
Trees -Evergreen
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Waypointo
ANALYTICAL
Client
Land Resource Management
PO Box 9251
Asheville NC 28815
7621 Whitepine Road, Richmond, VA 23237
Main 804-743-9401 ° Fax [phone]
"Every acre... Every year®' www•waypointanalytical.com
Grower:
Mulberry Farms
Madison, NC
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Lab No: 01524 Field: Sample ID: 4
SOIL ANALYSIS
23-104-0687
05888
04/17/2023
04/14/2023
Limestone application is targeted to bring soil pH to 6.2.
Apply dolomitic lime to raise pH and improve the magnesium level.
Broadcast boron using Borax and mix into the soil to raise boron level. Note boron should not be applied in the band
near the plant.
Broadcast copper using copper sulfate and mix into the soil to raise copper level. Copper may be applied more
efficiently in the band near the plant.
All recommended fertilizers are on actual elemental basis. To convert to product basis, divide the recommended
quantity in the first page by the percentage of the active ingredient then multiply by 100.
For best result, if there are no existing plants, broadcast all lime then till and mix 6 inches into the soil. Limit the lime
application to 50 pounds per 1000 sq. ft. for existing plants, apply every 4-6 months until the recommended amount is
fulfilled.
Phosphate is more efficient if applied near the plant, apply all phosphate beside the row. Broadcast N and/or K20 then
mix into the soil. If there is no fertilizer meets the ratio, you can use single element fertilizer such as Urea, Triplesuper
Phosphate and Muriate of Potash to achieve the requirements. Consult the enclosed instruction sheet on lime and fertilizer
application.
Use Ammonium Sulfate as N source to supply sulfur.
Broadcast zinc sulfate and mix into the soil to raise zinc level. Zinc may be applied more efficiently in the band near the
plant.
Apply the amount of lime recommended in first page to raise pH
For transplants incorporate 60# actual N per acre prior to planting or 60# actual N per acre two weeks after planting.
*** after the second year apply 30# actual N in spring and 30# actual N per tree in fall until harvest.
Use dolomitic limestone to correct the pH.
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Appendix F
Agronomist Evaluation

z 1� �
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
I •
AP
AOr
ti
QRC acs
t J>:FFM D. VAIi6 AN + i
% �� COMFIED PROF15SIONAL ► n�`' ►
AGROIIOMISTAI T1FIED
Agronomist Evaluation
For
Mulberry Farm — Madison LLC
Submitted by
Jeff Vaughan, CPAg/SSSc/CCA #18251
Agri -Waste Technology, Inc. (AWT)
The following crop system is for a surface irrigation system serving Mulberry Farm —
Madison LLC located in Madison 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 types within the proposed irrigation area are
Evard/Cowee complex and Clifton.
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
(23 mg/1) in the treated effluent, the available nitrogen concentration is 4.8 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 100 lbs N/ac. The amount of N contained in the
treated effluent will supply approximately 72.4 lbs N/ac/yr based on the effluent N
concentration and the proposed hydraulic loading rate.
The soil test report (Attachment B) indicates the phosphorous (P) requirement for a mixed
hardwood stand. The P requirement is 48.0 lbs P/ac. The amount of P contained in the
treated effluent will supply approximately 27.4 lbs P/ac/yr based on the effluent P
concentration and the proposed hydraulic loading rate.

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

4-1
W
Existing Well (to Be
Abandonded)
0
E
U)
49 V °
EVARD I z N
0
Cn c
VARD
EVARD/COWEE m
SON I Unsuitable C
Topography
®
Complex c
0
0 45 z r
..
COWEE O 3
(n
44
MAP KEY
\ Q K-SAT w E
\ CL FTON '
C
0
EVARD L L L L LU)
E
# Soil Test Pit Locations o
UnsuitableLLPLL o
Topography LU
I z
LLB `v
Soil borings
LLB
Unsuitable 0 O KSat Compact Constant Head Soil Permeameter Test Locations
CLIFTON
Topography CLIFTON/ OA
CLIFTON CLIFT N O Deep Deep Borings/ Deep Pit Test Locations
2 VARIANT boring
/ CLIFTON VARIENT Complex /pits
51
CLIFTON L
p LLLL Unsuitable Disposal Area
Q / LLLL
Q K-SAT
0
CLIFTON VARIENT Wastewater Setbacks
CLIFTON COWEE
® CLIFTON Soil Map Unit Boundary
9 CLIFTON VARIANT
� o ���� ��� 0
Complex ^� ��
co
CLIFTON ^CLIFTON/
IFTON �� ti CLIFTON � U Q 0
CLIFTON RIENT VARIANT Complex W Exisitng Well (to Be
© Abandonded) T = 3 = Y
CLIFTON o Q o Q v
VARIENT
U
co
�s �z Ln
DO
C ^ J w tp rO O
Cje % �� o W N N (_0 U
28 S N 0 °'z
Q z
EVARD �� X �
4 977 5 �17 �d� Q o w N C
CLIFTON Approximate TotaI Acrea e oS,�w 0- Ld 00�
EVARD Marginal Pit r 0 �e'4
�,� ' U =❑ � Avaliable for WasteWater33 Not Recommended (Ja � � O C�
EVARD Q K-SAT 2 For Irrigation e C 1�
EVARD EVARD from • • 0
30 Unsuitable Irrigation 12.19 Acres U)
w
EVARD Topography 3 Q
EVARD EVARD/COWEE CLIFTON z
Complex IFTON/ J
WITh R, E ® CLIFTON
EVARD 31 VARIANT
\ EVARD 25 \ 16 EVAR
\ K-SAT 1
EVARD EVARD COWEE Unsuitable Comple9 2 CLIF N CAM z
❑ Az4� x®P,�,J
EVARD Topography CLIFTON EE Pa9„e J
O
J Q
EVARD/COWEE z
Complex 7❑ O O
O K-S� EVARD C/) O
EVARD39Q KQ
QsAT cL2 oN 14 EVARD/COWEE
N 24 18 CLIFTON N
8 CLIFTON/ FTON/ CLIFTON COWEE CLIFTON/ FTON/ Complex Q w
35 EVARD/COWEE CLIFTON EVARD � — EVARD C
rn CLIFTON CLIFTON ® '^ G
Complex , VARIANT VARIANT -- COWEE W 2 CO
Complex Complex g ~ Q O Cn
36 / p AT ❑ Q � —
COWEE 40 Q K-SAT 0 O K S 11 EVARD co
COWEE CLIFTON Varient 23 9 EVARD
12 EVARD W W
CLIFTON CLIFTON CLI�FTON QCeep LIFbo . its }
Comdex bDeep boring /pits EVARD/COWEE g❑
Q w z U
LARGE w ' Setback —� Complex EVARD 0 100 _� 200 300 � m �
J O J
KITE OA 25 22 (�
00'00" E CLIFTON O O
-�-37.62' U)
`hESTNUT ON TOP OF K0
NOB A D D' o 0
13 � rwr^^
CLIFTON vJ
W -- Exisitng Well (to Be LU
z
25' Setback Abandonded �� � � �
o J
z �
U
Area With U)� N Z
Complex a) (�
Topo/ Gulles o 0
� N 0

Attachment B:
Soil Test Report

Waypointo
ANALYTICAL
Client :
Land Resource Management
PO Box 9251
Asheville NC 28815
Lab No: 01520
7621 Whitepine Road, Richmond, VA 23237
Main 804-743-9401 ° Fax [phone]
"Every acre... Every year®' www.waypointanalytical.com
Grower :
Mulberry Farms
Madison, NC
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Sample ID: 1
SOIL ANALYSIS
23-104-060
05888
04/17/2023
04/14/2023
1 of 8
Test
Method
Results
SOIL TEST RATINGS
Calculated Cation
Exchange Capacity
w
Low
Medium
Optimum
Soil pH
1:1
5.2
I I
—1
4.0 meq/100g
Buffer pH
SMP
6.79
%Saturation
Phosphorus (P)
M3
6 ppm
% sat meq
K 6.9 0.3
Ca 32.3 1.3
Mg 25.6 1.0
H 35.0 1.4
Na 0.8 0
Potassium (K)
M3
107 ppm
Calcium (Ca)
M3
258 ppm
Magnesium (Mg)
M3
123 ppm
Sulfur (S)
M3
16 ppm
Boron (B)
M3
0.2 ppm
Copper (Cu)
M3
0.4 ppm
Iron (Fe)
M3
142 ppm
K/Mg Ratio: 0.26 ❑
Manganese (Mn)
M3
76 ppm
Ca/Mg Ratio: 1.26 ❑
Zinc (Zn)
M3
2.5 ppm
Sodium (Na)
M3
7 ppm
Soluble Salts
Organic Matter
LOI
4.5%
Estimated N Release
134 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Trees -Evergreen Yield Goal : 0 Rec Units: LB/ACRE
(Ibs) LIME (tons)
N
P20,
K20
Mg
S
B
Cu
I Mn
Zn
Fe
2000 1
100
110
49
0
13
1.0
0.2
1 0
0.8
0
Crop : Rec Units:
Comments :
Trees -Evergreen
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Waypointo
ANALYTICAL
Client :
Land Resource Management
PO Box 9251
Asheville NC 28815
Lab No: 01520
7621 Whitepine Road, Richmond, VA 23237
Main 804-743-9401 ° Fax [phone]
"Every acre... Every year®' www.waypointanalytical.com
Grower :
Mulberry Farms
Madison, NC
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Sample ID: 1
SOIL ANALYSIS
23-104-060
05888
04/17/2023
04/14/2023
2of8
Limestone application is targeted to bring soil pH to 6.2.
Broadcast boron using Borax and mix into the soil to raise boron level. Note boron should not be applied in the band
near the plant.
Broadcast copper using copper sulfate and mix into the soil to raise copper level. Copper may be applied more
efficiently in the band near the plant.
• All recommended fertilizers are on actual elemental basis. To convert to product basis, divide the recommended
quantity in the first page by the percentage of the active ingredient then multiply by 100.
For best result, if there are no existing plants, broadcast all lime then till and mix 6 inches into the soil. Limit the lime
application to 50 pounds per 1000 sq. ft. for existing plants, apply every 4-6 months until the recommended amount is
fulfilled.
Phosphate is more efficient if applied near the plant, apply all phosphate beside the row. Broadcast N and/or K20 then
mix into the soil. If there is no fertilizer meets the ratio, you can use single element fertilizer such as Urea, Triplesuper
Phosphate and Muriate of Potash to achieve the requirements. Consult the enclosed instruction sheet on lime and fertilizer
application.
Use Ammonium Sulfate as N source to supply sulfur.
Broadcast zinc sulfate and mix into the soil to raise zinc level. Zinc may be applied more efficiently in the band near the
plant.
Apply the amount of lime recommended in first page to raise pH
For transplants incorporate 60# actual N per acre prior to planting or 60# actual N per acre two weeks after planting.
"' after the second year apply 30# actual N in spring and 30# actual N per tree in fall until harvest.
Use calcitic limestone to correct the pH.
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Waypointo
ANALYTICAL
Client :
Land Resource Management
PO Box 9251
Asheville NC 28815
Lab No: 01522
7621 Whitepine Road, Richmond, VA 23237
Main 804-743-9401 ° Fax [phone]
"Every acre... Every year®' www.waypointanalytical.com
Grower :
Mulberry Farms
Madison, NC
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Sample ID: 2
SOIL ANALYSIS
23-104-0687
05888
04/17/2023
04/14/2023
3of8
Test
Method
Results
SOIL TEST RATINGS
Calculated Cation
Exchange Capacity
w
Low
Medium
Optimum
Soil pH
1:1
6.0
I I
-
5.7 meq/100g
Buffer pH
SMP
6.84
%Saturation
Phosphorus (P)
M3
3 ppm
% sat meq
K 8.3 0.5
Ca 44.7 2.6
Mg 30.1 1.7
H 15.8 0.9
Na 0.8 0
Potassium (K)
M3
184 ppm
Calcium (Ca)
M3
510 ppm
Magnesium (Mg)
M3
206 ppm
Sulfur (S)
M3
11 ppm
Boron (B)
M3
0.5 ppm
Copper (Cu)
M3
0.3 ppm
Iron (Fe)
M3
126 ppm
K/Mg Ratio: 0.27 ❑
Manganese (Mn)
M3
41 ppm
Ca/Mg Ratio: 1.49 ❑
Zinc (Zn)
M3
1.5 ppm
Sodium (Na)
M3
10 ppm
Soluble Salts
Organic Matter
LOI
5.1 %
Estimated N Release
144 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Trees -Evergreen Yield Goal : 0 Rec Units: LB/ACRE
(Ibs) LIME (tons)
N
P205
K20
Mg
S
B
Cu
I Mn
Zn
Fe
1500 0.8
100
110
0
0
18
0.5
0.5
1 0
1.3
0
Crop : Rec Units:
Comments :
Trees -Evergreen
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Waypointo
ANALYTICAL
Client :
Land Resource Management
PO Box 9251
Asheville NC 28815
Lab No: 01522
7621 Whitepine Road, Richmond, VA 23237
Main 804-743-9401 ° Fax [phone]
"Every acre... Every year®' www.waypointanalytical.com
Grower :
Mulberry Farms
Madison, NC
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Sample ID: 2
SOIL ANALYSIS
23-104-060
05888
04/17/2023
04/14/2023
4of8
Limestone application is targeted to bring soil pH to 6.2.
Broadcast boron using Borax and mix into the soil to raise boron level. Note boron should not be applied in the band
near the plant.
Broadcast copper using copper sulfate and mix into the soil to raise copper level. Copper may be applied more
efficiently in the band near the plant.
• All recommended fertilizers are on actual elemental basis. To convert to product basis, divide the recommended
quantity in the first page by the percentage of the active ingredient then multiply by 100.
For best result, if there are no existing plants, broadcast all lime then till and mix 6 inches into the soil. Limit the lime
application to 50 pounds per 1000 sq. ft. for existing plants, apply every 4-6 months until the recommended amount is
fulfilled.
Phosphate is more efficient if applied near the plant, apply all phosphate beside the row. Broadcast N and/or K20 then
mix into the soil. If there is no fertilizer meets the ratio, you can use single element fertilizer such as Urea, Triplesuper
Phosphate and Muriate of Potash to achieve the requirements. Consult the enclosed instruction sheet on lime and fertilizer
application.
Use Ammonium Sulfate as N source to supply sulfur.
Broadcast zinc sulfate and mix into the soil to raise zinc level. Zinc may be applied more efficiently in the band near the
plant.
Apply the amount of lime recommended in first page to raise pH
For transplants incorporate 60# actual N per acre prior to planting or 60# actual N per acre two weeks after planting.
"' after the second year apply 30# actual N in spring and 30# actual N per tree in fall until harvest.
Use calcitic limestone to correct the pH.
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Waypointo
ANALYTICAL
Client :
Land Resource Management
PO Box 9251
Asheville NC 28815
Lab No: 01523
7621 Whitepine Road, Richmond, VA 23237
Main 804-743-9401 ° Fax [phone]
"Every acre... Every year®' www.waypointanalytical.com
Grower :
Mulberry Farms
Madison, NC
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Sample ID: 3
SOIL ANALYSIS
23-104-060
05888
04/17/2023
04/14/2023
5of8
Test
Method
Results
SOIL TEST RATINGS
Calculated Cation
Exchange Capacity
w
Low
Medium
Optimum
Soil pH
1:1
5.0
I I
-
-
4.4 meq/100g
Buffer pH
SMP
6.75
%Saturation
Phosphorus (P)
M3
5 ppm
% sat meq
K 5.9 0.3
Ca 36.1 1.6
Mg 16.9 0.7
H 40.9 1.8
Na 0.8 0
Potassium (K)
M3
101 ppm
Calcium (Ca)
M3
318 ppm
Magnesium (Mg)
M3
89 ppm
Sulfur (S)
M3
7 ppm
Boron (B)
M3
0.5 ppm
Copper (Cu)
M3
0.3 ppm
Iron (Fe)
M3
113 ppm
K/Mg Ratio: 0.34 ■
Manganese (Mn)
M3
57 ppm
r
Ca/Mg Ratio: 2.14 ❑
Zinc (Zn)
M3
2.0 ppm
Sodium (Na)
M3
8 ppm
Soluble Salts
Organic Matter
LOI
8.1 %
Estimated N Release
150 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Trees -Evergreen Yield Goal : 0 Rec Units: LB/ACRE
(Ibs) LIME (tons)
N
P20,
K20
Mg
S
B
Cu
I Mn
Zn
Fe
6000 3
100
110
68
0
22
0.5
0.5
1 0
1.0
0
Crop : Rec Units:
Comments :
Trees -Evergreen
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Waypointo
ANALYTICAL
Client :
Land Resource Management
PO Box 9251
Asheville NC 28815
Lab No: 01523
7621 Whitepine Road, Richmond, VA 23237
Main 804-743-9401 ° Fax [phone]
"Every acre... Every year®' www.waypointanalytical.com
Grower :
Mulberry Farms
Madison, NC
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Sample ID: 3
SOIL ANALYSIS
23-104-060
05888
04/17/2023
04/14/2023
6of8
Limestone application is targeted to bring soil pH to 6.2.
Broadcast boron using Borax and mix into the soil to raise boron level. Note boron should not be applied in the band
near the plant.
Broadcast copper using copper sulfate and mix into the soil to raise copper level. Copper may be applied more
efficiently in the band near the plant.
• All recommended fertilizers are on actual elemental basis. To convert to product basis, divide the recommended
quantity in the first page by the percentage of the active ingredient then multiply by 100.
For best result, if there are no existing plants, broadcast all lime then till and mix 6 inches into the soil. Limit the lime
application to 50 pounds per 1000 sq. ft. for existing plants, apply every 4-6 months until the recommended amount is
fulfilled.
Phosphate is more efficient if applied near the plant, apply all phosphate beside the row. Broadcast N and/or K20 then
mix into the soil. If there is no fertilizer meets the ratio, you can use single element fertilizer such as Urea, Triplesuper
Phosphate and Muriate of Potash to achieve the requirements. Consult the enclosed instruction sheet on lime and fertilizer
application.
Use Ammonium Sulfate as N source to supply sulfur.
Broadcast zinc sulfate and mix into the soil to raise zinc level. Zinc may be applied more efficiently in the band near the
plant.
Apply the amount of lime recommended in first page to raise pH
For transplants incorporate 60# actual N per acre prior to planting or 60# actual N per acre two weeks after planting.
"' after the second year apply 30# actual N in spring and 30# actual N per tree in fall until harvest.
Use calcitic limestone to correct the pH.
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Waypointo
ANALYTICAL
Client :
Land Resource Management
PO Box 9251
Asheville NC 28815
Lab No: 01524
7621 Whitepine Road, Richmond, VA 23237
Main 804-743-9401 ° Fax [phone]
"Every acre... Every year®' www.waypointanalytical.com
Grower :
Mulberry Farms
Madison, NC
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
Sample ID: 4
SOIL ANALYSIS
23-104-0687
05888
04/17/2023
04/14/2023
7of8
Test
Method
Results
SOIL TEST RATINGS
Calculated Cation
Exchange Capacity
w
Low
Medium
Optimum
Soil pH
1:1
4.9
I
3.7 meq/100g
Buffer pH
SMP
6.77
%Saturation
Phosphorus (P)
M3
5 ppm
% sat meq
K 6.0 0.2
Ca 33.9 1.3
Mg 14.6 0.5
H 43.2 1.6
Na 0.8 0
Potassium (K)
M3
87 ppm
Calcium (Ca)
M3
251 ppm
Magnesium (Mg)
M3
65 ppm
Sulfur (S)
M3
10 ppm
Boron (B)
M3
0.2 ppm
Copper (Cu)
M3
0.4 ppm
Iron (Fe)
M3
118 ppm
K/Mg Ratio: 0.411E]
Manganese (Mn)
M3
44 ppm
Ca/Mg Ratio: 2.32 ❑
Zinc (Zn)
M3
1.3 ppm
Sodium (Na)
M3
7 ppm
Soluble Salts
Organic Matter
LOI
6.3%
Estimated N Release
150 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Trees -Evergreen Yield Goal : 0 Rec Units: LB/ACRE
(Ibs) LIME (tons)
N
P20,
K20
Mg
S
B
Cu
I Mn
Zn
Fe
3000 1.5
100
110
94
0
19
1.0
0.2
1 0
1.4
0
Crop : Rec Units:
Comments :
Trees -Evergreen
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Waypointo
ANALYTICAL
Client :
Land Resource Management
PO Box 9251
Asheville NC 28815
Lab No: 01524
7621 Whitepine Road, Richmond, VA 23237
Main 804-743-9401 ° Fax [phone]
"Every acre... Every year®' www.waypointanalytical.com
Grower :
Mulberry Farms
Madison, NC
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page :
Sample ID: 4
SOIL ANALYSIS
23-104-060
05888
04/17/2023
04/14/2023
8of8
Limestone application is targeted to bring soil pH to 6.2.
Apply dolomitic lime to raise pH and improve the magnesium level.
Broadcast boron using Borax and mix into the soil to raise boron level. Note boron should not be applied in the band
near the plant.
Broadcast copper using copper sulfate and mix into the soil to raise copper level. Copper may be applied more
efficiently in the band near the plant.
• All recommended fertilizers are on actual elemental basis. To convert to product basis, divide the recommended
quantity in the first page by the percentage of the active ingredient then multiply by 100.
For best result, if there are no existing plants, broadcast all lime then till and mix 6 inches into the soil. Limit the lime
application to 50 pounds per 1000 sq. ft. for existing plants, apply every 4-6 months until the recommended amount is
fulfilled.
Phosphate is more efficient if applied near the plant, apply all phosphate beside the row. Broadcast N and/or K20 then
mix into the soil. If there is no fertilizer meets the ratio, you can use single element fertilizer such as Urea, Triplesuper
Phosphate and Muriate of Potash to achieve the requirements. Consult the enclosed instruction sheet on lime and fertilizer
application.
Use Ammonium Sulfate as N source to supply sulfur.
Broadcast zinc sulfate and mix into the soil to raise zinc level. Zinc may be applied more efficiently in the band near the
plant.
Apply the amount of lime recommended in first page to raise pH
For transplants incorporate 60# actual N per acre prior to planting or 60# actual N per acre two weeks after planting.
*** after the second year apply 30# actual N in spring and 30# actual N per tree in fall until harvest.
Use dolomitic limestone to correct the pH.
M3 - Mehlich 3 SMP - SMP Buffer pH LOI - Loss On Ignition 1:1 - Water pH
Analysis prepared by: Waypoint Analytical Virginia, Inc.

Appendix H
Water Balance

Z 1�
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Mulberry Farm — Madison LLC
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 Marshall (315356) over
a 30-year period of record [1993-2023]. The 80th percentile precipitation was considered
using data from NC State Climate Office in Marshall (315356) for a 30-year period of
record [1992-2022]. 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 Land Resource Management, PLC; the site
was recommended to observe a soil permeability rate of 0.049 in/hr. A drainage
coefficient of 12.5% 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 15.14 in/yr; the yearly total is based only on the 237 days effluent will be
applied to the dispersal area. 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, three
fiberglass storage tanks and a concrete pump vault chamber are included with this design.
Each fiberglass tank has a capacity of 20,000-gal, for a total tank storage of 60,000-gal.
Per the water balance, March will be required to store a maximum of 57,717 gallons of
effluent prior to dispersal. At 10,000 gpd, the minimum 5-day storage volume is 50,000
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 10,000 gpd for all days between
March 7 and October 31.
Weather Data
A summary table of the data used is presented. The period of record for
temperature data is 1993-2023 collected from Marshall NC Station (315356). The period
of record for precipitation data is 1992-2022 collected from the Marshall NC Station
(315356). The monthly rates for 80th percentile precipitation and evapotranspiration are
presented.
Effluent Storage
The proposed treated effluent storage is comprised of three fiberglass tanks and a
pump vault unit. Therefore, there is no contribution (precipitation) or loss (evaporation)
from the tanks.
Land Application Areas
The proposed irrigation area is 266,287 sq-ft (minimum required being 252,000
sq-ft). The Licensed Soil Scientist recommends a maximum application rate of 0.50
in/week.
Drainage 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 4.51 in/month at 12.5%. While these rates exceed the
10% typical maximum in the water balance policy, there is sufficient technical
documentation to justify these slight increases in the drainage coefficient due to
consistent Ksat data. Conservative Ksat data was used in determining soil permeability in
place of average Ksata data, so a mild increase in the drainage factor maintains a cautious
approach.
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 15.15 in/year on the proposed dripfield.

Water Balance Calculations
PROJECT: Mulberry Farm - Madison, LLC
LOCATION: Madison County, NC
Application Area: 252,000 s.f. 63,000 linear ft
Application Rate: 0.50 in/week (from soil scientist)
4,084,353 gal/yr
11,190 gal/day
0.071 in/day
Waste Volume to Apply: 10,000 gpd (equalized flow to dripfield)
2,367,943 gal/yr
305,541 gal/month
15.15 in/yr (for months with flow)
0.06 in/day
TOTAL STORAGE REQUIRED: 0.367 inches via LRM
57,717 gallons via AWT
Minimum 5 day storage: 50,000 gallons
Notes: 1) Days in Month Column Information: Effluent generated November through February and approximately the first week or March will be exclusively accomodated by the
separately permitted subsurface drip system.
2) Rainfall info. from State Climate Office of NC, Marshall (Station 315356) COOP Network (Monthly Averages, 80th Percentile, Period of Record. 1992-2022.
3) Evapotranspiration info. from Thornthwarle Method, Temperature Data from NC State Climate Office, Marshall (315356), Period of Record. 1993-2023
Month # Days
No. Month in Month
ET
in
Drainage
in
Runoff
in
Total
Loss in
Precip.
in
Moisture
Gain/Loss in
Effluent To Be Applied
in al
Theo. Effluent Applied
in al
Actual Effluent
A lied in
Change in Storage
in
Storage Total
in al
1 January 0
0.10
4.51
0.00
4.62
3.85
-0.76
0.00
0
0.76
120148.00
0.00
0.00
0.00
0
2 February 0
0.28
4.51
0.00
4.79
3.44
-1.35
0.00
0
1.35
212313.49
0.00
0.00
0.00
0
3 March 24
0.97
4.51
0.00
5.48
4.32
-1.16
1.53
215,946
1.16
182223.17
1.16
0.37
0.37
57,717
4 Aril 30
1.98
4.51
0.00
6.49
4.25
-2.24
1.91
300,000
2.24
352510.76
2.24
-0.33
0.03
5,206
5 May 31
3.44
4.51
0.00
7.96
4.52
-3.44
1.97
310,000
3.44
539931.24
2.01
-0.03
0.00
0
6 June 30
4.69
4.51
0.00
9.21
4.93
-4.27
1.91
300,000
4.27
671536.05
1.91
0.00
0.00
0
7 July 31
5.39
4.51
0.00
9.90
5.08
-4.82
1.97
310,000
4.82
757865.58
1.97
0.00
0.00
0
8 August 31
4.95
4.51
0.00
9.47
4.45
-5.02
1.97
310,000
5.02
788644.62
1.97
0.00
0.00
0
9 September 30
3.53
4.51
0.00
8.04
3.80
-4.25
1.91
300,000
4.25
667138.76
1.91
0.00
0.00
0
10 October 31
1.98
4.51
0.00
6.49
2.76
-3.73
1.97
310,000
3.73
586700.71
1.97
0.00
0.00
0
11 November 0
0.75
4.51
0.00
5.26
3.06
-2.21
0.00
0
2.21
346472.94
0.00
0.00
0.00
0
12 December 0
0.27
4.51
0.00
4.78
3.80
-0.99
0.00
0
0.99
154812.46
0.00
0.00
0.00
0
13 January 0
0.10
4.51
0.00
4.62
3.85
-0.76
0.00
0
0.76
120148.00
0.00
0.00
0.00
0
14 February 0
0.28
4.51
0.00
4.79
3.44
-1.35
0.00
0
1.35
212313.49
0.00
0.00
0.00
0
15 March 24
0.97
4.51
0.00
5.48
4.32
-1.16
1.53
239,940
1.16
182223.17
1.16
0.37
0.37
57,717
16 Aril 30
1.98
4.51
0.00
6.49
4.25
-2.24
1.91
300,000
2.24
352510.76
2.24
-0.33
0.03
5,206
17 May 31
3.44
4.51
0.00
7.96
4.52
-3.44
1.97
310,000
3.44
539931.24
2.01
-0.03
0.00
0
18 June 30
4.69
4.51
0.00
9.21
4.93
-4.27
1.91
300,000
4.27
671536.05
1.91
0.00
0.00
0
19 July 31
5.39
4.51
0.00
9.90
5.08
-4.82
1.97
310,000
4.82
757865.58
1.97
0.00
0.00
0
20 August 31
4.95
4.51
0.00
9.47
4.45
-5.02
1.97
310,000
5.02
788644.62
1.97
0.00
0.00
0
21 September 30
3.53
4.51
0.00
8.04
3.80
-4.25
1.91
300,000
4.25
667138.76
1.91
0.00
0.00
0
22 October 31
1.98
4.51
0.00
6.49
2.76
-3.73
1.97
310,000
3.73
586700.71
1.97
0.00
0.00
0
23 November 0
0.75
4.51
0.00
5.26
3.06
-2.21
0.00
0
2.21
346472.94
0.00
0.00
0.00
0
24 December 0
0.27
4.51
0.00
4.78
3.80
-0.99
0.00
0
0.99
154812.46
0.00
0.00
0.00
0
TOTAL
F
56.67
108.34
0.00
165.01
96.52
30.30
4,735,886
68.50
30.30
0.00
Per Year
28.34
54.17
0.00
82.51
48.26
15.15
2,367,943
34.25
15.15
0.00
Drainage Calculation:
Soil Permeability (min.) = 0.049 in/hr (from soil scientist based on GeoMean of Ksats)
Design Factor = 12.5 % of soil permeability
Ave. Monthly Drainage= 4.51 in/month

Project Name: Mulberry Farm - Madison LLC
Location of Temperature Data: Marshall (315356)
Starting Year of Data Record: 1993
Ending Year of Data Record: 2023
Period of Record (years): 30
Source of Data: State Climate Office of North Carolina
Site Latitude (degrees) 35.86 within range
Calculated PET: 28.34 inches
Mean Monthly
Temperature
(degrees F)
Daylight
Hours 112
Heat Index
Calculated
PET
(inches)
January
34.9
0.86
0.18
0.10
February
38.2
0.85
0.57
0.28
March
45.3
1.03
1.81
0.97
April
53.6
1.09
3.76
1.98
May
62.0
1.22
6.19
3.44
June
69.6
1.22
8.72
4.69
July
73.2
1.24
10.01
5.39
August
72.5
1.16
9.75
4.95
September
66.5
1.03
7.65
3.53
October
55.6
0.97
4.31
1.98
November
44.6
0.85
1.67
0.75
December
38.0
0.84
0.55
0.27
Total =
55.18
28.34
SFR-LRW 9-08

Project Name: Mulberry Farm - Madison LLC
Location of Precipitation Data: Marshall (315356)
Starting Year of Data Record: 1992
Ending Year of Data Record
Period of Record (years)
Source of Data
80th Percentile Annual Precipitation
Total =
2022
30
State Climate Office of North Carolina
48.26
Mean
Monthly
Precipitation
% of Mean
Annual
Precipitation
80th
Percentile
Monthly
Precipitation
3.31
7.98
3.85
2.96
7.13
3.44
3.71
8.96
4.32
3.65
8.80
4.25
3.88
9.37
4.52
4.23
10.22
4.93
4.36
10.53
5.08
3.82
9.22
4.45
3.26
7.87
3.80
2.37
5.72
2.76
2.62
6.33
3.06
3.26
7.87
3.80
41.42
100.00
48.26
SFR-LRW 9-08

Appendix I
Engineering Plans
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'q r
5M -
024582 s� [
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Hop `1I Gap;'
Hopewell Church:'
Gahagan CemeteryQ r'
r
well
ge
Mulberry Farm
Mulberry Gap
SITE
The Ridge ,ws
NativeTree Works Adam's Detailing,
Automotive Mobile_Dennis Anderson
J * see=w y Trucking
MA." [n
%ICDevitt Cemetery r
a,
.r
Fare
e�
Project Owners: Mulberry Farm - Madison LLC
Richard Kelly c/o Kevin Davis
1126 Upper Thomas Branch Road
Marshall, NC 28753
609-432-2657
04.27.2023
'F¢r
6lzizaz3
Sheet Index
DS - 1.00
Sheet Index
DS - 2.00
Full Site Map
DS - 2.01
N/A - Independently Permitted Subsurface Irrigation
&aS
DS - 2.02
Surface Irrigation Site Map
DS - 3.00
N/A - Independently Permitted Subsurface Irrigation
DS - 4.00
N/A - Independently Permitted Subsurface Irrigation
DS - 5.00
N/A - independently Permitted Subsurface Irrigation
DS - 6.00
Surface Irrigation - Area Overview
DS - 6.01
Surface Irrigation - Area A
E
DS - 6.02
Surface Irrigation - Area B
coo
0) ON N -�5
DS - 6.03
Surface Irrigation - Area C
LO
o
DS - 6.04
Surface Irrigation - Area D
o
�U)M
DS - 6.05
Surface Irrigation - Area E
go a)
Moo
DS - 7.00
Surface Irrigation - Detail Overview
U)z�
.. z Q C
DS - 7.01
Surface Irrigation - Detail Sheet 1
¢ Q
DS - 7.02
Surface Irrigation - Detail Sheet 2
DS - 7.03
Surface Irrigation - Detail Sheet 3
J
DS - 7.04
Surface Irrigation - Detail Sheet 4
N
DS - 7.05
Excavation Safety
E m
to
O o-0
U) N
U
(0 Q Z
CL =
(n N
System Overview: Multi -use Campus
Project Consultants: Kevin D. Davidson, PE 15,000 GPD - TS-II Treatment Facility
[e-mail] (Permitted Independently)
Jessi Banks, El 5,000 GPD Subsurface Irrigation System
[e-mail] (Permitted Independently)
501 N Salem St, Suite 203 10,000 GPD Surface Irrigation
Apex, NC 27502
919-859-0669
X
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AREA D
Run
Lateral
Zone
.ceR1,4%
9o�ission� s
Length
Length
Length
_ ,
Zone #
D1
Lateral
#
1
Run*
1
ft
26'"-
11
= ' °'�01
D1
1
2
26
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1
3
39
D1
D1
1
1
4
5
40
53
D1
1
6
55
239
D1
2
7
65
D1
2
8
68
D1
2
9
77
D1
2
10
79
289
D1
3
11
89
& g
D1
3
12
91
180
D1
4
13
101
0
D1
D1
4
5
14
15
103
114
204
D1
5
16
115
229
D1
6
17
123
D1
6
18
124
247
D1
7
19
132
D1
7
20
133
265
D1
8
21
140
01
8
22
142
282
D1
9
23
149
D1
9
24
151
300
2235
D2
1
1
155
D2
1
2
155
310
D2
2
3
155
D2
2
4
155
309
U E
D2
3
5
154
O
U
D2
3
6
154
308
M
>, i
0 N
D2
4
7
154
0 w N
D2
4
8
154
308
0 ' r .3
D2
5
9
153
1n N O1
4
D2
6
10
153
306
D2
6
11
153
3
D2
6
12
152
305
U
D2
7
13
149
to E r
D2
7
14
149
298
(6 O
D2
D2
8
&
15
96
145
14s
290
2434
Z
= Z x �
t� 0)
Q
Q N Q 0)
AREA E
Run
Lateral
Zone
Zone #
Lateral #
Run #
Length
Length
ft
Length
ft
E1
1
1
40
0
E1
1
2
40
J
J
E1
1
3
72
C C
O
E1
1
4
73
225
(n L
E1
2
5
93
E1
2
6
93
186
p
m
E1
3
7
iW
E1
3
8
111
221
E1
4
9
118
T 0 0r0
E1
4
10
119
237
L L U)
E1
E1
5
5
11
12
120
120
240
N Z
2 C- =
Q —
E1
6
13
120
N r
E1
6
14
121
241
0 f� N
E1
7
15
122
E1
7
16
123
244
1594
E2 1 1 170
E2 1 2 1zD 241
E2
2
3
120
E2
2
4
120
240
E2
3
5
119
E2
3
6
118
237
E2
4
7
118
E2
4
8
118
236
0
CI
E2
5
9
110�
F2
5
10
109
219
t�
E2
6
11
99
i
E2
6
12
99
198
N >
0
E2
E2
7
7
13
14
88
88
176
�
E2
8
15
38
t/) Q
E2
8
16
38
E2
8
17
29
E2
8
18
28
E2
8
19
19
E2
8
20
19
171
1718
DS-6.00
AREA A
Run
Lateral
Zone
Length
Length
Length
Zone C
Lateral
Run Y
(ft)
(ft)
(a)
Al
1
1
as
Al
1
2
49
Al
7
3
62
p1
1
4
65
223
Al
2
5
80
Al
2
fi
82
162
Al
3
7
98
Al
3
8
1O0
198
Al
a
9
m
Al
a.
1D
119
236
Al
5
11
139
Al
5
72
f40
279
Al
8
13
292
292
Al
7
t4
291
291
Al
8
15
290
290
A7
9
i6
289
289
225fl
A2
t
1
288
288
A2
2
2
287
287
A2
3
3
286
286
A2
4
4
285
285
A2
5
5
284
284
A2
6
6
283
283
A2
7
7
283
283
A2
8
9
282
282
2278
a3
t
7
zaz
z9z
A3
2
2
287
281
A3
3
3
280
280
A3
4
4
280
280
A3
5
5
279
279
A3
6
6
279
279
A3
7
7
278
278
A3
8
8
278
278
2236
A-0
1
1
273
273
Ad
2
2
274
274
A4
3
3
274
274
A-0
4
4
275
275
Ad
5
5
2l5
275
A4
6
5
Z76
276
A4
7
7
277
277
A4
8
8
277
277
2201
AS
1
1
272
272
AS
2
2
272
272
A5
3
3
271
271
A5
4
4
270
270
A5
5
5
270
270
AS
6
fi
289
2s9
AS
7
7
288
268
A5
8
8
288
268
2161
AC
t
1
287
267
As
z
2
z67
zs7
Afi
3
3
286
2fi6
A6
4
4
286
266
As
5
5
286
266
Afi
6
6
285
265
A6
7
7
288
288
Afi
8
8
268
260
aD
9
9
z7D
27D
zaoD
A7
1
1
272
272
A7
2
2
275
275
A7
3
3
277
277
a7
4
a
z7s
ns
A7
5
5
281
2B1
A7
6
s
289
284
A7
7
7
286
286
A7
8
6
288
268
2242
As
7
1
2O0
z90
A8
2
2
292
292
A8
3
3
294
294
A8
4
4
295
296
A8
5
5
298
298
A,8
8
fi
299
299
a6
7
7
s0z
s6z
A8
8
9
304
304
2374
A9
1
1
306
306
A9
2
2
SOS
SOS
A9
3
3
311
311
A9
4
4
313
313
A9
5
5
315
315
A9
6
fi
317
317
A9
T
7
319
319
2189
A10
1
1
322
322
A10
2
2
324
324
A10
3
3
328
328
A10
-0
4
329
329
A1D
5
5
326
326
A10
6
fi
324
324
A19
7
7
327
321
2272
AREA B
Run
Lateral
Zone
Length
Length
Length
Zone Y
Lateral Y
Run @
{N)
{N)
(ft)
B1
9
1
67
61
9
2
69
B1
1
3
89
B1
1
4
93
318
61
2
5
106
61
2
fi
1D8
213
B1
3
7
12D
B1
3
0
124
244
61
4
9
137
61
4
10
140
277
61
5
71
153
69
5
72
157
310
B1
6
t3
169
B1
8
14
173
343
61
7
15
18t1
61
7
16
17B
355
2D59
B2
1
1
171
B2
1
2
175
346
62
2
3
171
62
2
4
175
346
B2
3
5
171
62
3
6
175
346
B2
4
7
171
62
4
B
175
346
B2
5
9
171
l32
5
10
175
346
1731
63
9
1
297
297
63
2
2
296
296
63
3
3
295
295
B3
4
4
295
295
B3
5
5
294
294
63
6
8
293
293
l33
7
7
293
293
l33
8
B
292
292
2355
Bd
1
1
291
291
Bn
2
2
z9D
z90
B4
3
3
29D
290
B4
4
4
2B9
289
B4
5
5
28T
28T
B4
6
6
286
286
B4
7
7
284
284
64
8
B
283
283
2300
&5
t
1
2B2
282
115
2
2
280
280
BS
3
3
279
279
B5
4
4
277
277
B5
5
5
273
273
BS
6
6
27D
270
B5
7
7
286
266
BS
8
B
263
263
BS
9
9
26D
260
2449
l36
9
1
257
257
B6
2
2
254
254
l36
3
3
251
251
B6
4
4
249
249
B6
5
5
246
246
06
6
fi
244
244
06
7
7
241
241
BB
8
B
24D
240
l38
9
9
239
239
2721
67
1
1
238
238
67
2
2
237
237
B7
3
3
236
236
67
4
4
235
235
B7
5
5
239
234
67
6
fi
233
233
67
7
7
232
232
B7
B
B
232
232
B7
9
9
232
232
67
10
10
232
232
23aD
68
1
i
23Z
232
68
2
2
232
232
B8
3
3
232
232
BB
4
4
232
232
BB
5
5
232
232
B8
6
fi
232
232
L38
7
7
231
231
BS
B
8.
231
231
l30
9
9
231
231
BS
10
10
231
231
2315
B9
1
1
231
231
l39
2
2
237
231
B9
3
3
237
231
69
4
4
231
231
69
5
5
231
231
l39
6
fi
231
231
69
7
7
230
230
69
8
B
230
230
Bs
9
s
229
22s
B9
18
t0
229
229
2305
AREA C
Run
Lateral
Zone
Length
Length
Length
Zone #
Lateral #
Run #
{ft)
(ft)
(it)
C1
1
1
151
Ct
1
2
153
3D4
Cfi
2
3
157
Ci
2
4
160
317
C1
3
5
184
Cf
3
8
187
331
Ct
d
7
173
Ci
4
8
175
348
Ci
5
9
258
256
Ci
6
10
256
256
C1
7
11
256
256
C9
6
12
258
258
2326
C2
1
1
259
259
C2
2
2
Z87
261
C2
3
3
283
263
C2
4
a
265
285
C2
5
5
287
267
C2
6
6
269
269
C2
7
7
271
271
C2
6
8
273
273
C2
9
9
276
276
2403
C3
1
1
279
279
C3
2
2
282
262
C3
3
3
285
265
G3
4
4
288
ZBS
C3
5
5
291
291
C3
B
8
294
294
C3
7
7
297
297
C3
6
6
300
300
2315
Cd
1
1
303
303
Cd
2
2
306
306
C4
3
3
307
307
C4
4
4
307
307
C4
$
$
307
307
C4
6
6
308
308
C4
7
7
308
308
2147
C5
1
7
309
309
C5
2
2
310
310
C5
3
3
310
310
C5
4
4
311
311
C5
5
5
313
313
C5
6
8
171
C5
8
7
174
345
C5
7
8
171
C5
7
9
175
346
2244
CB
1
7
171
C6
1
2
175
346
CB
2
3
172
C6
2
4
175
348
CB
3
5
172
Cfi
3
6
174
347
C6
4
7
172
C6
4
8
174
345
CB
5
9
171
CB
5
10
173
344
C6
6
11
171
Cfi
6
12
173
344
2073
C7
1
1
172
C7
1
2
174
346
C7
2
3
173
C7
2
4
175
347
C7
3
5
173
C7
3
8
1T6
349
C7
4
7
174
C7
4
8
177
351
C7
5
9
174
C7
5
10
177
351
C7
6
11
173
C7
6
12
176
349
C7
7
13
163
CT
7
14
161
324
2417

Note:
• Conduit required for control wires to
each headworks unit.
• Conduit not shown for clarity.
• Individual zone supply/return manifolds
with feeder lines not shown for clarity.
Refer to supply/ return connection detail.
SPRAY HEADS
(Utilized by Areas A & B)
aft
ZONE
A2
ZONE
A3
WIN
ZONE
A10
ZONE
Ada
1
ZONE_
A8
ZONE
A7
HEADWORKS 3 ZONE
ZONE AI B7
A6------------
ZONE -
�= B6 A
RETURN
HEADWORKS
= ZONE
A B9
HEADWORKS 2
20rR'-
ZONE
A4
ZONE
Al
--- ----------------�_-�----------------_ ; ' H EA DWO R KS 1
Area A Zone Layout
SOURCE MT
ZON
B8
ZONE
B5
�A Z 0 N E
t B4
ZONE
B3
ZONE
B2
= ZONE
A B1
AREA A - 10 Zones
Supply & Return Line Notes:
Flowrates to be verified at startup to ensure installed lines are adequate
and no additional air valves are required.
General Drainfield Layout:
Supply Lines
- Air relief valve at top of each zone.
Return Lines
- Check valve, ball valve, and air relief valve
at top of each zone.
Spray head
- Spray head to operate periodically (during flushing conditions only)
Legend
Line
Name
Size
FSL
Field Supply Line
2.0" PVC
FRL
Field Return Line
1.5" PVC
R-SV
Return Solenoid Valve
1.0"
HW#
Headworks Riser #
24" riser
S
Zone Supply Manifold Location
-
R
Zone Return Manifold Location
-
Area A
Zone
Zone Length (it)
Highest Elevation
(it)
Lowest Elevation
(it)
Elevation
Difference (it)
Al
2257
2119
2102
17
A2
2277
2101
2090
11
A3
2236
2089
2077
12
A4
2200
2076
2064
12
A5
2160
2063
2050
13
A6
2400
2049
2035
14
A7
2242
2034
2020
14
A8
2374
2019
2006
13
A9
2189
2005
1996
9
A10
2271
1995
1986
9
Total
22610
2019
1986
133
Area A
HW: Supply Solenoid
Draining Supply Line
Supply Manifold
Supply Manifold
Return Manifold Minimum
Return Manifold
Zone
Valve Location
(from HW to Manifold) (ft)
Minimum Elevation
Run Connections
Elevation (ft)
Run Connections
(it)
4, 6, 8, 10, 12, 13,
1, 5, 7, 9, 11,, 12, 13,
Al
HW1
10
2119
14,15, 16
2102.5
14,15,16
A2
HW1
70
2101
1, 2, 3, 4, 5, 6, 7, 8
2090.5
1, 2, 3, 4, 5, 6, 7, 8
A3
HW2
5
2089
1, 2, 3, 4, 5, 6, 7, 8
2077.5
1, 2, 3, 4, 5, 6, 7, 8
A4
HW2
45
2076
1, 2, 3, 4, 5, 6, 7, 8
2064.5
1, 2, 3, 4, 5, 6, 7, 8
A5
HW2
75
2063
1, 2, 3, 4, 5, 6, 7, 8
2050.5
1, 2, 3, 4, 5, 6, 7, 8
A6
HW2
110
P049
1, 2, 3, 4,95, 6, 7, 8,
2035.5
1, 2, 3, 4, 5, 6, 7, 8, 9
A7
HW3
10
2034
1, 2, 3, 4, 5, 6, 7, 8
2020.5
1, 2, 3, 4, 5, 6, 7, 8
A8
HW3
45
2019
1, 2, 3, 4, 5, 6, 7, 8
2006.5
1, 2, 3, 4, 5, 6, 7, 8
A9
HW3
80
2005
1, 2, 3, 4, 5, 6, 7
1996.5
1, 2, 3, 4, 5, 6, 7
A10
HW3
110
1995
1, 2, 3, 4, 5, 6, 7
1986.5
1, 2, 3, 4, 5, 6, 7
04.27.2023
�d"SHGAPp�N�
3©=
U
J a
J �
o
O
(n L
�Em
N � M
o0
LL N
Z
CL
Z .N N N
C
O
DS-6.01

---- ZONE
A10
=t�\ RETURN HEADWORKS
Z ON E -----
ZONE - �= ZONE ------_- -''�:,
A -° B9
J
ZONE _
ZON
A �� B8
�
ZONE ZONE
Z0N E Mo -
A5
_ZONE_
- A4:
ZONE��
Al
r
ZONE
B6
ZONE
B5
� I
I
SPRAY HEAD
(Utilized by Areas C, D, & E)
\moo
ZONE - ---- at
B4 ---
ZONE HEADWORKS 5
B3 va�'
I W
NE
ZONE
B1
Note:
• Conduit required for control wires to each headworks unit.
• Conduit not shown for clarity.
• Individual zone supply/return manifolds with feeder lines not
shown for clarity. Refer to supply/return connection detail.
Area B Zone Layout
SOURCE MT
I
AREA B - 9 Zones
Supply & Return Line Notes:
Flowrates to be verified at startup to ensure installed lines are adequate
and no additional air valves are required.
General Drainfield Layout:
Supply Lines
- Air relief valve at top of each zone.
Return Lines
- Check valve, ball valve, and air relief valve
at top of each zone.
Spray head
- Spray head to operate periodically (during flushing conditions only)
Legend
Line
Name
Size
FSL
Field Supply Line
2.0" PVC
FRL
Field Return Line
1.5" PVC
R-SV
Return Solenoid Valve
1.0"
HW#
Headworks Riser #
24" riser
S
Zone Supply Manifold Location
-
R
Zone Return Manifold Location
-
Area B
Zone
Zone Length (ft)
Highest Elevation
(ft)
Lowest Elevation
(ft)
Elevation
Difference (ft)
B1
2050
2119
2106
13
B2
1731
2105
2093
12
B3
2354
2092
2084
8
B4
2300
2083
2074
9
B5
2449
2073
2063
10
B6
2221
2062
2050
12
B7
2339
2049
2035
14
B8
2315
2034
2019
15
B9
2305
2018
2004
14
Total
20066
2119
2004
115
Area B
HW: Supply Solenoid
Draining Supply Line
Supply Manifold
ion
Minimum El
Supply Manifold
Return Manifold Minimum
Return Manifold
Zone
Valve Location
(from HW to Manifold) (ft)
(ft) evat
Run Connections
Elevation (ft)
Run Connections
B1
HW1
5
2119
4, 6, 8, 10, 12, 14,
2106.5
1, 5, 7, 9, 11, 13, 15
16
B2
HW1
55
2105
1, 2, 3, 4, 5, 6, 7, 8
2093.5
1, 2, 3, 4, 5, 6, 7, 8
B3
HW4
5
2092
1, 2, 3, 4, 5, 6, 7, 8
2084.5
1, 2, 3, 4, 5, 6, 7, 8
B4
HW4
40
2083
1, 2, 3, 4, 5, 6, 7, 8
2074.5
1, 2, 3, 4, 5, 6, 7, 8
B5
HW4
80
2073
1, 2, 3, 4, 5, 6, 7, 8
2063.5
1, 2, 3, 4, 5, 6, 7, 8
B6
HW4
145
2062
1, 2, 3, 4,95, 6, 7, 8,
2050.5
1, 2, 3, 4, 5, 6, 7, 8, 9
B7
HW5
5
2049
1, 2, 3, 4, 5, 6, 7, 8
2035.5
1, 2, 3, 4, 5, 6, 7, 8
B8
HW5
55
2034
1, 2, 3, 4, 5, 6, 7, 8
2019.5
1, 2, 3, 4, 5, 6, 7, 8
B9
HW5
105
2018
1, 2, 3, 4, 5, 6, 7
2004.5
1, 2, 3, 4, 5, 8, 7
04.27.2023
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DS-6.02

-- --- _ SPRAY HEAD -
(Utilized by Areas C, D, & E)
v A v v vv v
\ \\ \ \ \ \
HEADWORKS T/
\
,� vvvv
HEADWORKS 6-- -
Area C Zone Layout
SOURCE: AWr
Note:
• Conduit required for control wires to each headworks unit.
• Conduit not shown for clarity.
• Individual zone supply/return manifolds with feeder lines not
shown for clarity. Refer to supply/return connection detail.
ZONE
C7
ZONE
i
C6
=' ZONE \
C
i v j
ZONEvv vvvvv
A C4
ZONE
i
C3
j
I
FSL
I?
AREA C - 7 Zones
Supply & Return Line Notes:
Flowrates to be verified at startup to ensure Installed lines are adequate
and no additional air valves are required.
General Drainfield Layout:
Supply Lines
- Air relief valve at top of each zone.
Return Lines
- Check valve, ball valve, and air relief valve
at top of each zone.
Spray head
- Spray head to operate periodically (during flushing conditions only)
Legend
Line
Name
Size
FSL
Field Supply Line
2.0" PVC
FRL
Field Return Line
1.5" PVC
R-SV
Return Solenoid Valve
1.0"
HW#
Headworks Riser #
24" riser
S
Zone Supply Manifold Location
-
R
Zone Return Manifold Location
-
Area C
Zone
Zone Length (ft)
Highest Elevation
(ft)
Lowest Elevation
(ft)
Elevation
Difference (ft)
C1
2325
2099
2089
10
C2
2403
2088
2080
8
C3
2314
2079
2072
7
C4
2147
2071
2065
6
C5
2244
2064
2055
9
C6
2072
1 2054
1 2040
114
C7
2416
1 2039
1 2024
115
Total
15924
1 2099
1 2024
175
Area C
HW: Supply Solenoid
Draining Supply Line
Supplyum MaElevatinifol
Supply Manifold
Return Manifold Minimum
Return Manifold
Zone
valve Location
(from HW to Manifold) (ft)
Minimdon
Run Connections
Elevation (ft)
Run Connections
(ft)
C1
HW6
5
P099
2, 4, 6, 8, 9, 10, 11,
2089.5
1, 3, 5, 7, 9, 10, 11,
12
12
C2
HW6
45
2088
1, 2, 3, 4,95, 6, 7, 8,
2080.5
1, 2, 3, 4, 5, 6, 7, 8, 9
C3
HW6
80
2079
1, 2, 3, 4, 5, 6, 7, 8
2072.5
1, 2, 3, 4, 5, 6, 7, 8
C4
HW6
110
2071
1, 2, 3, 4, 5, 6, 7
2065.5
1, 2, 3, 4, 5, 6, 7
C5
HW7
5
2064
1, 2, 3, 4, 5, 6, 8
2055.5
1, 2, 3, 4, 5, 7, 9
C6
HW7
55
2054
2, 4, 6, 8, 10,12
2040.5
1, 3, 5, 7, 9,11
C7
HW7
120
2039
2, 4, 6, 8, 10, 12, 14
2024.5
1, 3, 5, 7, 9, 11, 13
04.27.2023
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DS-6.03

Note:
• Conduit required for control wires to each headworks unit.
• Conduit not shown for clarity.
• Individual zone supply/re
shown for clarity. Refer
Q•Nvie
Area D Zone Layout
SOURCE MT
ZON
El
AREA D - 2 Zones
Supply & Return Line Notes:
Flowrates to be verified at startup to ensure
installed lines are adequate and no additional
air valves are required.
General Drainfield Layout:
Supply Lines
- Air relief valve at top of each zone.
Return Lines
- Check valve, ball valve, and air relief
va Ive
at top of each zone.
Spray head
- Spray head to operate periodically
(during flushing conditions only)
Legend
Line
Name
Size
FSL
Field Supply Line
2.0" PVC
FRL
Field Return Line
1.5" PVC
R-SV
Return Solenoid Valve
2.0"
HW#
Headworks Riser #
24" riser
S
Zone Supply Manifold Location
-
R
Zone Return Manifold Location
-
Area D
Zone
Zone Length (ft)
Highest
Elevation (ft)
Lowest
Elevation (ft)
Elevation
Difference (ft)
D1
2234
2107
2089
18
D2
2433
2088
2073
15
Total
4668
2107
2073
34
Area D
HW: Supply
Draining Supply Line
Supply Manifold
Supply
Return Manifold
Return Manifold
Zone
Solenoid Valve
(from HW to Manifold)
Minimum
Manifold Run
Minimum Elevation (ft)
Run
Location
(ft)
Elevation (ft)
Connections
Connections
6, 10, 12, 14, 16,
1, 7, 11, 13, 15,
D1
HW8
5
2107
18, 20, 22,24
20895
17, 19, 21, 23
2, 4, 6, 8, 10, 12,
1, 3, 5, 7, 9, 11,
D2
HW8
80
2088
14, 16
2073.5
13, 15
04.27.2023
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DS-6.04

Note:
• Conduit required for control wires to each headworks unit.
• Conduit not shown for clarity.
• Individual zone supply/return manifolds with feeder lines not
shown for clarity. Refer to supply/return connection detail.
�O
2
ZONE
D2
ZONE
DI
,
Area E Zone Layout
SOURCE: AWr
j/ ZONE
El
AREA E - 2 Zones
Supply & Return Line Notes:
Flowrates to be verified at startup to ensure
installed lines are adequate and no additional
air valves are required.
General DrainfieldGeneral Drainfield Layout:
Supply Lines
— Air relief valve at top of each zone.
Return Lines
— Check valve, ball valve, and air relief
va Ive
at top of each zone.
Spray head
— Spray head to operate periodically
(during flushing conditions only)
Legend
Line
Name
Size
FSL
Field Supply Line
2.0" PVC
FRL
Field Return Line
1.5" PVC
R—SV
Return Solenoid Valve
2.0"
HW#
Headworks Riser #
24" riser
X
Zone Supply Manifold Location
—
0
Zone Return Manifold Location
—
Area E
Zone
Zone Length (ft)
Highest
Elevation (ft)
Lowest
Elevation (ft)
Elevation
Difference (ft)
E1
1594
2107
2096
11
E2
1717
2095
2077
18
Total
3312
2107
2077
18
Area E
HW: Supply
Draining Supply Line
Supply Manifold
Supply
Return Manifold
Return Manifold
Zone
Solenoid Valve
(from HW to Manifold)
Minimum
Manifold Run
Minimum Elevation (ft)
Run
Location
(ft)
Elevation (ft)
Connections
Connections
E1
HW8
5
2107
4, 6, 8, 10, 12,
2096.5
1, 5, 7, 9, 11, 13,
14, 16
15
2, 4, 6, 8, 10,
1, 3, 5, 7, 9, 11,
E2
HW8
55
2095
12, 14, 20
2077.5
13, 15
04.27.2023
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DS-6.05

04.27.2023
General Drainfield Notes:
CAeO� i.�
1.
30 days prior to the installation, LSS to
evaluate drainfield area. Area must remain
undisturbed.
L oz3
2.
„
Clear all trees less than 8 in diameter
Storage
Pump
Storage Storage
6" above ground
surface
Riser or Box
Enclosure
6" above round
9
surface
Tank A
Chamber
Tank B rank c
(measured at a height 3' from soil surface)
from the drainfield.
splice Box
LB
3.
Vegetation that will re —grow from a cut stump
of
Headworks
Spin Flush
shall be stumped or pulled from the ground.
Unit
Chamber
—
Stumps shall not be pushed over. Remaining
HW0
Area A
(spin Filter,
now Meter,
�
„
stumps may be ground in place with forestry
Clean, Tamped
Backfill
Return Valve)
18" Min.
18 Min.
cutter" or equivalent.
Area E
Discharge sTRL
— To Drip
4.
Drainfield area shall be raked of all leaves,
Assembly
Field
pine straw, debris, etc. The accumulated
Hw1 Hw2 Hw3
_
Gravel
_
material shall be removed from the drainfield.
—III—III—III—III—III—III—III
To Pump Chamber
II Inlet Riser
5.
Mulching and seeding shall be done prior to
=III=III=III=III=III=III—III—III
III
laying out drip tubing. Seed and straw
Area D HW8
I —I
I —I I
—I I —I I —I
I —III —III
I
drainfield as per project specifications.
Hwa
-I I —I
I —I
I —I I —I I
_undisturbed— Effluent
—III
6.
Manifold supply and return lines shall be
p p Y
I —I I
I —I I I
—I I I —I I I —I
Earth Filter
I I —I 11-1 I I
I I —I
installed with a minimum of 24" cover.
Hws
�� e
-I I —I
I —I
I —I I I —I I I—ICO
I I —III —I I
III
7.
Blanking shall be installed as necessary. Ample
I —III
—III
—III —III —III
—III —I I I— Gravel
I I —I
N o N
blanking has been provided to accommodate
Area G
HW5
-III-III-III-III-III-III-III-III-
- -
-1 I I
O 4 r-
o ��.3
the preservation of flagged specimens on site.
CO
8.
The manifold trenches shall be backfilled by
Hwy
.7 o
hand in order to protect tubing connections.
2
9.
Drip line to have nominal 4' spacing.
r
fn z
LO
^FLOW DIAGRAM
s
^SIN FLUSH CHAMBER
u
Z X C9
2
O
Q V7 Q Ob
Notes:
• Adjust tanks to meet site constraints.
• Storage tanks to have burial depth no greater than
42".
J
J
O O
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a3 �
m
Do" Pawl
24' obese ground Rain Se_
(min
N N
E V) O v
4W Support Poet
Conduit le budel to5,
ouelom OmW Peal
a o
LL Cn H i)
Bury h JB' min in
nalaol eal.
Discharge Amrbly a
�, Q Z
i =
CL
aeoR Tapped
Clean, Topped BxA81
yr= Clem. Tom
ee2S`aW, B.Ml
Clem. Tomped
To
Clem. Tamped
UndbWrbed
Bncklil
BAd dill
Be
-{
_ Wel"i
rorth
� w p ce eelfil d ��
BackRl Bmkfll Baekfll
Backfill
coBeelfil
mpaaled
B.Cla
—ee/lea
—7E
a3 .a)
Granular Bedding IFiBelurbed
—UAM
Gwhitu d
Granular Bedding
IAidbWrber.tod
Granular Bedding
Support Pipe
UndbWrbed Earth
to
Suppal Pipe
UndeWrhM EaM
..�..�..�r..'-..
Support Pipe
FEEAHEHEE
UndWurbed EaM
�..�..�..�r..'-..
i N
N 0
U
6' (min) Gravel Bed
a3�
� a-+
rn 0
PUMP CHAMBER AND STORAGE TANK PROFILE
LJ— ` •00

35'-9 1/4"
To Grade +6"
Access Depth
Tt
I
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1
U
-
5?
f6"
>
IfJ
I 1
\
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1,9
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....
1
2
3
4
5
6
7
8
10
I I
12
4
15� I_
I
1.
V$
Y
SHIPPING DIMENSIONS:
337.5' 22.50
10'-4 1/4" WIDE X 10'-5 1/4" TALL X 35'-9 1/4" LONG
Stora a Tank A
SHIPPING DIMENSIONS:
^Storage Tank B
GUIDE LUG
(TVP 2)
I�5
+ o0
APPROVAL NEEDED
24"X24"PUMP ❑
180° PLATFORM ❑
LIFTING LUG LAYOUT ""' °
LEFT END VIEW
2 -50„ ( P) ., 7 .. 8 1, 910 �14 12 �13JI4 �15 IL
APPROVAL NEEDED ovi
-EA
14„PUMP ❑°.."o�.....e."s
LIFTING LUG LAYOUT
LEFT END VIEW
Side View
,e• Fiat Top
Ta
a. ` za• aometr
Bote°m
Top View %•
eo•
1H•
BA RG E R
PRECAST sto,oe
96" I.D. Precast Concrete Manhole
P.o .R. B'r9eKi Sio"�tiv"s`i�es ASTM C-478 Compliant
-hone 8M.8s2.5seo-�a"9eTcoasors.�om °e 6.232015 Eric Barger `°`' P19 See above
^Pump Chamber
T.
35-9 1 /4"
F
A
a
t
6"
1
>
c
f
Xw
V
Iw
Ler
�44
1
2
3
4
5
6
7
8
0
11
2
13L
SHIPPING DIMENSIONS:
^Storage Tank C
To Grade+6" J n.evaAoce>°AEsevea=E�
Access
I THE
ILIEIE
ly
GUIDE LUG
2'-0"
.5°
APPROVAL NEEDED
WAS
TREATN
❑° 12/10/21
14" PUMP ❑.,.„,�,.,""""E.�°�
ORM ❑
LIFTING LUG LAYOUT
LEFT END VIEW
04.27.2023
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DS-7.01

a�'in I '.—V HH
l
ToJ.".
Unit
Note: All components to be 1.25" SCH40
PVC except where noted.
5CHARGE ASSEMBLY
Install Safety Net in Each Access
Riser that does not contain an
1. Prep Ad.Ckannd a III —
Inner Lid
1.,. R.ud,an ee wndFp a 01— a
Ms adopter and U W%
' lame sorely Hat IYNH 2n0 RMr Am •
12 Un a�deon dos and wtpone r
d—d of ae adoptn anad der.
~ 10- �y
The eor;dFp eariaws mua w
RakW gaHHr. wel y
Flat gaNer. e
Cap Nd 1 Look sa/sly
Nut \~ Net y
dean and aY r« a good m .ae
t Jd t Let IM aceton.
d M aomNs[N%
.-1 ' pIY a psad of mNpnmaka�nlats
f� 1 y
aA��eY�,eeJ w 6 �
Rw
gdl— T�0°d0d
tfplcdt one
2P 6-
3. Foldl RYr
HYeae. Oemmt�l«�
3.1. If iw Maranw straeom, align
karzo�
-� as %
v,�„
3.2 F'Yrr;l gees th mer mb the
aawie. ana a.wdaa a a.
Near Y rwlFa iM oawets
(aril-F-adopbrs) r Ms adoper
RYer A� rwi
:::£:. ' .tif
flanqe (wltaa-doan moptre}
TMN Iw oaa roan
rap a mnaeN TW
rYv and
�o��aRanto
Sd * NA&V
>1 A y a was a melnawHa.
Ord» to IM Ndb of Me
rhegrl-NadyaDpteaerrpyl�t
3.1. b,N0. r deal o(otl1 t0 mp"aks�a
tiHaa Aa an tl;e i;Yde of
3.5. ATh,�ppeq y nldnllk� ent b�"!oM
.utr d»r edl end top of talc
Eye BIN
♦. so =and imr Rd are in
pE
ran NeLR volt 1fllE1PA,k1HJ
oe.e.t ekn awe
(HaNM as 1Ye ae
lYN�4s,
9 6
„
1J!
21
:
J
2
3T
NDTE: Ineldl 4 FJng clamps R
4
e
6' (or lergr) Sew Y Ueed
RISER & SAFETY NET
FLEXIBLE PIPE
BACKFILL A/DAPTER AD(—PVCMANIFOUD
tIUI \II(I\IIf tII/tII/\IIf\IIf SEPARATION /
t 1 1 t t 1 1 III
DRIPLINE FLEXIBLE PIPE
(GLUED INTO MANIFOLD)
24" \
USE TRENCH SIDES TO
SUPPORT FLEXIBLE PIPE
PVC TEE'S ON SUPPLY PVC REDUCING TEE
& RETURN MANIFOLDS (ROTATED TO -45')
TRENCH (ROTATED AT-45')
BOTTOM
PPLY AND RETURN LINE CONNECTION DETAIL
ZONE RETURN LINES TO BE
AT OR ABOVE HIGHEST
CHECK VALVE ELEVATION OF DRIP TUBING
(ror m+N- TO PREVENT AIR —LOCKING
BALL AIR RELEASE VALVE Pr, F1e
VALVE AIR RELEASE VALVE
--------------
ZONE SUPPLY 4 O.C.
TYPICAL
COMMON RETURN
TOP -FEED MANIFOLD CONFIGURATION
FLEX PVC OR
BLANK DRIPLINE OR
STANDARD
DRIPLINE
\
PERC-RITE
DRIPLINE
LOCKSLIP
COUPLING
4 FEET MINIMUM
LOCKSLIP
COUPLING
�PERC-RITE
DRIPLINE
DRIP LINE LOOP DETAIL
)NTROL PANEL DETAIL
min 3'
Support
Concrete Support
Strap
Pad 18"x18"x4"__.'
3
I II
�•" I
q
MIN. COVER
Geotextile
I
Gravel
Fabric I I
III
rain Hol
Galvanized
4"x4" Treated Post,,IIII
Elbow
48" burial (min)
I I
I II
FRESHWATER SPIGOT DETAIL
Treated Poet
WARNING:
Trerea ated Poet 'Post
TCCA ISa.
SURFACE
'
%r . s'r �
IRRIGATION"e
zoo 1 dLL Mllfi • AND" 10e0
w�
FIELD
,2.5 Gauge
l n(zed Steel
— STAY AWAY
�."�",�.,a� FenWins
NOTE Four etrende are recommended for the perimeter
\ fence. At a minimum, eignage must be posted to prohibit
OCA oeeess to the dminFleld.
`3.5'x6.5'
Treated Post
3NAGE OR FENCE DETAIL
18" Minimum
Cover over
Supply and
Return Line
AIR RELIEF VALVE DETAIL
VALVE BOX
Air/Vacuum w/
Schrader Valve
n l rn l n e
Undisturbed
Earth
DRIPLINE INSTALLATION
04.27.2023
a: aEiss%b;4'
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DS-7.02

� r
OmM 1V m y. 'wr b
aw . „•
ra
slm IMibn Ib:.m. aaao IMikn
ORKS UNIT 0
',Ma..rruit
Si
it
zr IMibn d• imtw' m d.,x IMibn
ORKS UNIT 4
a.I.e
I I
rdd•
,s IMim
�
! ,
ORKS UNIT 8
�dmYn I yr.y 118' INenb '
Valx
ORKS UNIT 1
ORKS UNIT 5
HEAD VALVE BOX
rd•aaeme
a
48• mibr.IS• 9eY' k �d.IS WYen I
ORKS UNIT 2
ORKS UNIT 6
- r.rt earl sw-s
- SyriiY, IbBm - ]6' (eyynwiJ
, - CrSlraY Imun . � W
- Oplamm ilo.ab - 1.68 „Nn
--
1'm0
Wm - Ca1YmeSole 1/Y mM iMa1N
r collm�ma I �. fan a—.
wx ry.
V-o• - SOISq ,Mr almek rdA
♦r TImW III - cmv.ouoa 1' .b
ss• emtm (rwrj� I II - m"^m^ m.+ro ram s K
III,
9,r.m
T.? III
,•acs.o rocroc O
dll
symbol
Drawing) .Imis./amb
O mr. m
HEAD DETAIL
�C,sart
c.me
rb
I Iy,s
xd' Imw� t uNi'w'6u wM
ORKS UNIT 3
H EADWORKS UNIT 7
I
j RETURN
MANIFOLD INCREASING
SUPPLY ELEVAnON
j MANIFOLD Nr
IMS
-. oa
i
Return Connection Detail
04.27.2023
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DS-7.03

INSTALLATION NOTES
1. Boundary and Topographical information taken from CAA base map. If actual site conditions vary from those shown on
plans, contact Engineer before moving forward.
2. Drip field to be 100' from any off -site residence, 100' from any well, 15' from on -site residence or building foundation,
100' from any surface water, and 50' from any property line (unless otherwise indicated). Sprayheads to be 400' from any
off -site residence and 150' from any on -site residence. Treatment tanks to be 15' from any on -site residence or building
foundation, 100' from any well, and 50' from any surface water. Verification of these setbacks to be performed by contractor.
3. Pre -construction meeting to be held with Certified Installer prior to any construction activities.
4. Actual installation and placement of treatment system to be overseen by Contractor. Contractor to document system
installation with photographs.
5. Contractor shall backfill around all access areas such that storm water is shed away from potential entry points.
6. Invert elevations of all components to be verified in field by contractor to insure proper operation.
7. Engineer inspection(s), installer certification and engineer certification of installed system is required.
8. Contractor to seed and/or mulch disturbed areas to coincide with existing landscape. Area shall not be left with
uncovered soil.
9. 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.
10. All system piping to be SCH40 PVC.
11. All gravity elbows to be long -radius or long -sweeping type elbows.
12. Onsite vacuum and leak test required on all tanks. Vacuum test at 5 inches of Hg for 2 minutes. Leak test for 24-hour
duration with water level at 2 inches above riser connection. Documentation to be provided to Engineer.
13. All risers to have cast -in tank adapters and be single -piece risers Risers shall be secured to cast -in tank adapters per
manufacturer's recommendations. Risers to extend 6" above soil surface and be designed and maintained to prevent surface
water inflow. Risers to be gasketed and secured with four (4) 5/16" diameter screws.
14. All Tank risers to have safety nets or inner lids.
15. Sampling spigot to be installed on Pump Chamber discharge line. A threaded union (or equivalent type of disconnect)
shall be provided in each pump discharge line. Pump discharge piping fittings and valves shall be of compatible
corrosion -resistant material.
16. Mount Control Panel 24" (min.) above finished grade. Panel shall be locked or secured against unauthorized access.
17. Contractor to install Internet line or phone line to VCOM control panel.
18. Electrical service to be installed by licensed electrician under the building permit.
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. Separate circuits for each pump and alarm/control panel are required.
21. 30 days prior to the installation, a grid of 10-30 borings shall be taken across the proposed drainfield to determine
areas where fill may be necessary to maintain 12" separation from the SHWT.
22. Clear all trees less than 8" in diameter (measured at a height 3' from soil surface) from the drainfield.
23. 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.
24. Drainfield area shall be raked of all leaves, pine straw, debris, etc. The accumulated material shall be removed from the
drainfield.
25. Mulching and seeding shall be done prior to laying out drip tubing. Seed and straw drainfield as per project specifications.
26. Manifold supply and return lines shall be installed with a minimum of 18" cover.
27. Blanking shall be installed as necessary. A minimum of 62,998' of emitter tubing is required. To account for potential
blanking, the dripfield layout considers 66,572'.
28. The manifold trenches shall be backfilled by hand in order to protect tubing connections.
29. Drip line to have nominal 4' spacing.
30. Pump Selection:
Irrigation Pumps (2) - Orenco PF2015 1 2
04.27.2023
OPERATION AND MAINTENANCE SCHEDULE:Nl
1. A contractor or other qualified professional should be contacted if you are uncomfortable or unfamiliar with operating this
! ° ., N
system or if system troubleshooting is necessary.
2. Maintenance of this system should be conducted by a certified operator under contract with the homeowner.
3. 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 the system is in alarm mode, the following steps should be taken:
• Pause 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 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 has been designed to accommodate approximately 5.6 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 drip field.
8. It is important to inspect the pump chamber, 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.
9. The location of the supply lines 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 Supply and Return
lines. No heavy vehicles or equipment should be driven over the Supply and Return lines.
10. The dripfield should be inspected weekly to verify proper operation and to ensure driplines have not become damaged.
Clogged or worn drip tubing should be replaced or, in the event of minimal obstruction, cleaned. No heavy vehicles or
o
equipment should be driven over the irrigation area.
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11. Vegetation (grass for this system) in the application area is critical to the operation of the treatment system. The
0 a
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application area should be allowed to remain in a natural state; however, the area should be kept free of fallen trees and
o
invasive weeds. Any saplings or stumps that re -grow should also be removed from the application area by hand and without
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damaging the drip components. The turf should be cut occasionally to keep the turf at a manageable height. Cutting should be
u
performed using a trimmer, scythe, or other method that will not damage the drip tubing. Wheeled or tracked equipment should
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~
not be used. A soil sample should be collected from the drip field area to determine appropriate rates of lime and fertilizer
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application.
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12. System fencing shall be maintained to prevent human contact with the treated effluent and to ensure the vegetation remains
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healthy.
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DS-7.04

04.27.2023
Trenching and Excavation Safety
c equiremen s
The employer must comply with the trenching and excavation requirements of 29 CFR 1926.651 and 1926.652
"Soil classifications stem" means for the purpose of this subpart, a method of categorizing soil and rock
y P P P 9 9
or comparable OSHA -approved state plan requirements.
deposits in a hierarchy of Stable Rock, Type A, Type B, and Type C, in decreasing order of stability. The
(1) Classifcation of soil and rock deposits. Each soil and rock deposit shall be classified by a competent person
(2) Manual tests. Manual analysis of soil samples is conducted to determine quantitative as well as qualitative
categories are determined based on an analysis of the properties and performance characteristics of the
as Stable Rock, Type A, Type B, or Type C in accordance with the definitions set forth in paragraph (b) of
properties of soil and to provide more information in order to classify soil properly.
f Fw.4
deposits and the characteristics of the deposits and the environmental conditions of exposure.
this appendix.
o
`
Inspection of Excavations
P
"Stable rock" means natural solid mineral matter that can be excavated with vertical sides and remain intact
Basis The the deposits be based the least
Plasticity. Mold into ball to it into threads thin
- •€_
..aa-n, "he
OSHA standards require that competent person inspect trenches daily and as conditions change before
while exposed.
(2) of classification. classification of shall made on results of at one
(i) a moist or wet sample of soil a and attempt roll as as
t
worker entry to ensure elimination of excavation hazards. A competent person is an individual who is capable
"Submerged soil" means soil which is underwater or is free seeping.
visual and at least one manual analysis. Such analyses shall be conducted by a competent person using
1/8-inch in diameter. Cohesive material can be successfully rolled into threads without crumbling. For
c I..k,—
s
identifying existing and predictable hazards or working conditions that are hazardous, unsanitary, dangerous
tests described in paragraph (d) below, or in other recognized methods of soil classification and testing such
example, if at least a two inch (50 mm) length of 1/8-inch thread can be held on one end without
to types is to take
"Type
as those adopted by the American Society for Testing Materials, or the U.S. Department of Agriculture
tearing, the soil is cohesive.
ctor
workers, soil and protective systems required, and who authorized prompt corrective
to these hazards
A" means cohesive soils with an unconfined, compressive strength of 1.5 ton per square foot (tsf) (144
textural classification system.
(ii) Dry strength. If the soil is dry and crumbles on its own or with moderate pressure into individual grains
measures eliminate and conditions.
kPa) or greater. Examples of cohesive soils are: clay, silty clay, sandy clay, clay loam and, in some cases,
(3) usual and manual analyses. The visual and manual analyses, such as those noted as being acceptable in
or fine powder, it granular (any combination of gravel, sand, silt). the soil is dry and falls into
Access and Egress
silty clay loam and sandy clay loam. Cemented soils such as caliche and hardpan are also considered Type
A
paragraph (d) of this appendix, shall be designed and conducted to provide sufficient quantitative and
clumps which break up into smaller clumps, but the smaller clumps
ps cann only be broken up with
OSHA standards require safe access and egress to all excavations, including ladders, steps, ramps, or
However, no soil is Type A if:
qualitative information as may be necessary to identify properly the properties, factors, and conditions
difficulty, it may be clay in any combination with gravel, sand or silt. If the dry soil breaks into clumps
affecting the classification of the deposits.
which do not break up into small clumps and which can only be broken with difficulty, and there is no
other safe means of exit for employees working in trench excavations 4 feet (1.22 meters) or deeper.
(i) The soil is fissured; or
(4) Layered systems. In a layered system, the system shall be classified in accordance with its weakest layer.
visual indication the soil is fissured, the soil may be considered unfssured.
These devices must be located within 25 feet Tin meters of all workers.
( )
(ii) The soil is fissured to vibration from heavy traffic pile driving, or similar effects or
O l ' P g'
However, each layer may be classified individually where a more stable layer lies under a less stable layer.
(iii) Thumb penetration. The thumb penetration test can be used to estimate the unconfined compressive
(iii) The soil has been previously disturbed; or
(5) Reclassification. If, after classifying a deposit, the properties, factors, or conditions affecting its classification
strength of cohesive soils. (This test is based on the thumb penetration test described in American
29
Recommendations
(iv) The soil is part of a sloped, layered system where the layers dip into the excavation on a slope of four
change in any way, the changes shall be evaluated by a competent person. The deposit shall be
Society for Testing and Materials (ASTM) Standard designation D2488 - "Standard Recommended
3
Heavy equipment and trucks should stay as far as possible from the edge of any trench.
horizontal to one vertical (4He V) greater; or
reclassified as necessary to reflect the changed circumstances.
Practice for Description of Soils (Visual - Manual Procedure).") Type A soils with an unconfined
o
use pads under stabilizers to minimize ground pressures that could lead to failures.
(v) The material is subject to other factors that would require it to be classified as a less stable material.
compressive strength of 1.5 tsf can be readily indented by the thumb; however, they can be penetrated
"Type B" means:
(d) Acceptable visual and manual tests
by the thumb only with very great effort. Type C soils with an unconfined compressive strength of 0.5
0
(b) Definitions
Cohesive than 0.5 tsf kPa) but less than 1.5
tsf can be easily penetrated several inches by the thumb, and can be molded by light finger pressure.
(i) soil with an unconfined compressive strength greater (48
This test should be conducted on an undisturbed soil sample, such as a large clump of spoil, as soon
"Cemented soil" means a soil in which the particles are held together by a chemical agent, such as calcium
tsf (144 or
(1) usual tests. Visual analysis is conducted determine qualitative information regarding the excavation site
as practicable after excavation to keep to a minimum the effects of exposure to drying influences.lf the
carbonate, such that a hand -size sample cannot be crushed into or individual soil by finger
r coh soils including: angular gravel (similar to crushed rock), silt, silt loam, sandy
(ii) Granular,
io
in general, the soil adjacent to the excavation, the soil forming the sides of the open excavation, and the soil
excavation is later exposed to wetting influences (rain, flooding), the classification of the soil must be
powder particles
in some cases,
loam and, in some cases, silty clay loam and sandy clay loam.
taken as samples from excavated material.
pressure.
(iii) Previously disturbed soils except those which would otherwise be classed as Type C soil.
changed accordingly.
"Cohesive soil" means clay (fine grained soil), or soil with a high clay content, which has cohesive strength.
(iv) Soil that meets the unconfined compressive strength or cementation requirements for Type A, but is
(i) Observe samples of soil that are excavated and soil in the sides of the excavation. Estimate the range
(iv) Other strength tests. Estimates of unconfined compressive strength of soils can also be obtained by
Cohesive soil does not crumble, can be excavated with vertical sideslopes, and is plastic when moist. Cohesive
fissured to
use of a pocket penetrometer or by using a hand -operated shearvane.
soil is hard to break up when dry, and exhibits significant cohesion when submerged. Cohesive soils include
subject vibration; or
of particle sizes and the relative amounts particle sizes. Soil that a primarily composed of
(v) Drying test. The basic purpose of the drying test is to differentiate between cohesive material with
clayey silt, sandy clay, silty clay, clay and organic clay.
that
(v) Dry rock that s not stable; or
mthe
fine-grained material material is cohesive material. Soil composed primarily of coarse -grained sand or
fissures, unfssured cohesive material, and granular material. The procedure for the drying test involves
"Dry soil" means soil that does not exhibit visible signs of moisture content.
(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:1 V), but only if the material would otherwise be classified
gravel is granular material.
(ii) Observe soil as it is excavated. Soil that remains in clumps when excavated is cohesive. Soil that
drying a sample of soil that is approximately one inch thick (2.54 cm) and six inches (15.24 cm) in
"Fissured" means a soil material that has a tendency to break along definite planes of fracture with little
Type B.
diameter until it is thoroughly d
9 Y dry:
resistance, or a material that exhibits open cracks, such as tension cracks, in an exposed surface.
as
breaks up easily and does not stay is clumps is granular.
(A) If the sample develops cracks as it dries, significant fissures are indicated.
"Granular soil" means gravel, sand, or silt (coarse grained soil) with little or no clay content. Granular soil has
"Type
(iii) Observe the side of the opened excavation and the surface area adjacent to the excavation. Crack -like
(B) Samples that dry without cracking are to broken by hand. If considerable force is necessary to
no cohesive strength. Some moist granular soils exhibit apparent cohesion. Granular soil cannot be molded
C" means:
openings such as tension cracks could indicate fissured material. If chunks of soil spall off a vertical
h
break a sample, the soil has significant cohesive material content. The soil can be classified as an
(i) Cohesive soil with an unconfined compressive strength of 0.5 tsf (48 kPa) or less; or
side, the soil could be fissured. Small spalls are evidence of moving ground and are indications of
the be determined.
when moist and crumbles easily when dry.
(ii) Granular soils including gravel, sand, and loamy sand; or
potentially hazardous situations.
unfssured cohesive material and unconfined compressive strength should
"Layered system" means two or more distinctly different soil or rock types arranged in layers. Micaceous
(iii) Submerged soil or soil from which water is freely seeping; or
(iv) Observe the area adjacent to the excavation and the excavation itself for evidence of existing utility and
C If a sample breaks Basil b hand it is either a fissured cohesive material or a granular material.
(C) P Y Y 9
To distinguish between the two, the dried clumps of the sample b hand or stepping
seams or weakened planes in rock or shale are considered layered.
(v) Submerged rock that is not stable, or
other underground structures, and to identify previously disturbed soil.
pulverize
9 P P P Y Y PP 9
"Moist soil" means a condition in which a soil looks and feels damp. Moist cohesive soil can easily be shaped
iv) Material in sloped, layered system where the layers dip into the excavation or a slope of four
(v) Observe the opened side of the excavation identify layered systems. Examine layered systems to
on them. If the clumps do not pulverize easily, the material is cohesive with fssures.lf they
into a ball and rolled into small diameter threads before crumbling. Moist granular soil that contains some
horizontal to one vertical (4H:1 V) or steeper.
o
ti
identify if the layers slope toward the excavation. Estimate the degree of slope of the layers.
pulverize easily into very small fragments, the material is granular.
cohesive material will exhibit signs of cohesion between particles.
(vi) Observe the area adjacent to the excavation and the sides of the opened excavation for evidence of
"Plastic" means a property of a soil which allows the soil to be deformed or molded without cracking, or
"Unconfined compressive strength" means the load per unit area at which a soil will fail in compression. It
surface water, water seeping from the sides of the excavation, or the location of the level of the water
U ;_
appreciable volume change.
can be determined by laboratory testing, or estimated in the field using a pocket penetrometer, by thumb
table.
� O
"Saturated soil" means a soil in which the voids are filled with water. Saturation does not require flow.
penetration tests, and other methods.
(vii) Observe the area adjacent to the excavation and the area within the excavation for sources of vibration
(1) U
Saturation, or near saturation, is necessary for the proper use of instruments such as a pocket penetrometer or
"Wet soil" means soil that contains significantly more moisture than moist soil, but in such a range of values
that may affect the stability of the excavation face.
� N a)sheer
vane.
that cohesive material will slump or begin to flow when vibrated. Granular material that would exhibit cohesive
O O N
properties when moist will lose those cohesive properties when wet.
w
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EXCAVATIONS IN TYPE A SOILS
EXCAVATIONS IN TYPE B SOILS
EXCAVATIONS IN TYPE C SOILS
EXCAVATIONS IN LAYERED SOILS
N O
All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 3/:1.
All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 1:1.
All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 11/z:1.
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.
U
ate+
L
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12' Max
Z
20' Max
20' Max
B
L0
•i Z x
1/z
s��
20' Max
— — —
3/4
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Exception: Simple slope excavations which are
A
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open 24 hours or less (short term) and which
are 12 feet or less in depth shall have a
3/4
maximum allowable slope of ;12:1
SIMPLE SLOPE
SIMPLE SLOPE
B OVER A
All benched excavations 20 feet or less in depth shall have a maximum
allowable slope of 1:1 and maxium bench dimensions as follows:
�
Al excavations 20 feet or less in depth which have vertically sided lower portions that are
C
V
1
5'3/4
20' Max. 4 20lk�l
This bench allowed in
cohesivesoilAO
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.
J
lY
4' Max.
20' Max
3/4
O
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1
� P
SIMP E BENCH MUL IPLE BENCH
C OVER A
� N
3/41
4' Max.
m
All benched excavations 20 feet or less in depth shall have a maximum allowable slope of
N
and maxium bench dimensions as follows:
SINGLE BENCH
C
N
—(
8' Max.
This bench allowed in
20' Max. cohesive soil only.
20' Max.
18" Min.
B
O W
(a (n H N
�+ Q Z
3.5' Max. 334 ix
4' Max.
C OVER B
O N �
3.5' Max.
4' Max.
N N
All excavations 8 feet or less in depth
�
0
which have unsupported vertically sided
MULTIPLE BENCH
A
lower portions shall have a maximum
VERTICALLY SIDED LOWER PORTION
— —
All excavations more than 8 feet but not more
vertical side of 3%2 feet. than 12 feet in depth with unsupported vertically
g
sided lower portions shall have a maximum
All other sloped excavations shall be in accordance with the other options permitted in § 1926.652(b).
allowable slope of 1:1 and a maximum vertical
All excavations 20 feet or less in depth which have vertically sided lower portions that are
side of 3%2 feet.
supported or shielded shall have a maximum allowable slope of 1:1. The support or shield system
A OVER B
i
must extend at least 18 inches above the top of the vertical side.
1--
All excavations 20 feet or less in depth which have vertically sided lower portions that are supported or
W
shielded shall have a maximum allowable slope of 314:1. The support or shield system must extend at
A
LL
least 18 inches above the top of the vertical side.
��
Q
— — — — —
in
Z
C
1 Y
1
�
1
20' Max.
A OVER C
Q
\ \3/4
18" Min.
Q
20' Max.
1
7B
C)18"
1h
X
Min.
— — — — —
W
C 1
1Y3
VERTICALLY SIDED LOWER PORTION
B OVER C
DS-7.05
All other simple slope, compound slope, and vertically sided lower portion excavations shall be in
All other sloped excavations shall be in accordance with the other options permitted in § 1926.652(b).
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).

Appendix J
Specifications

Z;�' 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
Mulberry Farm
Irrigation System
Madison County
Project Specifications
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
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SEAL:
024582 -psi [
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Client: Mulberry Farm - Madison, LLC
c/o Kevin Davis
1126 Upper Thomas Branch Rd
Marshall, NC 28753
Property Location: Mulberry Farm - Madison, LLC
c/o Kevin Davis
1126 Upper Thomas Branch Rd
Marshall, NC 28753
Madison County
Project Engineer: Kevin D. Davidson, P.E.
Agri -Waste Technology, Inc.
501 N. Salem Street
Suite 203
Apex, NC 27502
Date: June 2, 2023

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
Pump Chamber and Storage Tanks
5.2
Piping
5.3
Electrical Requirements
6.0
Component Specifications
6.1
Pump Chamber
6.2
Storage Tanks
6.3
Access Risers
6.4
Irrigation Pumps
6.5
Control Panel and Rain Sensor
6.6
Dripfield Components (Dosing)
6.7
Spray Head Components (Flushing)
6.8
Headworks
6.9
Spin Flush Return Chamber

1.0 General Project Specifications
1.1 Project Description
The wastewater system designed for the School of Wellness and Enlightenment is composed of a
collection/conveyance system, a treatment system, a sub -surface irrigation system, and a surface
irrigation system. The collection/conveyance, treatment, and sub -surface irrigation systems are
permitted independently from the surface irrigation system, which is to be permitted through the
State.
The surface irrigation system will receive a maximum of 10,000 gpd from the treatment system
during the active season of March 7 — October 31. NO effluent is to be sent to the surface irrigation
system outside of this period. During the reduced capacity season, November 1 — March 6, all
wastewater generated will be directed to the sub -surface irrigation system exclusively, with the daily
flow not to exceed 5,000 gpd.
The surface irrigation system will consist of a pump chamber housing two pumps (receiving effluent
directly from the treatment facility), three fiberglass storage tanks (20,000-gal capacity each), a
headworks unit (housing a flow meter and spin filter), a riser chamber (with 4" effluent filter) for
spin filter flushing, 8 irrigation supply line headworks housing supply solenoid valves for each zone,
3 irrigation return headworks housing common return line solenoid and ball valves, and 6 spray
heads to be used when flushing zones (separated in two groups of three sprayheads), all controlled
by a TCOM control panel. The surface drip irrigation system covers approximately 6.113 acres.
Effluent enters the pump chamber from the treatment facility. This chamber fills until a "timer
enable" float is engaged, then pumps the effluent out of the chamber using the two pumps to the
irrigation field. During wet weather conditions when the field is unable to be irrigated, the effluent
will flow into the three storage tanks with a cumulative capacity of 60,000 gallons. The effluentwill
flow back and forth from chamber to tanks via 6" PVC pipe to be bottom connected to each storage
tank with two 6" boots 48" from the exterior bottom of the chamber. Vented lids are required for
storage tanks.
As the conditions become suitable for the system to apply effluent to the dripfield, effulent will
pump out of the chamber to a headworks unit (labelled `Headworks 0' in the design) housing a now
meter and spin filter. From Headworks 0 effluent will flow via the main supply line to the dripfield.
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 chamber, pass through a 4" effluent filter.
For the standard case of effluent heading through Headworks 0 en route to the dripfield, it will be
carried through a 2" supply line that splits to send flow to each supply irrigation headworks unit.
Each supply irrigation headworks houses the solenoid valves associated with the three to four zones
directly below the unit in elevation. The supply lines to each zone after the associated solenoid valve
will direct flow downhill to each zone's supply manifold. Manifolds are composed of 2" to 0.5"
PVC T-splitters with a pressure regulator prior to the splits and an air release valve after. The 0.5" T
will connect to supply feeder lines (0.5" diameter) which supply effluent to the drip tubing. The drip

tubing will fill until it is pressurized. The emitters will then engage and the dripfield will be irrigated
evenly with the dose volume.
At the other end of each individual lateral will be return feeder lines leading to a return manifold,
which features an air release valve, check valve, and ball valve. During dosing conditions, two zones
will be dosed simultaneously. During flushing conditions (occasional) a single zone will be flushed
at a time; effluent will be sent via the common return line to a return irrigation headworks unit ahead
of a set of three spray heads. The return headworks unit features a solenoid valve and ball valve.
Spray heads will receive effluent, become pressurized, and emit effluent with a maximum radius of
41'. This final step completes the surface irrigation design.
1.2 Site Description
The project site consists of the property located off 1126 Upper Thomas Branch Road, Marshall,
NC 28753 in Madison County. The multi -use campus facilities are located to the east of the
surface dripfield area.
The wooded drainfield 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 unit and the drip
field. 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 one venue and single-family
residences. The dripfield is to be located a minimum of 100' from any off -site residence and 50'
from any property line or right-of-way.
1.4 Soils and Water Table
The soil type within the proposed irrigation area is Evard/Cowee complex and Clifton/Clifton
Complex. There is greater than 12" to the seasonal high-water table.

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.

TREE WOUND
TRIM AND TAPER
Figure 1. Trim bark wounds with a tapered cut, then apply tree paint.
COLLA
R
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 steeperthan 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 may be
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 ft', 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 Fiberglass 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 DWV.
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 Pump Chamber
- Pump Chamber to be State Approved Tank/concrete riser.
- All 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 2 min with <0.5 in Hg
- Water Test 10 gallons/1000 gallons/24 hr period
- Tank to be installed level on 6" gravel base (#57 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 Storage Tanks
- Storage tanks to be Approved fiberglass tanks.
- 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 or water tested. Passing criteria as follows:
- Vacuum Test 5 in Hg for 2 min with <0.5 in Hg
- Water Test 10 gallons/1000 gallons/24 hr period
- Tanks to be installed level on 6" granular bedding per manufacturer recommendation
- All bottom connections to be approved for use by manufacturer.
- All tanks to utilize 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.
6.4 Irrigation Pumps
- Install pumps per system drawing and manufacturers specifications (included).
- Piping to be SCH 40 Pressure Pipe.

6.5 Control Panel and rain Sensor
- Install per system drawing and manufacturers specifications (included).
- Panel to include audible and visual alarms.
- Panel to be minimum 24" 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.
6.6 Dripfield Components (Dosing)
- Install drip field per system drawings.
- Drip field shall be cleared of small brush, debris and vegetation by hand or with small
tracked equipment.
- Install perimeter signage indicating irrigation area per system drawings.
6.6 Spray Head Components (Flushing)
- Install spray heads per system drawings.
- Supply lines to spray heads to run on contour, centered between emitter tubing runs.
- Install perimeter signage indicating irrigation area per system drawings.
6.9 Irrigation Headworks
- Install headworks per system drawing.
- Install headworks on 6" gravel base.

Pump Chamber

Side View
Flat Top
27' diameter B. — 16'
ARGER
PRECAST
C.R. Barger & Sons Inc.
P.O. Box 370 - Kingston H 37763
Phone [phone] - BargerAndSons.com
1) 96" ID 8" Flat Top
Flat Top / 2 riser openings &
8" - 7,000 Ib.
1 - 1 ,5 renco cast -in -place
16" - 14,000 Ib. riser adaptors
Manhole Base Preformed Invert Detail
Custom Heights
Available in all pieces
Riser Weights
12" - 3,500 Ib.
24" - 6,100 Ib.
36" - 9 200 Ib.
48-12,30011b. (1) 96" ID, 48" Riser Section
60"-15,300l1b. (1) 96" ID, 60" Riser Section
7 1 ,5
84" - 21,500 Ib.
96" - 24,500 Ib.
Base Weights Top View
12" - 10,500 Ib.
24" - 13,100 I b.
36"-16,200 lb. 1) 96" ID,
60" _ 22,30o Ib: 60" Monolithic
Base
84" - 28,500 Ib.
96" - 31,500 Ib.
Specifications
Concrete: 5,000 psi minimum 28 day compressive strength
Reinforcing: Per ASTM C478 with design calculations performed by a Licensed P.E. Minimum
2" cover of all reinforcing steel.
Pipe Penetrations: All pipe penetrations are placed according to job requirements.
Pipe Seals: All pipe boots will meet ASTM C 923.
Sealant: Sealant used will meet ASTM C 990.
Steps: On 16" centers unless otherwise specified.
Preformed Invert: As required by plans or governing specifications.
96" I.D. Precast Concrete Manhole
ASTM C-478 Compliant
6.232015 1Drawn By' Eric Barger 11pprox. Weight: See above

Storage Tanks

GENERAL NOTES
�_2'-0" -I i - + 2'-0" (TYP) - - - I- 2'-0"_A
iY
Y
SHIPPING DIMENSIONS:
10'-4 1 /4" WIDE X 10'-5 1 /4" TALL X 35-9 1 /4" LONG
BILL OF MATERIALS
ITEM
QTY
SIZE
ITEM DESCRIPTION
MATERIAL
ITEM
QTY
SIZE
ITEM DESCRIPTION
MATERIAL
A
1
30"
ACCESS OPENING W/ ALIGNMENT RING (30" ID)
FRP
N
1
24" X 24" PUMP PLATFORM
FRP
B
1
30"
ACCESS OPENING W/ ALIGNMENT RING (30" ID)
FRP
O
1
24" X 24" PUMP PLATFORM
FRP
C
1
30"
ACCESS OPENING W/ ALIGNMENT RING (30" ID)
FRP
P
1
24" X 24" PUMP PLATFORM
FRP
D
1
30,,
ACCESS OPENING W/ ALIGNMENT RING (30" ID)
FRP
Q
1
LIFTING LUG
STEEL
E
1
30"
ACCESS OPENING W/ ALIGNMENT RING (30" ID)
FRP
R
1
LIFTING LUG
STEEL
F
1
30"'
RISER 24" TALL W/ BOLT ON LID & ADAPTERS
FRP
S
1
LIFTING LUG
STEEL
G
1
30"
RISER 24" TALL W/ BOLT ON LID & ADAPTERS
FRP
T
1
LIFTING LUG
STEEL
H
1
30"
RISER 24" TALL W/ BOLT ON LID & ADAPTERS
FRP
U
1
LIFTING LUG
STEEL
1
1
30"
RISER 24" TALL W/ BOLT ON LID & ADAPTERS
FRP
V
1
LIFTING LUG
STEEL
J
1
30"
RISER 24" TALL W/ BOLT ON LID & ADAPTERS
FRP
W
6
236" LONG D-LUG HOLD DOWN STRAPS
FRP
K
1
6"
SANITARY INLET TEE ASSEMBLY
PVC S40
X
12
3/4" X 18" JAW TO JAW TURNBUCKLES
GALV.
L
1
6"
SS SHIELDED FLEXIBLE COUPLING
PVC
Y
4
18" X 8.75" X 18'-0" LONG PRE -CAST DEADMEN
CONC.
M
1 1
1
124" X 24" PUMP PLATFORM
JFRP
"<
I STRAP LOCATIONS
2700
91
Y
Y
337.50 22.50
T 00 U
�Q J �R
/.---\67.50
2'-0"
1800
LIFTING LUG LAYOUT
LEFT END VIEW
1. NOZZLES PROJECT MIN. 2" INTO TANK.
2. FIBERGLASS TANK SOLUTIONS RECOMMENS THAT
EACH TANK BE WATER FILLED (HYDRO TESTED) FOR A
24 HOUR PERIOD AFTER THE TANK IS INSTALLED.
3. TANK IS DESIGNED FOR ATMOSPHERIC PRESSURE
STORAGE ONLY. FAILURE TO OBSERVE THIS COULD
RESULT IN TANK FAILURE AND VOID TANK WARRANTY.
4. DO NOT ENTER TANK UNLESS FEDERAL & STATE
O.S.H.A. TANK ENTRY PROCEDURES HAVE BEEN
FOLLOWED.
5. ALL ELECTRICAL AND MECHANICAL CONNECTIONS BY
OTHERS.
6. ALL DIMENSIONS ARE IN INCHES UNLESS OTHERWISE
NOTED.
7. ANYTHING NOT LISTED IN THIS DRAWING IS NOT
PROVIDED BY FTS.
8. FIBERGLASS TANK SOLUTIONS WILL FABRICATE PER
THE FINAL APPROVED DRAWING. IT IS THE REVIEWING
AUTHORITY'S RESPONSIBILITY TO REVIEW THE
DRAWING TO ASSURE ACCURATE PLACEMENT OF
DEGREE, RADIUS, ELEVATION, ETC... OF ITEMS LISTED
FOR THE TANK.
9. WARRANTY WILL BE VOIDED FOR NONPAYMENT OR
LATE PAYMENT.
10. VESSEL MUST BE DIRECTLY VENTED TO
ATMOSPHERIC USING A GOOSENECK OR MUSHROOM
VENT, AND VENT MUST NOT BE CONNECTED TO A
FUME COLLECTION SYSTEM. VENT OPEN AREAS MUST
EXCEED COMBINED AREAS OF ALL OUTLETS (IN
WORST CASE UPSET CONDITIONS).
GUIDE LUG
(TYP 2)
APPROVAL NEEDED
PRODUCTION NOTES
TANK DIA.:
10'-0"
DBL. OR SGL. WALL
SINGLE WALL
TANK ST. WALL:
32'-0" ST. WALL
35'-9 1 /4" OVERALL
TANK THICKNESS:
SEE LAMINATION
SEQUENCES
VESSEL CONTENTS:
WASTEWATER
VESSEL CAPACITY:
20,000 GALLONS
EST. EMPTY WEIGHT:
10,000 LBS
BOLTING MATERIAL:
SS 316
GASKET MATERIAL:
NEOPRENE
EXT. SURFACE
COLOR:
WHITE (HOT -COAT)
SPECIFIC GRAVITY:
1.00
DESIGN PRESSURE:
ATMOSPHERIC
DESIGN
TEMPERATURE:
AMBIENT
SEISMIC LOADING:
NONE
LINER VEIL:
C-VEIL
LINER RESIN:
GP
TOTAL LINER
THICKNESS:
120 MIL MINIMUM
STRUCTURALTYPE:FW/CHOP
STRUCTURE RESIN:
GP
CATALYST SYSTEM:
MEKP
NOZZLE RATING:
50 PSI
POSTCURE:NONE
900
PLEASE CHECK NOZZLE LOCATIONS AND MEASUREMENTS SHOWN. NOTE ALL
CHANGES IN RED AND RETURN PRINT. BY SIGNING APPROVAL, THIS IS AN
AGREEMENT THAT ALL CHANGES ARE COMPLETE AND FINAL BY CUSTOMER.
APPROVED, WITH NO CHANGES
24" X 24" PUMP APPROVED, WITH REVISIONS
PLATFORM NOT APPROVED, RESUBMIT
APPROVED BY:
DATE:
4B ELEVATION VIEW
SW 10' X 20K
WASTEWATER
AQWA- JAMAICA, VA
WASTEWATER
12/10/21 1 JACK 1 00
.41111k
<< Fiberglass Tank
SOLUTIONS
Mailing: P.O. BOX 326, Montreal, MO 65591
MFG: 147 Opportunity Rd.,
Camdenton, MO 65020
P:573-317-9620

Tank Shell
Drawings
& Charts
Fiberglass
SOLI
Tank

Single Wall
Nominal Capacity
Mailing: P.O. BOX 326,
Montreal, MO 65591
MFG: 147 Camdenton Bus. Prk. Dr.,
Camdenton, MO 65020
P: 573-317-9620
www.fgtsolutions.com

I I 2'-011
- - -
o
r
24'-0" -
27'-9 1 /4"
0
0
r
0
0
r
1- 2'-0"
- 32'-0" -
35-9 1 /4"
2'-0" -� �-
15,000 GALLONS
r 50'-0"
53'-9 1 /4"
20,000 GALLONS
(3) 20,000-gal,
10' diameter
storage tanks
25,000 GALLONS
30,000 GALLONS

{� Fiberglass Tank
SOLUTIONS
Tank Diameter
Nominal
Actual Capacity
St. Wall Length
Overall Length
Estimated
(Ft.)
Capacity (Gal.)
(Gal.)
(Ft./ In.)
(Ft./ In.)
Weight (LBS)
Strap Qty
10,000
10,396
26'-0"
28'-9"
3,570
4
11,000
11,148
28'-0"
30'-9"
3,813
4
12,000
11,900
30'-0"
32'-9"
4,131
4
13,000
13,404
34'-0"
36'-9"
4,617
6
14,000
14,156
36'-0"
38'-9"
4,860
6
8 Ft.
15,000
14,908
38'-0"
40'-9"
S,103
6
16,000
16,412
42'-0"
44'-9"
5,664
6
17,000
17,164
44'-0"
46'-9"
S,907
6
18,000
17,917
46'-0"
48'-9"
6,150
6
19,000
19,421
50'-0"
42'-9"
6,636
6
20,000
20,173
52'-0"
54'-9"
6,879
6
7,000
7,087
10'-0"
13'-9"
2,376
4
8,000
8,262
12'-0"
15'-9"
2,682
4
9,000
9,437
14'-0"
17'-9"
2,988
4
10,000
10,612
16'-0"
19'-9"
3,295
4
11,000
11,787
18'-0"
21'-9"
3,601
4
12,000
12,962
20'-0"
23'-9"
3,907
4
10 Ft.
13,000
12,962
20'-0"
23'-9"
3,907
4
14,000
14,137
22'-0"
1
25'-9"
l
4,331
4
20,000
20,012
32'-0"
35'-9"
5,744
6
25,887
42 -0
NEENEENTEIII25,000
45 -9
7,275
8
30,000
30,587
50'-0"
53'-9"
8,593
10
35,000
35,288
58'-0"
61'-9"
9,818
12
40,000
39,988
66'-0"
69'-9"
11,043
14
10,000
10,543
10'-0"
14'-7"
4,198
4
11,000
11,377
11'-0"
15'-7"
4,635
4
12,000
12,222
12'-0"
16'-7"
4,786
4
13,000
13,066
13'-0"
17'-7"
4,937
4
14,000
14,755
15'-0"
19'-7"
5,525
4
15,000
15,600
16'-0"
20'-7"
5,675
6
16,000
16,444
17'-0"
21'-7"
6,112
6
12 Ft.
17,000
17,289
18'-0"
22'-7"
6,263
6
18,000
18,133
19'-0"
23'-7"
6,414
6
19,000
19,822
21'-0"
25'-7"
7,002
6
20,000
20,666
22'-0"
26'-7"
7,152
6
21,000
21,511
23'-0"
27'-7"
7,589
6
22,000
22,355
24'-0"
28'-7"
7,740
6
23,000
23,200
25'-0"
29'-7"
7,891
8
24,000
24,044
26'-0"
30'-7"
8,328
8
Mailing: P.O. Box 326
Montreal, MO 65591
MFG: 147 Camdenton Bus. Prk. Dr. www.fgtsolutions.com
Camdenton, MO 65020 Phone: [phone]

Tank Application
Draw'ings
Fiberglass
SOLI
Tank

BASIC SINGLE COMPARTMENT SEPTIC TANK
BILL OF MATERIALS
ITEM
DESCRIPTION
ITEM
DESCRIPTION
A
024" ACCESS OPENING
E
4" PVC SCH40 PIPE STUB
B
024" PVC RISER W/ BOLT ON LID
F
4" PVC SCH40 GOOSENECK VENT ASSEMBLY
C
4" PVC SCH40 INLET PIPE W/ SANITARY TEE ASSEMBLY
G
STEEL LIFTING LUGS
D
4" PVC SCH40 OUTLET PIPE W/ SANITARY TEE ASSEMBLY
H
4" SS SHIELDED FLEXIBLE COUPLING
14116,
f( Fiberglass Tank
SOLUTION`
www.fgtsolutions.com F[)AIE:5/17/2021
AWN BY JACK
Phone:[phone]
Mailing: P.O. BOX 326, Montreal, MO 65591
MFG: 147 Opportunity Rd.,

STORMWATER DETENTION TANK
(H-20 LOAD RATED)
NOTE: ' CUSTOMER SUPPLIED ITEM
BILL OF MATERIALS
ITEM
DESCRIPTION
ITEM
DESCRIPTION
A
030" ACCESS OPENING
H
12" SS SHIELDED FLEXIBLE COUPLING
B
030" PVC RISER PIPE W/ BOLT ON LID
1
8" FLANGE NOZZLE W/ FULL BOT. REINFORCEMENT
C
024" ACCESS OPENING
J
8" FLANGED SS BRAIDED FLEXIBLE CONNECTOR
D
024" PVC RISER PIPE W/ BOLT ON LID
K
4" HALF COUPLING, NPT
E
036" H-20 RATED STEEL MANHOLE RING & COVER
L
4" VENT LINE
F
030" H-20 RATED STEEL MANHOLE RING & COVER
ISTEEL LIFTING LUGS
G
12" FRP INLET PIPE
<< Fiberglass Tank
SOLUTIONS
�ERAevNevWWW.fgtsolutions.comJACK
Phone:[phone] E5/17/2021
Mailing: P.O. BOX 326, Montreal, MO 65591
MFG: 147 Opportunity Rd.,

Tank Anchoring
Systems
Fiberglass
SOLI
Tank

C
LY:�
• iC--LYii,t• ♦ y1.=• ♦C= if,t�=♦Tti1--1T
♦Y�ii t� i-•=iCLYvTLZ.T—L�
-,. . :C • . r • ♦r . . •r , r
•r . •r_, r • or . .r•_. •r •� ♦
ANCHORING DIMENSIONS
TANKDIA.
"A"
"B"
"C"
"D"
"E"
"F"
4'
4'-4"
85"
12"
2'-8"
1'-10"
0'-4"
5'
5'-4"
111.5"
12"
3'-2"
2'-1"
0'-7"
6'
6'-4"
145"
12"
3'-8"
2'-0"
1'-3"
8'
8'-4"
181"
18"
4'-8"
3'-0"
1'-2"
10'
10'-4"
236"
18"
5'-11"
3'-4"
1'-10"
12'
12'-9"
300"
18"
7'-1 "
3'-5"
2'-11 "
PROJECT NAME:
CONCRETE
DEADMEN BELOW
TANK BEDDING
08/31 /21 1 JACK 1 00
Allk
Rt Fiberglass Tank
SOLUTIONS
Mailing: P.O. BOX 326, Montreal, MO 65591
MFG: 147 Opportunity Rd.,
Camdenton, MO 65020

u
000 PSI CONCRETE
(QTY. 4) #5 REBAR
ITEM QTY I QTY I QTY JUNIT DESCRIPTION
1 2 2 EA DEADMAN, 12'x12'x12'
1 2 EA IDEADMAN, 12'x12'x16'
2 4 4 4 EA IGALVANIZED ANCHOR POINT
0 0
0 0 0
0 4' TANKS
I TEMI QTY I QTY I QTY I QTY I QTY I QTY I QTY JUNIT DESCRIPTION
1 2 2 4 EA DEADMAN, 12'x12'x12'
1 2 4 EA DEADMAN, 12'x12'x16'
1 2 4 EA IDEADMAN, 12'x12'x18'
2 4 4 4 4 8 8 8 EA IGALVANIZED ANCHOR POINT
0 0 0 0 0 0 0
0 0 0 0 0 0 0
o Ci 6' TANKS
N M -t LL,) f0 OD
I TEMI QTY I QTY I QTY I QTY I QTY I QTY I QTY I QTY I QTY I QTY I QTY I QTY I QTY I QTY JUNIT DESCRIPTION
1 2 2 2 4 4 2 4 2 EA DEADMAN, 12'x12'x12'
1 2 2 4 4 2 4 6 EA DEADMAN, 12'x12'x16'
1 2 4 EA DEADMAN, 12'x12'x18'
2 4 4 4 4 4 8 8 8 8 8 8 12 12 12 EA GALVANIZED ANCHOR POINT
o 0 c g o g g o � � � � � c 8' TANKS
N M W) t0 I, 00 0; O �:: I �! �2 �2
I TEMI QTY I QTY I
QTY I
QTY I
QTY I
QTY I QTY
QTY I
QTY I
QTY I
QTY I
QT`
1
4
4
4
4
1
4
2
6
2
8
4,000 PSI CONCRETE
1 2 2
2
4
4
2 8 8
8
8
8
8 12
16
16
20
24
28
I
O 0
0 0
0
0
O
0
O
0
O O
0 0
O
0
O
0
O
0
O
0
0
0
O. D•
0
O o
o
O
O
O O
O
O
O
O
C
1
Q.
O
�
0)
't
0 N
N
N
0
M
0
o•
8 3/4
o•6.
p o
(QTY. 2) #7 REBAR
(QTY. 2) #6 REBAR
18
DESCRIPTION
DEADMAN, 8 3/4'x18'x14'
DEADMAN, 8 3/4'x18'x18'
DEADMAN, 8 3/4'x18'x22'
GALVANIZED ANCHOR POINT
10' TANKS
SHEET T TLE:
ANCHOR POTNT
ASSEMBLY
SPECTFTCATTONS
DRAWN DATE'. DRAWN BV: REV.
10/28/21 JACK 00
(< F, berglass Tank
SOLUTIONS
Mailing: P.D. BOX 3P6, Montreal, MD o5591
M FG'. 147 Opportunity
Camdenton, MO 65020
P: 573 3175620

•�
12,
12'
.�•
8 3/4'
18'
FIBERGLASS TANK SOLUTIONS PRECAST DEADMEN
- FTS DEADMEN ARE ENGINEERED AND DESIGNED TO BE USED WITH
FTS TANKS. SHEET T Tie:
- IN MULTIPLE TANK INSTALLATIONS EACH TANK REQUIRS ITS OWN PROSPECIFICATIONS
JECT
SET OF DEADMEN. FTS PRECAST
DEADMEN
- FOR CAST IN PLACE OR DEADMEN CONSTRUCTED OFF SITE, REFER
TO FTS INSTALLATION MANUAL AND OPERATING GUIDELINES FOR DRAWN DAT1 DRAM Rev.8
PROPER SIZING AND ANCHOR POINT SPECIFICATIONS. 01/15/20TT DMA
Fiberglass Tank
SOLUTIONS
PO Box 326, Montreal, MO 65591
P'. 5]3-317-9620
FTS
DEADMEN
TANK SIZE
GALLONS
QTY
'L'
APPROX.
WEIGHT
EACH
4'-600
2
12'
1,800 LBS
4'-1,000
2
12'
1,800 LBS
4'-1,500
2
16'
2,400 LBS
6'-1,500
2
1 12'
1,800 LBS
6'-2,000
2
12'
1,800 LBS
6'-3,000
2
16'
2,400 LBS
6'-4,000
2
18'
2,700 LBS
6'-5,000
4
12'
1,800 LBS
6-6,000
4
16'
2,400 LBS
6'-8,000
4
18'
2,700 LBS
8'-2,000
2
12'
1,800 LBS
8-3,000
2
12'
1,800 LBS
8'-4,000
2
12'
1,800 LBS
8'-5,000
2
16'
2,400 LBS
8'-6,000
2
18'
2,700 LBS
8'-7,000
4
12'
1,800 LBS
8'-8,000
4
12'
1,800 LBS
8'-9,000
2
12'
1,800 LBS
2
16'
2,400 LBS
8'-10,000
4
16'
2,400 LBS
8'-11,000
4
16'
2,700 LBS
8'-12,000
4
18'
2,700 LBS
8'-13,000
4
12'
1,800 LBS
2
16'
2,400 LBS
8'-14,000
2
12'
1,800 LBS
4
16'
2,400 LBS
8'-15,000
6
16'
2,400 LBS
10'-10,000
2
22'
3,000 LBS
10'-11,000
2
22'
3,000 LBS
10'-12,000
2
22'
3,000 LBS
10'-13,000
4
14'
1,900 LBS
10'-14,000
4
14'
1,900 LBS
in,-
10'-20,000
4
18'
2,400 LBS
10'-25,000
4
14'
1,00 LBS
2
18'
2,4400 LBS
10'-30,000
6
18'
2,400 LBS
10'-35, 000
2
18'
2,400 LBS
4
22'
3,000 LBS
10 ' -40 , 000
8
18'
.2,400 LBS

PREFFERED METHOD
TANK END VIEW
\\\\\\\\\\\\\ STRAP
TURNBUCKLE
\\\j ANCHOR EXTENSION
\ \ FRP DEADMAN �
(ALTERNATIVE METHODI
40
/\\/\
TANK SHADOW
\/
�12" GRANULAR BEDDING
• The preffered anchoring method, shown on the left side, is to add the 12" granular bedding over the FRP deadmen and
utilize the anchor extension.
• The alternative anchoring method is to set the FRP deadmen on top of the 12" bedding, which may affect buoyancy design.
Contractor to remove the anchor extensions when using this method.
• FRP deadmen must be outside of the tank shadow in order to maximize the soil column directly above the deadmen.
• FRP deadmen can be used with open cut trench excavation or shored hole excavation.
• The FRP deadmen are 12" wide for 4',5', and 6' diameter tanks, 18" wide for 8' diameter tanks, and 24" wide for 10' and 12'
diameter tanks.
II END VIEW I
Alk
Ciberglass Tank
SOLUTIONS
Mailing: P.O. BOX 325, Montreal, MO 65591
MFG: 147 C—demon Bus. P- Or.,
Camden. , MO 65020

-C A C
ANCHORING DIMENSIONS
TANK DIA.
"A"
"B"
"C"
"D"
"E"
"F"
4'
4'-4"
85"
12"
2'-8112"
1'-10114"
0'-4"
5'
5'-4 114"
111.5"
12"
3'-2 314"
2'-1 114"
0'-7"
6'
6-4 114"
145"
12"
3'-8 314"
1'-11 112"
1'-2 314"
8'
10'
8'-4 114"
181 "
18"
4'-11 314"
6'-36 314"
3'-0 112"
3'-4"
1 '-1 314"
1'-10 114"
10'4114"
236"
24"
12'
12'4 114"
288"
24"
1 7'-2 314"
1 3'-8 314"
1 2'-5 112"
�POJECTNAME:
FRP DEADMEN
LAYOUT WI ANCHOR
EXTENSIONS
12/10/20 I JAC K 1 00
...
(C F berglass Tank
SOLUTIONS
Mailing. P.O. BOX 326, Montreal, MO 65591
MFG: 147 Camdenton Bus. Prk. Dr.,
Camdenton, MO 65020
P: 573-31 7-9620

4
a
w
a
w
w
z g,
Of
Q
M
w
CD
z
w
J
ISOMETRIC VIEW
1 '-0"
TOP VIEW
v
6„ PIVOT POINT
SHEET TITLE
® N DEADMAN
PROJECT NUMBER..
PROJECT NAME.
1 /2" FIBERGLASS
L —1 — 6-0" 11-01, DEADMEN
DRAWNDATE DRAWN BV. REV
10/13/20 JACK 00
v ,�z
LIA�� RIGHT SIDE VIEW (lFiberglass Tank
FRONT VIEW SOLUTIONS
Malling. PO BOX325 Montreal, MO 55591
MFG. 147 Ca mdenRn Bus. Prk. Dr.,
Camdenton, MO 65020
P 57-31]-9620
DEADMEN WIDTH
TANKl7i
DIM. "A"
5'-0"
1 '-0"
8'-0"
1 '-6"
10'-0"
2'-0"

O
AE
(O
TOP VIEW
�yQl ISOMETRIC VIEW
00 +
M60
0
iv 0 6„ A� 3/8"
3/4" LOCKING PIN
SHEET TITLE
ANCHOR POINT
PROJECT NUMBER..
6 L rn 3/8"
r PROJECT NAME.
FIBERGLASS
DEADMEN
DRAWN DATE. DRAWN BV. REV.
1,,0/z�13/20 JACK 00
FRONT VIEW RIGHT SIDE VIEW o Fiberglass Tank
SOLUTIONS
Malling. P O. BOX 325 Montreal, MO 55591
MEG. 141 Cam1 N, Bus. PIT, Dr.,
Camden�0n, MO 65020
P 5]3-317-9620

GALVANIZED STRAP EYE
co
GALVANIZED STRAP EYE
GALVANIZED STRAP EYE
FRP PULTRUDED STRAP
HOLD-DOWN STRAPS
TANK SIZE
STRAP LENGTH "L"
4'
DIA.
8511
5'
DIA.
111.5"
6'
DIA.
145"
8'
DIA.
181"
10'
DIA.
236"
12'
DIA.
300"
DOUBLE D-LUG
8/31/21 JACK 01
f(F berglass Tank
SOLUTIONS
Msill"i P.D. BOX 326, Montreal, MO 65591
MF,3 147 C—dentu, Bus. Pr . Dc,
Ca dsMt-MO 55020

TURNBUCKLE SELECTION GUIDE
TANK SIZE &APPLICATION
TURNBUCKLE
SIZE
Qi4' TANK W/ CONCRETE
N/A
DEADMEN ABOVE BEDDING
04' TANK W/ CONCRETE
3/4" X 9"
DEADMEN BELOW BEDDING
f2i4' TANK W/ FRP DEADMEN
3/4" X 6"
OSTANK W/ CONCRETE
DEADMEN ABOVE BEDDING
N/A
OSTANK W/ CONCRETE
3/4" X 9"
DEADMEN BELOW BEDDING
PJ5' TANK W/ FRP DEADMEN
3/4" X 6"
06' TANK W/ CONCRETE
DEADMEN ABOVE BEDDING
N/A
H6' TANK W/ CONCRETE
DEADMEN BELOW BEDDING
3/4" X 9"
06' TANK W/ FRP DEADMEN
3/4" X 6"
f2i8' TANK W/ CONCRETE
3/4" X 12"
DEADMEN ABOVE BEDDING
PJ8' TANK W/ CONCRETE
3/4" X 12" & 3/4"
DEADMEN BELOW BEDDING
CONN. LINK
OS' TANK W/ FRP DEADMEN
3/4" X 12"
fd10' TANK W/ CONCRETE
DEADMEN ABOVE BEDDING
3/4" X 18"
QJ10' TANK W/ CONCRETE
3/4" X 18"
DEADMEN BELOW BEDDING
�10' TANK W/ FRP DEADMEN
3/4" X 18"
�J12' TANK W/ CONCRETE
3/4" X 18"
DEADMEN ABOVE BEDDING
PJ12' TANK W/ CONCRETE
3/4" X 18"
DEADMEN BELOW BEDDING
�12' TANK W/ FRP DEADMEN
3/4" X 18"
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 1111 11111 l 1111111111111111111111111111111111111111wq�zi
o ° 1 112„ 3/4"-10 UNC, CLASS 2A
5/8"
26" CLOSED EXPANDING TO 44"
28 1/2"
3/4" X 18" JAW TO JAW TURNBUCKLEOff
tO U�11 1/2"3/4"-10 UNC, CLASS 2A o 5/8"
20" CLOSED EXPANDING TO 32"
22 1/2"
3/4" X 12" JAW TO JAW TURNBUCKLE
Co
° 1 1/2" 3/4"-10 UNC, CLASS 2A o
17" CLOSED EXPANDING TO 26"
1'-7 1/2"
N 3/4" X 9" JAW TO JAW TURNBUCKLE
n 3/4"
J—
II II IIII III II II III PROJECT NAME:
1 1 /4" -� JAW TO JAW
�7�5
o TURNBUCKLES
co 3/4"-10 UNC, CLASS 2A DRAWN DATE DRAWNBV: REV.
3/4" CONNECTING LINK �, 1 1/z 08/31/21 JACK 01
/8"
14" CLOSED EXPANDING TO 21" #( Fiberglass Tank
16 1/2" SOLUTIONS
3/4" X 6" JAW TO JAW TURNBUCKLE MalfMF R. O.BOX325, Bhe"I,MO5559'
M, 0' Oamdenton Bus. Prk. Dr.,
Ca doM MO 55020
P: 5]3-31]5520

Tank
Accessories
Fiberglass
SOLI
Tank

030 FRP RISER
024 FRP RISER
030 ACCESS OPENING
024 ACCESS OPENING
QUANTITY:
QUANTITY:
W/ 6" ALIGNMENT RING
W/ 6" ALIGNMENT RING
030" BOLT ON LID \
024" BOLT ON LID
QUANTITY: � x.Y �
QUANTITY:RISER
TO
ADAPTER LID ;x
LID
ADAPTER
T
6' ALIGNMENT
6" ALIGNMENT
RING
(TYP 5 )
(TYP
RING
ISOMETRIC VIEW
J
ISOMETRIC VIEW
3M HAND LAY-UP
3M HAND LAY-UP
(INSIDE ONLY)
ISOMETRIC VIEW
ISOMETRIC VIEW
(INSIDE ONLY)
_
/�� ��
030" ACCESS OPENING
024" ACCESS OPENING
�✓
/2
TOP VIEW
TOP VIEW
TOP VIEW
0
2'-0'
TOP VIEW
�I-
�- 2'-0 1 1/ /2"
FRONT VIEW
SHEET T TLE:
L 2'-5 1/2"
FABRICATION DETAL
1
co 1
PROJECT NAME:
6" ALIGNMENT RUN
T-
& FRP RISER
DRAWN DATE'. DRAWN BV: REV.
0,88/25/21 JACK 00
0=o�2-II
2--6"
Ol Fiberglass Tank
SOLUTIONS
�I 26 6/2�
I 2
—I
2 1 2
FRONT VIEW
FRONT VIEW
FRONT VIEW
Mailing: P.D. BOX 326, Monk 1, MO 65591
MFG 147 Oppa —,, Rd.,
CamdsMon. MO 55020
P: 5]3-317_9_1

•�i �i �i�i �i /i � �i �i �i�i �i�i �i�i �i�i +.�tp _ �9� `'� � �
. , , . � , •��i�i�i�i�i�i�i�i �i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i
•YP• •�• •Y-• •Y•�'� Y•�•YP•Y•YP•Y•�-•YP•YP•Y•�'•Y' �
-
�Y� �Y���Y�•X�Yy!-4 YuLYu��Y�Y�.��Y�-��Y� y!Y:.�-y!Y�.��Y
Em
BOLT ON LID
RISER PIPE
II (I
ACCESS
OTANK END VIEW
PENING
NOTES:
1. SEE UNIVERSAL VALVE TECHNICAL DATA SHEET FOR MANHOLE RING AND COVER SIZES AND MODELS.
2. THE STORAGE TANK AND RISER PIPES MUST BE ISOLATED FROM TRAFFIC LOADS. IF NECESSARY UTILIZE CONCRETE BACKER
ROD, FORMS, OR OTHER BARRIERS TO PREVENT CONCRETE FROM TRANSFERRING LOADS TO THE TANK AND RISER PIPES.
3. FIBERGLASS TANK SOLUTIONS (FTS) IS NOT RESPONSIBLE FOR CONCRETE/ ASPHALT TOP SLAB DESIGN OR REBAR LAYOUT.
4. FOR 012' TANKS A MINIMUM 3'-0" OF GRANULAR BACKFILL IS REQUIRED BENEATH THE CONCRETE TOP SLAB.
5. UNDERGROUND STORAGE TANKS ARE DESIGNED FOR A MAXIMUM BURY DEPTH OF 7'-011, CONTACT YOUR SALES
REPRESENTATIVE FOR DEEP BURY SOLUTIONS.
6. INSURE THERE IS ENOUGH CLEARANCE BETWEEN THE MANHOLE RING AND COVER AND THE RISER PIPE TO ALLOW THE LID TO
BE CORRECTLY OPENED/ REMOVED.
7. WHEN INSTALLING THE TOP SLAB, ALLOW FOR ADEQUATE DRAINAGE AWAY FROM THE TANK OPENING.
8. SEE FTS UNDERGROUND STORAGE TANK INSTALLATION GUIDE FOR RECOMMENDED BACKFILL MATERIAL.
II INSTALLA
ITION
H-20 MANHOLE
RING & COVER
07/11 /21 1 JACK 1 00
�l Fiberglass Tank
SOLUTIONS
Mailing: P.D. BOX 326, Montreal, MO 65591
MFG'. 147 Opportunity Rd.,
CamdsMon. MO 55020

TANK SHELL
MEX MEAD BOLT
SPLITFLAT WASHER
•CK WASHER
IF F NUT
FIBERGLASS FLANGE
rr yrrrrrrOr,"y��'
r
NEOPRENE..
SS BRAIDED FLEX CONNECTOR
Fl
DIMENSIONS
FLANGE SIZE
2"
3"
4"
6"
8"
101,
12"
14"
FLANGE O.D.
6 1 /2"
8"
9 1 /2"
11 1 /2"
14"
16 1 /2"
19 1 /2"
21 1 /2"
CONNECTOR LENGTH
12"
14"
11 3/4"
14 1/8"'
5 3/8"
17 3/4"
18 3/8"
20"
BOLT DIAMETER
5/8"
5/8"
5/8"
3/4"
3/4"
7/8"
7/8"
1"
BOLT LENGTH
2 1/2"
3"
3"
3 1/2"
4"
4"
4"
4"
BOLT QUANTITY
4
4
8
8
8
12
12
12
SLEEVE DIAMETER
8"
10"
10"
12"
16"
18"
24"
24"
NOTES:
• THE PIPE SLEEVE IS MEANT TO RELIEVE PRESSURE ON THE
SS BRAIDED FLEX CONNECTOR CREATED BY THE DOWNWARD
SHEETTITLE.
FORCE OF THE BACKFILL.
SS BRAIDED FLEX
• PIPE SLEEVE SHALL BE BEDDED AND BACKFILLED PER FTS
CONNECTOR
INSTALLATION
IMOG.
DRAWN DATE'.
12/17/21
DRAWN BV:
JACK
REV.
00
• FIBERGLASS TANK SOLUTIONS TO SUPPLY GASKETS,
HARDWARE, AND SLEEVE WITH SS BRAIDED FLEX
CONNECTORS.
,�,z
�lFiberglaSS Tank
• PIPE SLEEVE MUST EXTEND PAST THE FLANGES.
SOLUTIONS
Mailing: P.D. BOX "6, Montreal, MD 65591
MFG'. 14] Opportunity Rd.,
CamdsMon. MO 55020

Installation
Handbook
Ak
Fiberglass
SOLI
Tank

:WsomeW
FIBERGLASS UNDER-GR.,,.OUND
ALLATION MANUAL
I i
1
.y
T�-ice
OPERATING GUIDELINES:

1. INTRODUCTION
SAFETY
The following definitions will serve as a guide when reading this manual:
ASL WARNING
Indicates a potentially hazardous situation, which if not avoided could result in death or serious injury.
gilk CAUTION
Indicates a potentially hazardous situation, which if not avoided may result in minor or moderate injury.
CAUTION
A caution without the safety alert symbol indicates a potentially hazardous situation, which if not
avoided may result in property damage.
It is the responsibility of the owner, installer and operator to follow all requirements contained in
these instructions and to comply with all federal, state, and local safety regulations that may apply to
underground horizontal storage tank installation and operations.
No instructions or procedures presented in this document should be interpreted so as to put as risk any
person's health or safety, or to harm any property of the environment.
WARNING
Follow OSHA regulations for excavations. Collapse of excavation walls could result in death or serious injury.
■ Working in and around excavations is dangerous. The Occupational Safety and Health
Administration (OSHA) have specific requirements that must be followed. Prior to beginning work
at the site, the installer should obtain a copy of OSHA's Standard, Part 1926 (Construction), Subpart
P -Excavations. A copy of this standard is available free of charge at OSHA's Web site
(www.osha.gov).
■ Careless activity or reckless operation of equipment can cause death, serious injury or property
damage.
■ It is important to follow the procedures and instructions in this document in order to safely and
properly install an FTS underground horizontal storage tank. Failure to follow these instructions
will void FTS' obligations under the limited warranty and may cause product failure, serious
personal injury or property damage. A copy of the relevant FTS limited warranty is found in the
printed material that accompanies each tank, and on the FTS website (www.fgtsolutions.com).
■ The FTS limited warranty applies only to a underground horizontal storage tank installed
according to these instructions. Since FTS does not control the parameters of any installation, FTS
sole responsibility in any installation is that presented in the limited warranty.
■ Comply with all applicable federal, state and local construction, health, safety and environmental
codes, and industry standard practices.
■ For additional information, contact your state, county and city authorities having jurisdiction,
including health, fire or building departments, and environmental agencies. All work must be
performed according to standard industry practices and OSHA regulations.
■ Federal, state and local codes and regulations always take precedence over an FTS requirement.
■ FTS must authorize - in writing and prior to underground horizontal storage tank installation -
any variation to, or deviation from, these instructions. 1

2. PREPARATION FOR INSTALLATION
■ Although FTS Underground Horizontal Storage Tanks (UGT) are rugged, the UGT owner and/or
the UGT owner's representative must take care so that the UGT is not dropped or damaged
during delivery, unloading and handling on the jobsite.
■ Before unloading the underground horizontal storage tank from the truck, the underground
horizontal storage tank owner and/or the underground horizontal storage tank owner's
representative must make sure that all tools or other items that may damage the underground
horizontal storage tank during unloading are removed from the trailer bed.
■ When unloading the underground horizontal storage tank from the truck, the underground
horizontal storage tank owner and/or the underground horizontal storage tank owner's
representative must make sure that the underground horizontal storage tank is secured in such a
way that it does not roll off the truck.
WARNING
Do not allow driver to release straps securing the underground horizontal storage tank to the truck until
■ lifting equipment (such as a crane) is secured to the UGT lifting lug(s). Failure to do so could result in death
or serious injury.
WARNING
■ Always chock the underground horizontal storage tank. The underground horizontal storage tank is heavy
and has a large surface area. The underground horizontal storage tank will roll on sloped surfaces and could
■ be blown about by the wind. Movement of the underground horizontal storage tank could result in death
or serious injury.
■ Before the underground horizontal storage tank is unloaded or relocated on the jobsite, the
underground horizontal storage tank owner and/or the underground horizontal storage tank owner's
representative must complete the following steps:
o Visually inspect the entire exterior surface of the underground horizontal storage tank to make
sure that no shipping or handling damage has occurred. Look particularly for holes, cracks or
deep scrapes. If damage is detected, do not attempt repairs. Contact FTS immediately.
o Sign the shipping papers accepting the underground horizontal storage tank as delivered.
o Be sure that all equipment used to lift the underground horizontal storage tank is rated to
handle the load.
o Select a solid, level area to place the underground horizontal storage tank, and clear that area of
all rocks, trash and debris.
■ When hoisting the underground horizontal storage tank follow these instructions: (See figures 2-1-
2-2)
o To unload these UGT, use the lifting lugs that are situated on top of the underground
horizontal storage tank in its rotated position. To install the underground horizontal storage
tank, carefully rotate the underground horizontal storage tank to its upright position and then
use all lifting lugs situated on top of the underground horizontal storage tank in its
upright position. (See FIGURES 2-1 - 2.2)
o Do not wrap chain or cable around the underground horizontal storage tank.
o Use guide ropes to guide the underground horizontal storage tank when needed.
o Do not roll the underground horizontal storage tank to move it.
Whenever a underground horizontal storage tank is temporarily placed aboveground at the site,
chock it in place to prevent rolling. Tie the underground horizontal storage tank down if high winds
are expected. (See Figure 2-3)
Whenever a underground horizontal storage tank is temporarily placed above the ground in a 2
situation in which there could be freezing temperatures, always take extra care so that water does not
accumulate in a way that could result in damage to the underground horizontal storage tank or any
internal components.

■ Excavate a hole large enough to accommodate basin, underground piping, backfill material, and
adequate working space.
■ When using multiple lifting lugs, the angle of the lifting sling should never exceed 30 degrees. When a
situation arises that the angles will be greater than 30-degree, utilize a spreader bar to achieve an
acceptable angle degree - see FIGURE 2-4 & .
STEP 1
FIGURE 2-1
Top of tank in rotated posit! an
lifting lugs to be Lifting I ugs to be
etsed whentankisin usedwhen tankis in
upiyht position rotated position
Top of tank in upright posit! an
Lifting I ugs tote
used when tankis in
upright position
Step 3
Figure 2-3
RGURE 2-2
STEP 2
FIGURE 2-2
3

3. Backfill Mate
■ FTS underground horizontal storage tank must be installed using pea gravel, crushed stone or select
backfill as the backfill material.(See FIGURE 3-1.)
■ When using rounded stone, the material is to be a mix of rounded particles, sizes between 1/8 inch and 3/4
inch. The rounded stone must conform to the specification of ASTM C-33, paragraph 9.1, sizes 6, 67 or 7.
■ When using crushed stone, the material is to be mix of angular particles, sizes between 1/8 inch and 1/2 inch.
The crushed stone must conform to the specifications of ASTM C-33, paragraph 9.1, sizes 7 or 8.
■ If material which meets these specifications is not available, contact FTS at 573-317-9620.
TABLE 1— Standard size of coarse aggregate meeting FTS' rounded gravel Specifications.
Amount of material assin through each laboratory sieve iven as Dercenta a of total weight.
6
100%
90-100%
20-55%
0-15%
0-5%
-
Grade Number
67
100%
90-100%
-
20-55%
0-10%
0-5%
7
-
100%
90-100%
40-70%
0-15%
0-5%
Sieve Size
`
a
3/8 inch
0.187 inch
0.094 inch
1 inch
% inch
% inch
25.0 mm
19.0 mm
12.5 mm
9.5 mm
4.75 mm
2.36 mm
No. 4
No. 8
Note: Standard sizes of coarse aggregate per ASTMD-448, ASTM C-33 and AASHTO M 43.
TABLE 2 — Standard sizes of coarse aggregate meeting FTS' crushed stone specifications.
Amount of material passing through each laboratory sieve given as percentage of total weight.
7
-
100%
90-100%
40-70%
0-15%
0-5%
Grade Number
8
-
-
100%
85-100%
10-30%
0-10%
Sieve Size
f
3/8 inch
0.187 inch
0.094 inch
1 inch
% inch
% inch
25.0 mm
19.0 mm
12.5 mm
9.5 mm
4.75 mm
2.36 mm
No. 4
No. 8
Note: Standard sizes of coarse aggregate per ASTM D-448, ASTM C-33 AND AASHTO M 43.
4

4. INSTALLATION
GENERAL EXCAVATION PARAMETERS
WARNING
Follow OSHA regulations for tank excavations. Collapse of excavation walls could result in death or serious
injury.
■ The installing contractor must take all precautions necessary to protect employees working in or
near a tank excavation. These precautions should include but are not limited to the following.
■ Locate and protect any utility installations near the excavation before opening the excavation.
■ Secure the walls of the excavation. Footing
■ Protect employees from hazards associated
with water accumulation in the excavation. 1 —
■ Erect barricades, etc. to prevent unauthorized �-
vehicle or pedestrian traffic Shadow of I M Ell TITI -1
1111
as*Angle IIIII IIIII I� I� = IIII
■ Inspect a minimum of once a day, the
excavation and surrounding area.
■ For additional information on excavation,
trenching and shoring safety practice, consult I I =III
OSHA's Standard, Part 1926, Subpart P Tank
(Excavations), 650-652; and "Fall Protection
Rules and Regulations." - -
EXCAVATION AND TANK LOCATION
NOTICE
improper placement of the excavation may result in damage to the tank and/or property
damage.
■ FTS recommends that the tank owner seek the advice of a local foundation professional engineer to
determine the proper placement of a tank excavation near any existing structure(s).
■ The tank owner and/or the owner's technical representative is responsible for determining the
proper placement of a tank excavation.
■ In general terms, the size of the excavation is determined by:
■ The number of tanks to be installed
■ The size of the tanks to be installed
■ The location of a tank can be affected by the location of nearby structures. When selecting a tank
site, care must be taken to avoid undermining the foundations of existing structures or new
buildings to be constructed. See FIGURE 4-1.
■ Ensure that downward forces from loads carried by the foundations and supports of nearby
structures (constructed before or after tank installation) are not transmitted to the tanks.
■ Typically, the way to check the placement of the tank in relationship to a nearby structure is to do
the following:
■ Step 1- Determine the depth of burial needed for the tank.
■ Step 2 - Locate the footing of the structure to be considered.
■ Step 3 - Determine the line that would fall into the ground from a 45-degree angle drawn
downward from the corner(s) of the footing of the foundation that is closest to the tank.
■ Step 4 - The tank must not fall within the "shadow" of the 45-degree-angle line drawn from the
foundation's footing. See FIGURE 4-1.
5

■ Step 5 - If the tank would fall within this "shadow," do one of the following to ensure that the tank
does not fall within the "shadow":
■ Move the tank away from the existing building.
■ Move the foundation of the building to be constructed away from the tank.
■ Deepen the footing of the planned building's foundation.
DRY -HOLE INSTALLATION
Step 1- Prepare a smooth, level bed, 6 inches thick, of approved backfill material, or a concrete pad
designed by a project engineer.
Step 2 - Place the underground horizontal storage tank onto the bed or concrete pad.
Step 3 - Test base compaction to 85% density proctor and documented.
WET -HOLE INSTALLATION
Step 1 - Before performing Step 1 of the dry -hole installation, pump the water from the hole and continue
pumping to maintain minimum water level during underground horizontal storage tank installation.
Step 2 - Test base compaction to 85% density proctor and documented.
Step 3 - During Step 2 of the dry -hole installation, when setting the underground horizontal storage tank,
partially ballast the underground horizontal storage tank until it settles firmly on the prepared bed. The
ballast level in the underground horizontal storage tank must never exceed the water level in the hole by
more than 1 foot until the backfill reaches the top of the underground horizontal storage tank.
DRY -HOLE AND WET -HOLE INSTALLATION
■ From the edge of the hole, bring the backfill up in the excavation. Approved backfill material must
be used at least 12 inches around the entire periphery of the underground horizontal storage tank.
■ FTS recommends the use of a geotextile fabric to help separate the select backfill from the in -situ
soil.
■ For further information concerning geotextile specifications and installation procedures, consult
the geotextile supplier's installation guidelines or instructions.
■ Polyethylene film is not considered an effective geotextile material. It may tear or degrade while in
service.
■ The minimum amount of back fill around the periphery of the well is normally determined by the
presence or absence of traffic at the site. (See Figure 4.3 and 4.4)
Top Slab Construction
including 6" of granular bedding and 6" of a wet concrete.
All load -bearing weight of the concrete
pad and the traffic load exerted to the pad must be distributed to the outside perimeter of the
underground horizontal storage tank. The concrete pad and outside support perimeter shall be
designed by the Engineer of Record.
No Backfil I on the Barrie
Containment Sump
Surfam
Pad U Street Box C
}
r B
Backfill A
TYPICAL
IMSTALLATION
(Wate rtlht C ove r 511 ow n)
6

NOTICE
Overdeflection of the tank could result
in damage to the tank.
A. Install bottom fittings and bottom piping on
water/wastewater tanks at this time.
B. Place approximately 12 inches of primary backfill
around bottom of the tanks between the ribs (if
present and under the end domes.
C. Use a nonmetal tamping rod long enough to
reach beneath the tank to push material under
the tank body and domes until solid resistance is
felt. All voids must be filled and the tank must be
fully supported.
S. PIPING & CONNECTION
III IIIIIi Jll�ll[ul
' RUIU` 1I1U1
II11�111111 := -:IIII�II1111
M111111= 0IIIIIIM
:: III11 111111 ::..I1111F10111
NOTICE
Don at use metal prohes.Failure tofoilowthis notice could result
in damage to the tank.
NOTICE
Do not strike the tank with theta rnping rod. Failure to heed
this noticecould result in damage tot hetan k-
Depth of Lover Minimum Requirements
for Tanks OtherThan Fuel
NoTfaf iicOptions (All Installations]
12' [30 cm] backlitl
Traffic Options All installations)
36' [91 cm] backfill
18' [46 cm] backfill + 6' [15 cm] reinforced concrete
18' [46 f m] backfill t B" [20 cm] aspfiait
All piping must conform to all applicable codes and standards.
CAUTION
All underground tanks shall be adequately vented to prevent the development of vacuum
or pressure when filling or emptying the tank. Failure to properly vent a tank or
compartment could cause tank failure and result in death or serious injury and will void
manufacturer's warranty
CAUTION
All connections to the underground horizontal storage tank must be flexible. Provisions
must be made to accommodate movement and misalignment between the piping and the
underground horizontal storage tank. Failure to do this may damage the underground
horizontal storage tank and/or surrounding property and void manufacturer's warranty.
7

6. OPTIONAL HYDROSTATIC TEST
■ Seal off influent and effluent piping with watertight caps or plugs.
■ Fill the underground horizontal storage tank with water at test level openings after the hole is
backfilled to top of the underground horizontal storage tank.
■ Let the water stand in the underground horizontal storage tank for a minimum of 1 hour (or
longer if required by applicable local codes).
■ If the water level drops, check to see that plugs or caps sealing off piping are tight and then
add more water to fill air voids back to the standard testing level.
■ If water level does not stabilize, there may be a leak in the system. If damage is detected, do
not attempt repairs. Contact the FTS by email at [e-mail], by
Phone [phone]
7. OPERATING GUIDELINES
■ Owner must retain the underground horizontal storage tank Installation Manual and
Operating Guidelines for future reference to operating guidelines.
■ In addition to the underground horizontal storage tank Installation Manual and Operating
Guidelines, follow all federal, state and local laws, regulations, codes and safety precautions that
pertain to underground storage UGT and/or their associated systems.
■ Consult the applicable limited warranty for each underground horizontal storage tank for
further operating guidelines and limitations.
■ An FTS underground horizontal storage tank is designed to store materials identified in the
manufacturer's applicable limited warranty.
CAUTION
Storing materials other than those identified in the manufacturer's applicable limited warranty will void
FTS' obligation under the warranty and may cause underground horizontal storage tank failure or
property damage.
CAUTION
Maximum temperature for wastewater products is 150 F.
The minimum temperature for chemicals is 100 F.
WARNING
Do not allow anyone to enter the underground horizontal storage tank unless it has been properly emptied and
vented, and unless the person entering the underground horizontal storage tank has been trained in confined -
space entry procedures and applicable OSHA regulations.
Storing a material in a underground horizontal storage tank in excess of the allowable temperature may damage
the underground horizontal storage tank. Failure to follow this caution may damage the underground horizontal
storage tank and/or surrounding property and void manufacturer's warranty.
Improper underground horizontal storage tank entry could cause fire, explosion or asphyxiation and could result
in death or serious injury.
B. RETAINING INSTALLATION MANUAL AND OPERATING GUIDELINES
After installation, underground horizontal storage tank owner must retain the underground horizontal
storage tank Installation Manual and Operating Guidelines for future reference to operating guidelines.

• - • FIGURE A-1 I 17mrr,FIGURE A-2
BACKFILL
��� . r •:.•. •. •.
FILTER FABRIC W/
MIN. 12" OVERLAP
TANK
MIN. 50%
OF TANK O
12" BEDDING
BACKFILL STEPS
1. LINE EXCAVATION HOLE WITH GEOTEXTILE/
FILTER FABRIC TO STABALIZE NATIVE SOIL.
FABRIC SECTIONS MUST HAVE 12" MIN.
OVERLAP.
2. INSTALL 12" OF TANK BEDDING. (SEE FIGURE #-#
FOR APPROVED BACKFILL MATERIAL)
3. SET TANK ONTO THE 12" OF BEDDING.
4. BACKFILL IN 6"-12" LIFTS. REFER TO FIGURES A-4
& A-5 FOR APPROVED METHODS.
5. BACKFILL TO THE TOP OF TANK USING OPTIONS
A OR B. (FIGURES A-1 & A-2) IF OPTION A-1 IS
USED A LAYER OF FILTER FABRIC IS REQUIRED
TO SEPARATE THE SECONDARY BACKFILL FROM
THE PRIMARY BACKFILL. SEE FIGURE #-# FOR
APPROVED SECONDARY BACKFILL.
• PREVENT ANY VOIDS UNDERNEATH TANK BY WORKING THE
BACKFILL UNDER THE TANK, DOME ENDS, AND BETWEEN RIBS
TO INSURE THE TANK IS FULLY SUPPORTED.
• ANGLED SHEETING/ HAND SHOVELS ARE RECOMMENDED FOR
CRUSHED STONE.
• TAMPING RODS ARE RECOMMENDED FOR FREE FLOWING
GRAVEL AND COARSE SAND.
RIGHT WRONG
=111
ANGLED
SHEET II II —III
FILTER FABRIC W/
MIN. 12" OVERLAP
TANK DIAMETER MUST BE MEASURED
FOR DEFLECTION:
1. BEFORE INSTALLATION
2. AFTER ANCHOR STRAPS ARE SECURE
3. DURING THE BACKFILL PROCESS
4. ONCE BACKFILL IS UP TO SUBGRADE
TANK DIA. ALLOWABLE DEFLECTION
4 Ft 1/2" [1.3 CM]
5 Ft 1/2" [1.3 CM]
6 Ft 3/4" [1.9 CM]
8 Ft 1 1/8" [2.9 CM]
10 Ft T 1 1/2" [3.8 CM]
12 Ft 1 1 3/4" [4.5 CM]
• DEFLECTION = DIAMETER
MEASUREMENT - MEASUREMENT #1
• MEASUREMENTS CAN BE TAKEN WITH
A TAPE MEASURE OR A DIPSTICK
(WITH OR WITHOUT STAND PIPE)
NOTICE
DO NOT STRIKE THE TANK WITH THE TAMPING ROD.
DO NOT USE A METAL TAMPING ROD.
TAMPING ROD
TANK
'•:� :IS 12" LIET
12, C3
EDDIN
SHEET TITLE: DRAWN DATE: Mailing: P.O. BOX 326, Montreal, MO 65591 A.
APENDIX A �7��8�2� MFG: 147 Camdenton Bus. Prk. Dr., (Fiberglass Tank
BACKFILL METHOD DRAWN BY: Capd573 31M9 650020
JACK SOLUTIONS

MANHOLE RING
& COVER CONCRETE OR
CONCRETE OR
BACKFILL ASPHALT
BACKFILL ASPHALT
�t B�
C
B
e
o
o
TANK
/ TANK
TRAFFIC LOAD (H-20)
NON -TRAFFIC LOAD
TANK 0
SURFACE FINISH
DIM "A"
DIM "B"
DIM "C"
TANK O
SURFACE FINISH
DIM "A"
DIM "B"
DIM "C"
BACKFILL
N/A
N/A
3'4"
BACKFILL
N/A
N/A
2'4"
0 4'-10'
Lei 4'-10'
CONCRETE
0'-6"
V-6"
N/A
CONCRETE
0'4"
V-0"
N/A
ASPHALT
0'4"
V-7"
N/A
ASPHALT
0'-6"
V-0"
N/A
BACKFILL
N/A
N/A
4'-0"
BACKFILL
N/A
N/A
3-6"
012'
012'
CONCRETE
0'-6"
3'-0"
N/A
CONCRETE
0'4"
3'-2"
N/A
ASPHALT
0'-8"
3'-0"
N/A
ASPHALT
0'-6"
3'-2"
N/A
CONCRETE DEADMAN FOR
04', 05', 06', & 08' TANKS CONCRETE DEADMAN FOR
0 10'& 012' TAN KS
co
ANCHOR POINT00
18 LENGTHS
LENGTHS
16' OR OR 22
�I 12, 14 18',
"112„�V 181,
DEADMEN
ANCHOR SLAB
TANK ANCHOR®
TOTAL LENGTH OF DEADMEN
SLAB LENGTH = TANK LENGTH
MUST EQUAL LENGTH OF TANK
DIM "A" = 18" FOR 10' - 12' TANKS
SEE TANK ANCHOR IMOG FOR MORE DETAILS.
= 12" FOR 4' - 8' TANKS
•k.
\
•J
\
TANK ANCHOR
STRAP
TANK
TANK A
71
- i
45', OR 53'
134',
TANK
I=III=I
TANK
SHADOW TURNBUCKLE
II II II
I IIII IIIII IILLL
CONCRETE
a
-I I Ell I 50 /o OF
DEADMAN
ANCHOR
POINT 1,4,
—
III —III -I TANK O
I I I=I I I�
111—I 1I—
fT.�
11-0
III=III=I I II
CONCRETE SLAB 8" MIN.
-I
.=
_ _
SHEET TITLE:
APENDIX C
DRAWN DATE:
07/08/20
Mailing: P.O. BOX 326, Montreal, MO 65591
"~
MFG: 147 Camdenton Bus. Prk. Dr.,
& SURFACE FINISH
CaM
20020
Fiberglass TankANTI-FLOAT
DRAWN
JACK K
573310
SOLUTIONS

UNLOAD Mell I
UNLOAD I I
UNLOAD
SET
M60.
TOA
/
SET
SET
ROTATED TANKS END VIEW
UNLOAD/SET
UNLOAD/SET
SET SET
UNLOAD/SET
I I
MAX
UPRIGHT TANKS END VIEW
UNLOADING NOTES:
ME
• CONTRACTOR IS RESPONSIBLE FOR UNLOADING
THE TANK.
• DO NOT UN -STRAP THE TANK FROM THE TRUCK
UNTIL LIFTING EQUIPMENT IS FULL SECURED TO
THE TANK.
• USE GUIDE LUGS TO POSITION THE TANK.
• NEVER USE THE GUIDE LUGS TO LIFT THE TANK.
• DO NOT USE STEEL CABLE OR CHAINS TO LIFT
CORRECT
OR SECURE THE TANK.
WRONG
• STAND CLEAR OF THE TANK WHEN LIFTING AND
NEVER STAND UNDER THE TANK.
• THE ANGLE BETWEEN THE LIFTING STRAPS/
SLINGS MUST NEVER EXCEED 60'. IF
NECESSARY A SPREADER BAR SHOULD BE
USED.
• NEVER LIFT A TANK WITH LIQUID INSIDE.
• NEVER ROLL, DRAG, OR DROP A TANK.
SPREADER BAR
• TANK MUST BE SET ON A FLAT SURFACE WITH
NO OBSTRUCTIONS BENEATH THE TANK.
TANK STORAGE NOTES:
LIFTING LUG
• ALWAYS CHOCK THE TANK WITH SAND BAGS OR
TIRES TO PREVENT MOVEMENT.
• IF HIGH WINDS ARE AN ISSUE TANK SHOULD BE
TIED DOWN.
• COVER ANY OPENINGS ON THE TANK TO
PREVENT WATER FROM ENTERING THE TANK.
FAILURE TO FOLLOW THESE NOTES CAN
GUIDE LUG
RESULT IN DEATH, SERIOUS INJURY, OR
DAMAGE TO THE TANK.
SHEET TITLE:
APENDIX D
DRAWN DATE:
07/08/20
Mailing: P.O. BOX 326, Montreal, MO 65591
^�
MFG: 147 Camdenton Bus. Prk. Dr.,
(� Fiberglass
HANDLING & STORAGE
Capd57331M0
Tank
v:
JACK
JACK
20020
SOLUTIONS

STABLE SOIL Nei\ UN -STABLE SOIL
18" MIN.
1/2 TANK DIA.
18 l \\i\\\i\ VI II II II II II II I I1/2
DIATANK
MIN .
18" MIN. I\N \\N \NII T 18" MIN.
MIN.Y` I DIATANK
18" MIN. 14111//111//1NI 118" MIN.
34°, 45-, OR 53-
36" MIN.
CONCRETE PAD
TANK SHADOW u
FOLLOW ALL OSHA REGULATIONS B C
FOR TANK EXCAVATION. TANK 0 DIM "B" MIN. DIM "C" MIN.
IMPROPER TANK PLACEMENT
COULD RESULT IN DAMAGE TO 4', 5', 6', & 8' 12" 24"
THE TANK. 10' & 12' 18" 36"
SHEET TITLE: DRAWN DATE: Mailing: P.O. BOX 326, Montreal, MO 65591
APENDIX E �7��8�2� MFG: 147 Camdenton Bus. Prk. Dr., DRAWN BY: CamdentoMO 65020 Fiberglass TankEXCAVATION & TANK LOCATION
JACK P: 573-317-9620 SOLUTIONS

Specifications
Fiberglass
SOLI
Tank

(ioFhi"berglass Tank
SOLUTIONS
Short Form Specification
Wastewater
Underground Horizontal Tanks
The contractor shall provide materials, labor, to install the underground tank and accessories as represented
on the plans and drawings. The tank shall be a single wall (SW) or double wall (DW) fiberglass storage tank.
The anti -flotation system shall be a TankAnchor® geocomposite system or the Fiberglass Reinforced
Composite System (FRPCS) deadman system. The tank and anti -flotation system shall be installed in
accordance with the manufacturers' installation guide, directions, and drawings.
Submittal documents shall include Finite Element Analysis (FEA) of the underground tank structure & design
features, along with buoyancy calculations for given site conditions. All FEA and Buoyancy calculations shall be
provided with a Professional Engineer's stamp for the State where the tank is installed.
The contractor shall exhibit an expertise with a reference of three or more similar fiberglass underground tank
installations. For contractors with less than three successful documented installations, the tank manufacturer
shall provide "Construction Oversite Services" to the contractor at additional fees to insure a successful tank
installation. Key tank installation steps and backfill materials, as noted in the Manufacturers Installation Guide
Checklist, shall be confirmed and documented. Final documents shall be provided with As -Built
documentation as part of project closeout procedures.
Single wall (SW) or double Wall (DW) tanks and the anti -flotation system shall be manufactured or supplied by
Fiberglass Tank Solutions, LLC.
Long Form Specification
1. General
1.1. Sections — Underground Water & Wastewater Tanks
1.1.1. 33 16 00 Wastewater Storage Tanks
1.1.2. 02200 Earthworks
1.1.3. 03300 Concrete
1.2. References
1.2.1. ASTM D4097 Standard Specification for Contact -Molded Glass -Fiber -Reinforced Thermoset
Resin Corrosion — Resistant Tanks
1.2.2. Tanks and Materials conforming to ANSI / AWWA — D120
1.2.3. Building code requirements for structural concrete, American Concrete Institute ACI 318
1.3. Submittals
1.3.1. Provide Tank Product Data Sheets with general tank application and lay -out.
1.3.2. Provide Anti -Flotation Product Data Sheets showing material properties.
1.3.3. Provide Tank resin type showing material properties.
1.3.4. Provide Finite Element Analysis for the tank structure and design features with P.E Stamp for
State tank is installed.
1.3.5. Provide buoyancy calculations with P.E. Stamp for State tank is installed.
rit5ERGLASS SOLUTIONS, LLC
WWW.FGTSOLUTIONS.COM
573.317.9620

1.3.6. Provide Manufacturers' Installation Guide including shipping, handling and installation
instructions.
1.3.7. Provide bedding and back fill sieve analysis.
1.3.8. Provide Manufacturers check list, reference documentation including pictures, videos, and
handwritten reports, for general points of interest regarding tank installation steps.
1.3.9. Detailed shop drawings, to scale, in a DWG format, for the specific site plan, including all tank
manufacturer accessories.
1.3.10. Provide contractors references of three or more similar successful installations of underground
fiberglass tanks.
1.4. Design Criteria
1.4.1. Tank Size
1.4.1.1. The underground single wall tank shall have a diameter or ft. with a length of
ft.
1.4.1.2. Total storage volume shall be gallons.
1.4.1.3. Total storage to invert of outlet or overflow shall be gallons.
1.4.2. Loading Conditions
1.4.2.1. The tank shall be installed with a total backfill over the tank of ft.
1.4.2.2. The tank shall be designed to handle pedestrian or H-20 axle loads (32,000 lbs. / axle),
depending on finish cap at grade.
1.4.2.3. Tank risers and lids shall be designed for a maximum of 2500 # wheel load limits in
common areas to accommodate mowing and maintenance equipment.
1.4.2.4. All tank penetrations shall be 100% watertight and installed by the manufacturer, no
field inlet assembly allowed.
1.4.3. Product Storage
1.4.3.1. Tanks shall be design for atmospheric pressure only.
1.4.3.2. Tanks shall be designed to store Wastewater with a specific gravity up to 1.1.
1.4.3.3. Tanks shall be designed to operate at ambient temperatures.
1.4.4. Testing
1.4.4.1. The tank shall be designed to be watertight and testable to 5 psi for 6', 8', and 10'
diameter tanks, 3 psi for 12' diameter tanks, with a 5:1 safety factor.
1.4.5. Accessories
1.4.5.1. PVC Pipe Stubs
1.4.5.1.1. PVC Pipe Stubs shall be Sch. 40 designed for drain, waste, or vent (DWV)
1.4.5.1.2. PVC Pipe Stubs shall be utilized for inlets up to 10", locations at tank top dead
center or inlet hubs < 1/3 of tanks sidewall height.
1.4.5.2. FRP Pipe Stubs
1.4.5.2.1. FRP Pipe Stubs shall be a minimum of %" wall thickness, 4" thru 48".
1.4.5.2.2. FRP Pipe Stubs may be located at any location on the tank shell.
1.4.5.3. FRP Flanged Nozzles
1.4.5.3.1. Flanged nozzles shall be 2" thru 24" in size.
1.4.5.3.2. Cone or plate gussets shall be utilized on flanges over 4" for structural strength.
1.4.5.3.3. FRP Flanges shall be flat faced utilizing ANSI B 165, 150# bolt patterns.
1.4.5.3.4. Flanges shall be designed for atmospheric pressure only.
1.4.5.4. FRP Threaded Fittings
rit5ERGLASS SOLUTIONS, LLC
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573.317.9620
2

1.4.5.4.1. Threaded fittings shall be located on the tanks top dead center or on manway
covers only.
1.4.5.5. Flexible
Connectors
1.4.5.5.1.
Flexible connectors should be utilized for all inlet or outlet connections that
penetrate the tank on a horizontal plane. Top dead center fittings extended
vertically to finish grade are not required to provide flexible connectors.
1.4.5.5.2.
Flexible connectors should be designed to provide vertical movement to
accommodate settlement.
1.4.5.5.3.
Flexible connectors shall be designed for withstand needed soil burial depths.
1.4.5.6. FRP
Riser Lids
1.4.5.6.1.
FRP lids 24", 30", 36", 42", or 48" shall be of an FRP composite material with 316
S.S. bolts and latches.
1.4.5.6.2.
FRP lids shall have a gasket connection that fits either a flat face flange or the
riser pipe plain end connection.
1.4.5.6.3.
FRP lids shall utilize a textured finish with UV inhibitors at finish grade.
1.4.5.6.4.
FRP lids shall be rated for 300 # pedestrian rating for use in common areas
where needed.
1.4.5.6.5.
FRP lids shall be rated for 2500 # occasional wheel load for use in common areas
where light wheel traffic will be required.
1.4.5.6.6.
When utilizing FRP riser lids with C.I. manhole ring and lids, construction
techniques should be utilized to isolate the wheel load from the FRP riser.
1.4.5.7. Hinged & Lockable Covers
1.4.5.7.1.
Hinged and lockable covers shall be 100% FRP laminate in construction. Covers
shall be hinged for easy inspection and sealed with a watertight gasket to keep
out dirt, groundwater, or insects.
1.4.5.8. FRP
Risers
1.4.5.8.1.
FRP risers 24", 30", 36", 42" or 48" may be either a flanged connection or plain
end to fit tank access openings or FRP riser lids.
1.4.5.8.2.
FRP risers will be a minimum of 1/4" wall thickness with a gelcoat finish when
projected above finish grade.
1.4.5.8.3.
FRP risers will utilize a structural adhesive or an FRP bonding kit, when bonding
to a FRP tank access collar.
1.4.5.8.4.
FRP riser to tank joints shall be tested for a watertight connection utilizing a
water test by filling the tank full, up to and 24" above the tank to riser
connection. Mark water level and let stand for 24 hours, with < 1" of change in
water level.
1.4.5.9. PVC
Risers
1.4.5.9.1.
PVC risers 24" or 30" shall be made of a PVC profile construction, cut to length
and bonded to tank access opening collars with a structural adhesive.
1.4.5.9.2.
PVC riser to tank joints shall be tested for a watertight connection utilizing a
water test by filling the tank full, up to and 24" above the tank to riser
connection. Mark water level and let stand for 24 hours, with < 1" of change in
water level.
FIBERGLASS SOLUTIONS, LLC
WWW.FGTSOLUTIONS.COM
573.317.9620
3

1.4.5.9.3. For riser lengths over 3' tall, a grade ring insert (GRI) shall be utilized to insure a
proper deal is obtained at the tank access opening to riser connection.
1.4.5.10. Tank Access Openings
1.4.5.10.1. Tank access openings shall be 24", 30", 36", or 48" in size.
1.4.5.10.2. Tank access openings shall utilize an FRP collar that is %" less than the riser I.D.
1.4.5.10.3. Tank access collars shall be a minimum of 3" tall.
1.4.5.11. FRP Manways
1.4.5.11.1. FRP Manways shall provide a 24" or 30" I.D. opening and come complete with
304 S.S. bolts, nuts, and neoprene flat face gaskets.
1.4.5.11.2. When utilizing FRP manways with C.I. manhole ring and lids, construction
techniques should be utilized to isolate the wheel load from the FRP riser.
1.4.5.12. Manway Extensions
1.4.5.12.1. FRP Manways shall provide a 24" or 30" I.D. opening and come complete with
304 S.S. bolts, nuts, and neoprene flat face gaskets. Manways shall provide
lengths needed to extend 12" above grade for easy assembly of covers to top
manway connection.
1.4.5.12.2. Manway extensions shall be gel -coated 12" at finish grade.
1.4.5.13. Ladders
1.4.5.13.1. Ladders shall be FRP or aluminum in material construction and shall be supplied
by the tank manufacturer.
1.4.5.13.2. Ladders shall be mounted in a way to allow for a flexible connection to
accommodate tank movement during filling and empty cycles.
1.4.5.14. TankAnchor® Geocomposite Deadman System
1.4.5.14.1. Geocomposite deadman systems shall be a polyester geogrid with a nonwoven
geotextile that has been developed to provide an anti -flotation system for tanks,
when installed per the manufacturers recommendations and sizing.
1.4.5.14.2. Buoyancy calculations shall be provided by the tank manufacturer with
consideration given to tank bury depth, flooded conditions to finish grade,
weight of tank, and other specific site conditions to provide tank anti -flotation
measures.
1.4.5.15. Fiberglass Deadman System
1.4.5.15.1. Fiberglass Reinforced Composite Deadman System (FRCDS) deadmen shall be
provided by the tank manufacturer and shall meet the following design criteria:
1.4.5.15.1.1. Manufactured using a reinforced fiberglass composite design, showing
FEA analysis report and P.E stamp for design conditions.
1.4.5.15.1.2. Buoyancy calculations shall be provided by the tank manufacturer with
consideration given to tank bury depth, flooded conditions to finish
grade, weight of tank, and other specific site conditions to provide tank
anti -flotation measures.
1.4.5.15.1.3. Provide multiple lengths to provide a full-length anchor to any sized tank,
6', 8', 10, or 12' in diameter.
1.4.5.16. Precast Concrete Deadman System
1.4.5.16.1. Fiberglass Reinforced Composite Deadman System (FRCDS) deadmen shall be
provided by the tank manufacturer and shall meet the following design criteria:
rinERGLASS SOLUTIONS, LLB
WWW.FGTSOLUTIONS.COM
573.317.9620
4

1.4.5.16.1.1. Manufactured using a reinforced fiberglass composite design, showing
FEA analysis report and P.E stamp for design conditions.
1.4.5.16.1.2. Buoyancy calculations shall be provided by the tank manufacturer with
consideration given to tank bury depth, flooded conditions to finish
grade, weight of tank, and other specific site conditions to provide tank
anti -flotation measures.
1.4.5.16.1.3. Provide multiple lengths to provide a full-length anchor to any sized tank,
6', 8', 10, or 12' in diameter.
1.4.5.17. Deadman Anchor Straps
1.4.5.17.1. Anchor straps shall be supplied by the tank manufacturer and be composed of a
pultruded fiberglass strap with engineered D-Rings for connection to
turnbuckles.
1.4.5.17.2. Each anchor strap shall be rated for a maximum load of 25,000 lbs.
1.4.5.17.3. The qty. and location of the straps shall be noted by the tank manufacturer on
the tank drawing.
1.4.5.18. Turnbuckles
1.4.5.18.1. Turnbuckles shall be provided by the tank manufacturer.
1.4.5.18.2. Turnbuckles shall be a Class 7 forged type, meeting performance requirements
of Federal Specification F1145 Type 1, Form1 and ASTM FF-T-791B.
1.4.5.18.3. Design loads for turnbuckles shall be based on a design factor of 5:1
1.4.6. Execution
1.4.6.1. Single wall fiberglass tanks shall be installed and tested in the methods established in
the manufacturer's installation guide and checklist.
1.4.6.2. Tanks shall only store the products listed in the appropriate warranty and for which the
tank is specified.
1.4.6.3. Failure to follow the installation guide will terminate the manufacturer's warranty.
1.4.7. Warranty
1.4.7.1. Warranty shall be the limited warranty in effect at the time of delivery, as provided by
Fiberglass Tank Solutions, LLC.
FIBERGLASS SOLUTIONS, LLC
WWW.FGTSOLUTIONS.COM
573.317.9620
5

Warranty
Fiberglass
SOLI
Tank

AW
rFiiberglass Tank
SOLUTIONS
Limited Warranty - Fiberglass Underground
Storage Tank
Fiberglass Tank Solutions, LLC (FTS) warrants to (Owner) that our underground storage tank package, if installed, used
and maintained in the United States in accordance with FTS published specifications, installation instructions and
operating guidelines, all applicable laws and requirements, and the limited underground storage tank applications
defined herein, will be free from material defects in materials and workmanship for a period of one (1) year from date
of original delivery by FTS. Underground storage tank applications for the purpose of this warranty are limited to the
collection and storage of water, wastewater or solids or liquid organic sewage at temperatures not to exceed 120
degrees F.
FTS warrants to the Owner that all underground storage tank accessories, if installed, used and maintained in the
United States in accordance with the FTS's' published specifications, installation instructions and operating
guidelines, and all applicable laws and regulations, will be free from material defects in material and workmanship for
a period of one (1) year following the date of original delivery by FTS.
The foregoing warranty does not extend to underground storage tanks or accessories (collectively "Goods") damaged
due to acts of God, war, terrorism, or failure of Goods caused, in whole or in part, by misuse, improper installation,
storage, servicing, maintaining, or operation in excess of the rated capacity, contrary to
their recommended use, or contrary to the underground storage tank application defined above, whether intentional
or otherwise, or any other cause or damage of any kind not the fault of FTS. FTS only warrants repairs or alternations
performed by FTS or its authorized contractors.
Owner's sole and exclusive remedy for breach of warranty is limited at FTS's option to: (a) repair of the defective
underground storage tank or accessories, (b) delivery or replacement underground storage tank or accessories to the
point of original delivery, or (c) refund of the original purchase price of the whole or component in question. A
claimant must give FTS the opportunity to observe and inspect the underground storage tank and / or accessories prior
to removal from the ground or the claim will be forever barred. All claims must be made in writing within one (1) year
after underground storage tank and /or accessory failure or be forever barred.
THE FOREGOING WARRANTY CONSTITUTES FTS'S EXCLUSIVE OBLIGATION AND FTS MAKES NO OTHER WARRANTY OR
RERESENTAION, EXPRESS OR IMPLIED, WITH RESPECT TO THE UNDERGROUND STORAGE TANK OR ANY SERVICE,
ADVICE, OR CONSULTATION, IF ANY, FURNISHED TO THE OWNER BY FTS OR ITS REPRESENTATIVES, WHETHER AS TO
MERCHANTABILITY, FITNESS FOR A PARTICULAR PRPOSE, OR OTHERWISE. THE SELLER (FIBERGLASS TANK SOLUTIONS,
LLC) UNDERTAKES NO RESPONSIBILITY FOR THE QUALITY OF THE GOODS, EXCEPT AS OTHERWISE PROVIDED IN THE
CONTRACT. THE SELLER (FTS) ASSUMES NO RESPONSIBILITY THAT THE GOODS WILL BE FIT FOR ANY PARTICULAR
PURPOSE FOR WHICH YOU (OWNER) MAY BE BUYING THESE GOODS, EXCEPT AS OTHERWISE PROVIDED IN THE

CONTRACT. THE REMEDIES SET FORTH IN THE ABOVE WARRANTY ARE THE ONLY REMEDIES AVAILABLE TO ANY
PERSON OR ENTITY FOR BREACH OF WARRANTY OR FOR THE BREACH OF ANY OTHER COVENANT, DUTY, OR
OBLIGATION ON THE PART OF FTS. FTS SHALL HAVE NO LIABILITY OR OBLIGATION TO ANY PERSON OR ENTITY FOR
BREACH OF ANY OTHER COVENANT, DUTY, OR OBLIGATION UNDER THIS WARRANTY EXCEPT AS EXPRESSLY SET FORTH
HEREIN. IT IS EXPRESSLY AGREED THAT THE WARRANTY DOES NOT FAIL OF TIS ESSENTIAL PURPOSE. FTS SHALL HAVE
NO LIABILITY FOR COST OF INSTALLATION OR REMOVAL OF GOODS, ENVIRONMENTAL CONTAMINATIONS, FIRE,
EXPLOSIONS, OR ANY OTHER CONSEQUENCES ALLEGEDLY ATTRITABLE TO A BREACH OF WARRANTY OR INCIDENTAL
CONSEQUENTIAL, PUNITIVE OR OTHER DAMAGES OF ANY DESCRIPTION, WHETHER ANY SUCH CLAIM OR DAMAGES BE
BASED UPON WARRANTY, CONTRACT, NEGLIGENDE, STRICT LIABILITY OR OTHER TORT, OR OTHERWISE. IN NO EVENT
SHALL FTS, INC.S' TOTAL LIABILITY HEREUNDER EXCEED THE ORIGINAL PURCHASE PRICE OF THE GOODS WHICH GAVE
RISE TO SUCH LIABILITY.
ftioF`iberglass Tank
SOLUTIONS
PO Box 326
Montreal, MO 65591
573-317-9620

Access Risers

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.
Materials of Construction
Ultra -Rib TM PVC Pipe: PVC
Specifications
General
Orenco Ultra-RibT' 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 Quantity as needed
All 24" diameter
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 ClickTight-
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
Model
RR12XX
RU18XX
RR24XX
I.D., in. (mm)
11.74 (298)
17.65 (448)
23.50 (597)
Wall thickness - excluding ribs, in. (mm)
0.10 (3)
0.19 (5)
0.25 (6)
O.D. - including ribs, in. (mm)
13.13 (334)
19.44 (494)
25.63 (651)
Weight, Ibs/ft (kg/m)
5 (7.4)
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 M1
Determine how high the riser needs to be.
• The top of the riser should be about 3 inches (75 mm) above finished grade
after installation and backfilling —This allows 2 inches (50 mm) for tank
settling and 1 inch (25 mm) for ensuring drainage away from the riser.
Step 2: Cut Riser to Size (if Necessary)
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
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.
ODetermine riser height
3 inches (75 mm)
Q)
C
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
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)
Hole saw size
1/2
1
3/4
1-114
1
1-9/16
1-114
1-3/4
1-1/2
2-1/8
2
2-3/4
3
3-7/8
4
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)
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

I �-Mw"
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
�1
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

3b
3b
Cross-section detail of adhesive fillet
on inside seam of 1000-gal. (3785-L)
tank with 24-inch (600-mm) riser
Cross-section detail of adhesive
fillet on outside seam of 500-gal.
(1890-L) tank with 24-inch
(600-mm) riser
Instruction Set 5:
Riser Installation — Orenco FRP Tanks with 24-inch-
Diameter (600-mm) Risers
Step 1: Prep Tank and 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
Apply methacrylate adhesive to the bonding surfaces of the tank and the riser.
• For adhesive recommendations, see Instruction Set 7.
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
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 TestTestl. 0
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.
Watertightness test
Access riser
Fill the tank to a
level 2 in. (51 mm)
into the riser
y 2 in.
Tank brim (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
300/300-mL cartridge 300/300-mL cartridge 7-oz (200-mQ
(600-mLtotal) (600-mLtotal) packet
IPS 810
1-pint (473-mQ
1 -quart (946-m Q
ADH100
10.2-oz (300-mQ tube
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

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 6x FLD 24 G V
All others FLD 24 G
FLD
Tolor 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 = 4in (100mm) insulation installed
Vent and filter options:
Blank = no vent or filter options
V = vent
CF = carbon filter
I Gasket options:
G = gasket (standard)
Blank= no gasket
Lid diameter, in (mm):
18 = 18 (457)
24 = 24 (600)
30 = 30 (750)
I Lid Type:
Blank = not compatible with Perm a-Loc'" or BLA30 adapters
R = only compatible with Perma-Loc'M or RLA30 adapters
DuraFiber'M 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

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

— STF-N24 SECURITY NE'
f.SV'�
6'
3o dWp
� � 30 mpem
STF-F8269SEGMENTED RISER
rw
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-N30
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 10

Irrigation 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
CFranklin Electric
cUS 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
2x PF
0 2❑❑-❑-❑
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)
Nominal flow, gpm (Usec):
10 = 10(0.6) 20 = 20(1.3)
30 = 30(1.9) 50 = 50(3.2)
75 = 75(4.7)
Pump, PF Series
-hp y 37 kW) only
'Available for10 gpm (0.6 Usec), 1/2 hp y 37 kW)
Note. 20-ft cords are available only for pumpS through 1 % hp
Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com NTD-PU-PF-1
Rev. 10 ® 01/21
Page 1 of 4

Specifications
N �
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Pump Model
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PF100511'
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
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. SS
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 M-in. NPT GFP discharge is 2 718
in. octagonal across
flats; the 1 M-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

Technical Data Sheet Orencc
S Y S T E M
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 PumpSelectTM software.
Pump Curves
500
PF10 Series, 60 Hz, 0.5 -1.0 hp
400
350
,c
300
a 250
as
v 200
150
a
100
I�
50
0 2 4 6 8 10 12 14 16 18
Flow in gallons per minute (gpm)
400
350
1IF20 Series, 60 Hz, 0.5 -1.5 hp
PF2015
300
c
=
250
PF2010
.........
.....
a
200
PF2005
150
a 100
I�
50
0
0 5 10 15 20 25 30 35 40
Flow in gallons per minute (gpm)
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
800
as
700
,c
C 600
500
as
400
E
300
a
200
I�
100
01 ' 1
0 5
100
90
as
80
,c
70
O
60
a
50
v
40
a 30
c 20
10�0
0
PF30 Series, 60 Hz, 0.5 - 5.0 hp
10 15 20 25 30 35 40 45
Flow in gallons per minute (gpm)
1 1 1 1 1 1
PF75 Series, 60 Hz,1.0 -1.5 hp
I LU OU 4U OU OU /U OU OU IUU
Flow in gallons per minute (gpm)
45
400
as
350
c
300
250
as
v 200
c 150
a
100
I�
50
0L
0
PF50 Series, 60 Hz, 0.5 - 5.0 hp
10 20 30 40 50 60 70 80 90
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

Control Panel and Rain Sensor

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OrencoO 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
Orenc& 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. V1100 protocol allows remote access and control from any
computer 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
following:
— 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. 1.2, © 09/14
Page 1 of 2

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 1 Ok 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. 1.2, © 09/14
Page 2 of 2

Float Switch Assemblies
Applications
Float switches are used to signal liquid level positions for alarm and
pump control applications. Drenco float switch assemblies can be
mounted in pump vaults, effluent screens, pump basins, and risers.
On------
tX
0
0
Set poin
0
Float stem
The "On" and "Off" positions describe normally open floats.
For normally closed floats, the functions are reversed.
Materials of Construction
Float housing Impact -resistant, noncorrosive polypropylene for use in
liquids up to 1400 F (600 C)
Float cord Flexible, 2-conductor (UL, CSA) SJOW; CPE cord jacket
with EPDM insulated conductors
Float collar ABS
General
All models listed are UL listed and CSA certified for use in water or sew-
age. Non -mercury float switches (models B, C, 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-inch PVC float stem. ABS float collars
are used to provide secure mounting that is easily adjustable.
Normally -open T" float switches have a blue cap for easy identifica-
tion; normally -closed "N" float switches have a red cap.
Standard Models
B, C, G, N, P
Product Code Diagram
MF
-❑❑- 20
Tord length option:
Blank = 10 R (3 m), standard
20 = 20 R (6 m)
30 = 30 ft (9 m)
50 = 50 ft(15 m)
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 VCOM simplex
Float stem length:
Blank = no float stem (floats and collars only)
19, 21, 27, 33, 37, 39, 45, 51, 57, 66 = stem length, in.
5,11 = stem length, in. (for elbow -style float brackets)
Float switch models (listed in order from the top of the float stem down):
B,C,G,N,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
Note:
When ordering float switch assemblies, remember to list float switches
from the top of the float stem down. An "MFPBN-" product code indi-
cates 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® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-MF-MF-1
Rev. 5.0, ® 09/19
Page 1 of 2

Signal- and Motor -Rated Float Switch Matrix
X I Y I Drawdoww
signal -rated mechanical floats4 (for control switch applications)
P Modela
Normally open
Mechanical
Yes
n/a
n/a
n/a
2.00 in.
1.50 in.
0.50 in.
2.00 in.
N Modela
Normally closed
Mechanical
Yes
n/a
n/a
n/a
2.00 in.
1.50 in.
0.50 in.
2.00 in.
Motor -rated floats4 (for pump switch applications)
B Model
Normally open
Mechanical
No
120V
13A
1/2 hp
2.00 in.'
2.50 in.
1.50 in.
4.00 in.
240V
13A
1 hp
3.00 in.
3.00 in.
1.50 in.
4.50 in.
4.00 in.
3.25 in.
1.50 in.
4.75 in.
C Model
Normally open
Mechanical
No
120V
13A
1/2 hp
2.00 in.
3.00 in.
2.50 in.
5.50 in.
240V
15A
2 hp
3.00 in.'
3.50 in.
3.00 in.
6.50 in.
4.00 in.
4.00 in.
3.50 in.
7.50 in.
5.00 in.
4.50 in.
4.00 in.
8.50 in.
6.00 in.
5.25 in.
4.25 in.
9.50 in.
G Model
Normally open
Mercury
Yes
120V
15A
3/4 hp
2.00 in.
1.50 in.
3.00 in.
4.50 in.
240V
15A
2 hp
3.00 in.'
1.75 in.
3.00 in.
4.75 in.
4.00 in.
2.00 in.
3.50 in.
5.50 in.
a. Suitable for use with VCOM and MVP.
b. Standard tether length
Notes
State: normally open or normally closed
The default state of a float normally open or normally closed refers to the contact
positions in the float when the float is resting (down). Float switches have an internal contact.
The terms "normally open" (N/0) and "normally closed" (N/C) refer to the state of the float
switch contact in the down position. A normally open float switch has an open contact (of) 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.
2IR (intrinsically safe relay)
Approved for use with intrinsically safe, Class 1, 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 has a maximum amount of current it can handle. Exceeding these limits may cause
premature failure. Signal rated or "control" floats are used to activate pump control panels
and alarms. Only low amperage signals pass through these float switches, hence the float
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 that is running the pump passes through the float switch as well, and
the float switch must be "motor -rated. "In most instances, a motor rated float switch can be
used as a signal float switch.
NTD-MF-MF-1 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com
Rev. 5.0, ® 09/19
Page 2 of 2

Float Switch Assembly
Installation Instructions
These instructions cover the installation of a float switch assembly. To set
and adjust float switches, see NIN-MF-DA-1, Float Switches: Settings and
Adjustments, or NIN-ATX-DA-1, Float Switch and RSV Settings: Instructions for
Residential AduanTex Systems. For wiring instructions, see the schematics and
wiring diagrams included with the control panel for the float switch assembly.
Step 1: Prep the Float Switch Assembly
Step 1a: Check for vertical and horizontal clearance between the float
switches.
• Move each float through its range of vertical and horizontal motion.
• The float switches shouldn't interfere with one another during this check.
Step 1 b: If the switches interfere with one another, loosen the set screw on
one switch's collar and adjust the collar horizontally until the switch is clear of
the switch(es) above or below it.
• Don't back the set screw completely out of the float collar.
Step 2: Install the Float Switch Assembly
Once any adjustments are made, install the float switch assembly.
IMPORTANT
• DON'T lengthen the float stem without prior approval from Orenco.
• DON'T change the float tether lengths. Changing the tether lengths may
disrupt proper operation of the assembly.
Step 2a: Lower the assembly into position.
• As you lower the assembly, check that the float switches don't interfere with
walls or components in the tank, pump vault, or flow inducer.
• If the float switches interfere with walls or components, remove the assembly
and adjust the float(s) horizontally for clearance.
Step 2b: Attach the float switch assembly to the assembly into the float bracket.
• Align the top of the assembly with the top of the float bracket.
• The float bracket is usually fixed to the Biotube° effluent filter, the flow inducer,
or the side of the pump basin.
Step 2c: Secure the loose cables to the splice box by looping them over the internal
splice box or secure them with the external splice box's hook -and loop strip.
Step 2d: Install a handle extension if the float switch assembly's handle isn't within
easy reach for removal and servicing.
• Measure from the top of the float bracket to 6 inches (150 mm) below the top
of the riser.
• Mark and cut a section of 1-inch (25-mm) PVC pipe to the measured length.
• Remove the float switch assembly from the float bracket and glue the pipe
section into the tee fitting.
• Wait for the glue to dry before reinstalling the float switch assembly.
O
Float collar
Set screw
Check for vertical and
horizontal clearance.
Tee
Tee level
with bracket
Float Stem
bracket
Attach the assembly to the bracket, level with the bracket.
Secured ca?1,7
Handle
extension
Float
bracket
Wait for the glue to dry before reinstalling the assembly.
Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIN-MF-1
Rev. 2.0, ® 03/17
Page 1 of 1

Universal Flow Inducer
Applications General
Orenco's Universal Flow Inducer houses any Orenco high -head efflu- To specify this product, require the following:
ent pump in applications where filtration is not necessary. The base . Class 125 4-in. (nominal) PVC pipe body
rests on the bottom of the tank, and the mounting flange is epoxied
to a PVC riser. The flow inducer can be lengthened or shortened to fit • Injection -molded ABS mounting flange
any tank. The tee, which holds the mounting flange and float assembly • Injection -molded holster for float tree
bracket, slides to any position along the flow inducer. A float assembly . Ability to accommodate flows as great as 65 glom (4.1 L/sec)
(ordered separately) snaps into the bracket. Applications include:
• Pump tanks Standard Model
• Disinfection systems
• Effluent reuse systems UFI-4
• Cisterns
Materials of Construction
Mounting flange
(fits 3-in. pipe)
4-in. flow induc
Fiberglass ba
Flow inducer
Class 125 PVC
Mounting flange
Injection -molded ABS
Base
Fiberglass -reinforced polyester
Specifications
Sliding tee
Dimensions
Float assembly
Flow inducer diameter
4" nominal
bracket
Height
72" (1828 mm)
(can be lengthened or shortened)
Shipping weight
13 lb (5.9 kg)
Float assembly (ordered
separately)
Mounting
bracket epoxied
Discharge assembly
to PVC riser
-----
Float assembly
1 3/8-in. (35-mm)
High -head
inlet holes
pump
`Typical installation in concrete pump tank. Use screws to secure mounting bracket to riser while
epoxy cures.
Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-UFI-1
Rev. 2.0, ® 03/17
Page 1 of 1

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.
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
�eeded
SBEX1-4, SBEXI -4-P 6_
Product Code Diagram
SBEX1-4 -
TBlank = no divider plates
P = divider plates
External splice box
Orenco Systems® • 800-348-9843 • [phone] • www.orenco.com NTD-SBEX-1
Rev. 4 ® 04/20
Page 1 of 2

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

H1111teloo
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
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
WATER
better way to ensure that a system
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
i
Reliable operation, no false shutdowns
Adjusts to actuate at various
kjw000�
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° Rain Sensors
MINI-CLIK— standard Min i-Clik model
MINI-CLIK-HV -code approved for liquid tight electrical
All Mini-Clik rain sensors are UL Listed and available in three different models to
fittings for 120 or 240 volt wiring applications
accommodate your particular wiring needs.
MINI-CLIK-C—'/2" female threaded inlet at bottom
MINI-CLIK
MINI-CLIK-NO — normally open switch
The standard Mini-Clik model, for use in most appli-
MINI-CLIK-C-NO —'/2" female threaded inlet at bottom,
cations. Constructed of high impact thermoplastic
normally open switch
and aluminum. Simple click -stop settings accurately
Dimensions
measure rainfall in quantities of %8"to I " Reset rate
Height:5 inches
is adjustable.
Length: MINI-CLIK:6 inches
Model: MINI-CLIK
MINI-CLIK-HV:7'/2 inches
MINI-CLIK-C
Features a % "female threaded inlet at the bottom
Operating Specifications
to accommodate any type of conduit to enclose
Switch Rating: 5 amps, at 125/250VAC (MINI-CLIK
L
wire. Electrical PVC orplumbing PVCpipe can
and MINI-CLIK-C)
Wiring: MINI-CLIK and MIN I-CLIK-C: Typically
I++ be used with this unit since it is intended for24 volt
interrupts the common ground wire between the
11 applications.
solenoid valves and the controller
Model: MINI-CLIK-C
MINI-CLIK-HV: For use with high voltage irrigation
MINI-CLIK-HV
systems, and systems using pumps drawing less
Adds in code approved liquid -tight electrical fittings
than 10 amps peak
for 120 or240 volt wiring applications. Also includes
MINI-CLIK-NO: for use with controllers that require
a normally open sensor switch
i 18 inches of 16 AWG installation wire. Integral
Included:25 ft. of#20 two conductor wire, two
bracket with supplied electrical fittings and conduit.
mounting screws, controller identification label,
Ready to mount on any standard junction box.
and detailed instructions
Model: MINI-CLIK-HV
By compensating for the effects of natural
rainfall, the Mini-Cliksaves water and
typically pays for itself in just one season.
�ATION GUIDE'
EXAMPLE MINI-CLIK - HV
T
MODEL OPTIONS
MINI-CLIK HV=High Voltage Model for 110/220VAC Applications
C = Conduit Mount
NO = Normally Open Switch
Note: For Mini-CliIP 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.
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 1'
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-
Cliko shuts off systems during periods of high wind,
i fia,; S..:.h
�..ry
lodel: BPSW
ffII id 4
_J�
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. A
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
in line with any pump.
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).
Hunter SRC
Connect Common to
this Terminal when
Mini-Clik
using Rain Sensor
t Rain
Wires to
Two Terminals
3 4
JATh
Solenoid
Valves
Figure 1
Mini-Clik Hunter ICC
C
0 P MV
o SEN
o SEN
e TEST
Third Normally -
Open Lead
(Do Not Use)
Figure 2
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 S/11
www.hunterindustries.com

Hinder'
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
0 (S G)
0
0
Third Normally -
Open Lead
Solenoid
Common Wire to 10 Valves
All Valves
Figure 3
Controller Mini-Clik
Pump
orMV C 1 2 3 4
0
Line -In o
Terminate
Normally -
Open Relay
Solenoid
Common Valves
Wire to All
Valves
Line -Out (to Pump)
Figure 4
Mini-Clik-HV
Controller
110V
110V Switched
Input Input
a4� r
110V Line
Terminate
110V
Solenoid
Valves
Figure 5
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
1 /8 1 /4
1 /2 3/4
1
Vent Ring Vent
The Mini-Clik can keep the irrigation system from
starting or continuing after rainfall quantities of 1/8",
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
Figure 7). Do not forcibly twist the cap as this might
break the pins.
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,
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 Mini-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.

Dripfield Components
(Dosing)

AMERICAN ONSITE PRODUCTS
BIOLINE DRIP TUBING
The worlds most advanced continuous
self-deaning pressure -compensating
dripperline for wastewater.
Applications
• Can be used with domestic septic tank effluent
of 2201220 (ppm) BODITSS with proper design,
filtration and operation
• Typically installed following a treatment
process
• Reuse applications including municipally
treated effluent designated for irrigation
Features/Benefits
• Pressure Compensation - all drippers deliver
equal flow, even on sloped or rolling terrain_
• Unique Flow Path - Turbonet technology
provides more control of water and a high
resistance to clogging_
• Continuous Self -Flushing Dripper Design -
flushes debris, as it is detected -throughout
operation, not just at the beginning or end of
a cycle. Ensures uninterrupted dripper
operation.
• Single Hole Dripper Outlet from Tubing
Better protection against root intrusion
Allows the dripperline to be used in
subsurface applications without need for
chemical protection
• Drippers Capture Water Flow From the Center
of the Tubing - ensures that only the cleanest
flow enters the dripper_
• Built -In Physical Root Barrier - drippers are
protected from root intrusion without the
need for chemical protection_ Water exits
dripper in one location while exiting the
Tubing in another_
• Three Dripper Flow Rates - provides the
broadest range off low rates available_ Allows
the designer to match the dripperline to any
soil or slope condition_
• Bioline Tubing is Completely Wrapped in
Purple - the complete tubing is purple,easily
identifiying it w a non -potable, regardless of
how the tubing is installed.
• Vinyzene-Impregnated Drippers - prevents
buildup of microbial slime_
• Can be used subsurface - Bioline can be
installed on -surface, under cover or subsurface_
• No Special Storage Requirements - does not
degrade if stored outdoors.
• Techfilter Compatible - an optional level of
protection, provides a limited lifetime
warranty against root intrusion.
EXPLODED VIEW OF BIOLINE DRIPPER
Self -flushing Free Floating
Diaphragm flushes debris
from dripper arnytme
Efficiently Short during operation
Flow Path Pressure Compensating
Bath and0utlet
7urbonet
VinyzeneImpregnated -
Technology-
widor
antimxrobiai protection
cross-section
to resist build-[p ofslime
allows large
7Physical
part dpi through
Barrier -
flowpath
ack of dripper
Specifications
• Dripper flow rates 0 4, 0.6 or 0.9 GPH
• Dripper spacings: 12", 18" or 24" dripper spacings
and blank tubing
• Pressure compensation range: 7 to 70 psi
(stainless steel clamps recommended above 50 psi)
• Maximum recommended system pressure: 50 psi
• Tubing diameter: 0.66" OD, 0.57" ID
• Tubing color: Purple color indicates non -potable
• Coil lengths: 500` or 1,000` (Blank tubing in 250`)
• Recommended filtration: 120 mesh
• Bending radius: 7"
• UV resistant
• Tubing material: Linear low -density polyethylene
Additional flow, spacings, and pipe sizes available by
special order. Please contact Netafim USA Customer
Service for details.
,I NETAFIM�
www.americanonsite.com
3-3

AMERICAN ONSITE PRODUCTS
BIOLINE TECHNICAL SPECIFICATIONS
Dripper Spacing
12"
18"
24"
Dripper Flaw Rate (GPH)
'
15
292
233
175
410
322
247
510
405
308
g
397
312
238
558
438
335
660
550
423
25
486
365
279
656
514
394
760
649
497
35
v
45
520
407
311
732
574
439
880
725
555
Lateral lengths are cak dated fw operabon virile dosing, and allow fa the pressure at the end of the dnpperline to be 7 psi or greater. These data do
not take scouring velocity into account.
Dripper Spacing
12
is"
24"
Dripper Flaw Rate (GPH)
151n1et 8A
115
100
85
160
140
120
210
190
170
ti N
qp
25Inlet 18A
200
170
140
270
230
200
360
320
280
35Inlet 28A
260
210
180
360
300
250
470
410
350
45Inlet 384
310
250
210
1 420
1 350
1 290
1 560
1 490
1 420
Lateral lengths are cak dated to achieve 2 fps scouring velocity and pressure at the dstal end of the lateral to be 7 psi.
BIOLINE Dripper
1.0
0.9
O.a 0.9 GPH
5 0.7
0.6
0.5 0.6 GPH
0.4
0 0.3 0.4 GPH
0.2
0.1
0
10 20 30 40 50 60 70
Pressure (psi)
8etvieen 0 and 7 ps1, the dropper functions as a turbulent flow emitter,
ensuring that the ncminal resign flow 1s not exceeded at system start-up.
www.americanonsite.com
3-4

AMERICAN ONSITE PRODUCTS
BIOLINE TECHNICAL SPECIFICATIONS (CONT.)
BI❑LINE DRIPPER OPERATION
1. Regulating made
Bioline's continuous self-cleaning, pressure compensating
dripper is a fully self-contained unit molded to the interior
2. Initiation of
wall of the dripper tubing- flushing cycle
As shown at right, Bioline is continuously self-cleaning during-
r
operation, not just at the beginning and end of a cycle. The 3. Flushing cycle
result is dependable, clog -free operation, year after year.
4. Regulating made
st
CROSS SECTION OF aitiuen
BI❑LINE DRIPPER flog'
Shows how effluent enters the
Dri,
dripper from the center of the flow lnlett
where it is the cleanest- Dehm
SAMPLF MOOR NUMUR
Bioline _ 08WRAM
Dripper line -
Dripper Dapper coil
Flow Rate Spacing Length
0.4 GPH = A 12" = 12 500' = V500
0.6 GPH = .6 18" = 18 1,000'= V
0.9 GPH = .9 24" = 24
BLANK Tubing Model Number. 250' = 08W RAM-250
Bioline
Dripper
BIOLINE Ordering Inforrini
Flow
Dripper
coil
Model
Rate
Spacing
Length
Number
1,000'
08WRAM.4-12V
0.4 GPH
12"
500,
08WRAM.4-12V500
1,000'
08WRAM.4-18V
0.4 GPH
18"
500,
08WRAM.4-18V500
1,000'
08WRAM.4-24V
0.4 GPH
24
500,
08WRAM.4-24V500
1,000'
08WRAM.6-12V
0.6 GPH
12"
500,
08WRAM. 6-12V500
1,000'
08WRAM.6-18V
0.6 GPH
18"
0:9 GPH
12"
500,
08WRAM.9-12V500
1,000,
08WRAM.9-18V
0.9 GPH
18"
500'
08WRAM.9-18V500
1,000'
08WRAM.9-24V
0.9 GPH
24"
500'
08WRAM.9-24V500
Blank Tubing 17mm
250'
08WRAM-250
1,000'
08WRAM.6-24V
0.6GPH
24"
500'
08WRAM.6-24V500
www.americanonsite.com
3-5

Spray Head Components
(Flushing)

A41N�Blwa
Impact Sprinklers
Introduction
Impact Sprinklers
Sprinkler Only
Sprinkler without Nozzle I A01619
Assembled Sprinkler/Nozzle
Factory Combination
Nozzle Only 1Nozzle
U.S. Standard 1/16" 51 DRILL 5/64" 3/32" 7/64"
Metric 1.59 mm 1.70mm 1.98 mm 2.38 mm 2.78 mm
Brass Straight
Bore Nozzle WMEEME
0 1 Ll- M- W-M
Sprinkler with Nozzle .«....."'... �� .-.'N......­ .,---y � ....."'... �� � —... 1.1
SBN-1 5/64- A0162005 Nozzle Only Use this number to
Item number forAssembled complete the Nozzle
Sprinkler and Nozzle, when available item number
Option
FP Full or Part Circle W Single Nozzle Spreader Plugged
BPJ
Brass Precision Jet
E
Straightening Vane
ADJ
Adjustable Nozzle
LPN
Low Pressure Nozzle
DA
Distance Control Flap
LAN
Low Angle Nozzle Spreader Nozzle
H
Superior H bearing
P
Anodized Aluminum Arm
TNT
PTFE, Nylon, PTFE Washer Stack
PM
Plastic Bearing
Pi
Precision Jet Spoon
V
Wedge
D
Durable Plastic Arm and Body
F
Frost/Chemically Resistant Washers
LA
Low Angle
M
Male Bearing
WS
I Single Nozzle Body

A41N�Blwa
Impact Sprinklers
1/2" (13mm) Full Circle
20JH
1/2"(13mm) Full Circle, Brass Impact
Sprinkler
• Durable brass die-cast arm
• Stainless steel springs and fulcrum pin
• Corrosion and grit resistant
Features
• Chemically resistant PTFE washers
Benefits
• Spoon drive arm runs on larger nozzles
and higher pressures
• Built to last
• Five-year Customer Satisfaction Policy
Specifications
• Bearing: 1/2" (13mm) Male NPT, Brass
• Trajectory Angle: 23'
• Operating Range: 35-60 psi (2.4-4.1 bar)
• Flow Rate: 2.05-5.47 gpm (0.47-1.24 m3/h)
• Radius: 38-44 ft. (11.6-13.4 meters)
• Nozzle Port: 1/8" Female NPT
N
Y
I
Z�:�A
Sprinkler Only
Sprinkler without Nozzle A05840
Assembled Sprinkler/Nozzle
Factory Combination
Sprinkler with Nozzle
SBN-17/64"
A0584107
Sprinkler with Nozzle
SBN-1 1/8,,
A0584108
Straight
:,Performance*
NOZZLE SIZE (Stream Height 6ft)
7/64"
1/8"
9/64"
5/32"
psi @
Rad.
Flow
Rad. Flow
Rad.
Flow
Rad.
Flow
Nozzle
(ft.)
(gpm)
(ft.)
(gpm)
(ft.)
(gpm)
(ft.)
(gpm)
35
38
2.05
38
2.68
39
3.39
39
4.19
40
38
2.19
39
2.86
40
3.62
39
4.47
45
39
2.32
39
3.03
40
3.84
40
4.73
50
39
2.45
39
3.20
40
4.05
40
5.00
55
39
2.57
40
3.35
40
4.24
40
5.23
60
1 39
2.68
1 40
3.50
1 41
4.43
1 41
5.47
NOZZLE SIZE (Stream Height: 7ft)
psi @
Nozzle
1/81,
Rad. Flow
(ft.) (gpm)
1/14"
Rad. Flow
(ft.) (gpm)
5/31"
Rad. Flow
(ft.) (gpm)
35
39
40
2.68
2.86
41
3.39
42
42
4.19
4.47
45
40
3.03
42
3.84
42
4.73
50
41
3.20
42
4.05
43
5.00
55
41
3.35
43
4.24
43
5.23
60
41
3.50
43
4.43
44
5.47
Straight
Bore
Nozzle (SBN.l)
Performance*
NOZZLE SIZE
METRIC
(Stream Height 1.8m)
2.78 mm
3.18
mm
3.57 mm
3.97 mm
(7/64")
(1/8")
(9/64")
(5/32")
bar@
Rad.
Flow Flow
Rad.
Flow
Flow
Rad. Flow
Flow
Rad.
Flow
Flow
Nozzle
(m)
(1/s) W/h)
(m)
(1/s)
W/h)
(m) (1/s)
W/h)
(m)
(1/s)
W/h)
2A
11.6
0.13 0.47
11.7
0.17
0.61
12.0 0.21
0.77
12.0
0.26
0.95
2.5
11.6
0.13 0.47
11.8
0.17
0.62
12.1 0.22
0.78
12.0
0.27
0.97
3.0
11.8
0.14 0.52
12.0
0.19
0.68
12.2 0.24
0.86
12.1
0.29
1.06
3.5
11.9
0.16 0.56
12.1
0.20
0.73
12.3 0.26
0.93
1 2. 3
0.32
1.14
4.0
12.0
0.17 0.60
12.2
0.22
0.78
12.4 0.27
0.99
12.4
0.34
1.22
4.1
1 12.0
0.17 0.61
1 12.2
0.22
0.79
1 12.5 0.28
1.01
1 12.5
0.35
1.24
Straight
Bore Nozzle with Vane (SBN-1 V)* METRIC
NOZZLE SIZE (Stream Height 2.1 m)
3.18 mm
3.57 mm
3.97 mm
(1/8")
(9/64")
(5/32")
bar@
Rad. Flow Flow
Rad. Flow Flow
Rad. Flow Flow
Nozzle
(m) (1/s) W/h)
(m) (1/s) W/h)
(m) (1/s) W/h)
2A
12.0 0.17 0.61
12.5 0.21 0.77
12.8 0.26 0.95
2.5
12.1 0.17 0.62
12.5 0.22 0.78
12.8 0.27 0.97
3.0
12.3 0.19 0.68
12.8 0.24 0.86
13.0 0.29 1.06
3.5
12.5 0.20 0.73
13.0 0.26 0.93
13.1 0.32 1.14
4.0
12.5 0.22 0.78
13.2 0.27 0.99
13.3 0.34 1.22
4.1
1 12.5 0.22 0.79
1 13.3 0.28 1.01
1 13.4 0.35 1.24
* Available without Nozzle or Assembled with either
a 7/64" (07) or 1 /8" (08) Straight Bore Nozzle.
All other Nozzles must be purchased separately.
See Chart below.
Nozzle Only XX= Nozzle Size
Brass Straight Bore Nozzle SBN-1 105780-XX 07 08 09 10
Brass Straight Bore Nozzle with Vane SBN-1-V 106160-XX - 08 09 10
Bold nozzle size number denotes the most common nozzle choice.

Irrigation Headworks

■ BOTTOM LOAD MULTI -JET METERS
Master Meter's Multi -Jet meter exceeds
the AWWA C708 standard. With sensitivity
to measure water flowing as low as 1 /8
gallon per minute and accuracy unaffected
by common particulates and build-up that
would freeze other types, you can count on
our Multi -Jet technology.
Technical Specifications:
AWWA Standard -Meets or exceeds all sections of AWWA
Standard C-708, most recent revision. Compliant with SDWA, NSF
ANSI 372 and NSF ANSI 61 standards.
Register- Standard Direct Read, DIALOG° 3G AMR System
registers, AccuLinx Encoder, and IP 68 Electrical Output registers
available. Together, an integrated and migratable technology
environment is attained; direct, proximity (touch), mobile AMR,
and Fixed Network AM1.
Register Sealing - Direct Read and DIALOG registers
are permanently sealed with a scratch resistant glass
lens, stainless steel base and wrap -around gasket to
prevent intrusion of dirt or moisture.
Features & Benefits:
Rugged basket strainer built from advanced polymer
materials for superior wear mitigation.
Proprietary design produces smooth, laminar flow
profile for improved accuracy
Award -winning DIALOG 3G register design houses
all vital components - encoder, RF transmitter,
battery and antennae - safely within the register's
stainless steel and tempered glass enclosure. Free of
external wires, components and connections - the #1
cause of field related issues on competitive
designs.
Assures compliance with the Safe Drinking Water Act
(SDWA).
Measures with only one moving part that is hydro-
dynamically balanced on a sapphire bearing to
preserve accuracy and promote a positive bottom line.
Exceptional performance in passing entrained solids
and operating in environments with high mineral
content.
Clean, elegant measurement design is highly sensitive
to leaks and low flow while limiting wear for excellent
revenue protection.
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
Master Meter // 101 Regency Parkway // Mansfield, TX 76063 // www.mastermeter.com U

■ BOTTOM LOAD MULTI -JET METERS
Technical Specs (Cont'd):
Register Unit - Registration available in U.S. gallons, cubic
feet or cubic meters.
Test Circle - Large center sweep hand with one hundred
(100) clearly marked gradations on the periphery of the
dial face (available on Direct Read and DIALOG 3G
registers).
Design/Operation - Velocity -type flow measurement.
Water that is evenly distributed by multiple converging
inlet ports flows past an impeller in the measuring
chamber, creating an impeller velocity directly
proportional to water flow rate. The meter's register
integrates that velocity into totalized flow.
An inherent advantage for this design is unparalleled
wear mitigation leading to sustained revenues.
The register assembly is removable under line pressure
permitting seamless, simplified upgrades in
reading technology.
Strainer - A rugged, 360-degree advance polymer
basket strainer protects the critical measuring
element from damage. The unique strainer design
smoothes the flow of water entering into the meter
creating a laminar flow that is gentle on the meter's
internal components. Tough materials operating in a
smooth, balanced environment enable the meters
to perform more accurately over time. Utilities'
investments last longer while capturing more revenue.
Measuring Chamber- The measuring chamber housing
and measurement element are built with an advanced
synthetic polymer. Measurement surfaces are not
wear surfaces, providing sustained accuracy despite
the presence of entrained solids in the water. A long
life, synthetic sapphire bearing serves as a wear
surface with radially balanced water flows. The
chamber housing is constructed in two parts to
allow access to the impeller. Bottom plates available in
Bronze, Cast Iron (CI) or Engineered Plastic.
Flow Rating (gpm)
20
30
30
30
50
Continuous Flow (gpm) `
i
20
1 20
1 20
-
Normal Flow Range (gpm)
1-20
2-30
2-30
2-30
3-50
Extended Low Flow (gpm) _
1/2
=W/2
iW/2
-
Maximum Working Pressure (psi)
150
150
150
150
150
120
120
120
-
Length(A below)
7-1/2"
7-1/2"
9"
9"
10-3/4"
3-5/8"
3-5/8" '
3-5/8"
4"
Height, standard register with lid (C below)
5"
5"
5"
5"
5-1/4"
1-1/2"
1-1/2"
1-3/4"
Height, botto
Weight (Ibs)
3.95
4.0
4.1
4.6
5.25
Packed To Cart
'
6
4
4
Carton Weight (Ibs)
25.1
25.4
26
19.8
22.4
Accuracy and Head Loss Chart
103.0%
0 101.5%
m a
o z 100%
a l
3 - 98.5%
a
97.0%
ACCURACY%
- 7-MENEM=
0-P SIR
1
0
0
N
I
0 5 10 15 20 25 30 35 40 45 50
-10 P.S.I.
_g
_g
_7
-6
-5
_q
-3
_z
-1
-0
C
V.062118 t
Master Meter // 101 Regency Parkway // Mansfield, TX 76063 // www.mastermeter.com

VALVES
10
e
a
y
J 6-
5-
4-
3-
'NETAFIMTM
GROW MORE WITH LESS
PROVEN PERFORMANCE
WITH A SIMPLE LOW
oil MAINTENANCE DESIGN
1" ELECTRIC PBI
THROTTLING NYLON VALVE
PRODUCT ADVANTAGES
323 ELECTRIC PBI
THROTTLING NYLON VALVE
■ 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.
10 15 20 30 40 50 60 80 100 150 200
FLOW (GPM)
LIGHT BROWN AREA INDICATES RECOMMENDED OPERATING RANGE.
SIZE GPM
1" 1-50
1 1/2" 1 -125
2- 1 -176
323 1 - 264
SIZE LENGTH HEIGHT WEIGHT
1" 4 7/8" 4 7/8" .5 LBS.
1 1/2" 1 7 3/8" 1 6" 1 2.0 LBS.
7 7/8" 2.2 LBS.
323 1 9 1/4" 6 5/8" 3.1 LBS.
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"-115psi and 2"to323-150psi
■ 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
SIZE ITEM NUMBER
MODEL NUMBER
1" 71610-014015
61ET1PBI-BC
11/2" 71610-014040
61ET1.5PB12-BC
2- 71610-014507
61ET2PB12-BC
323 71610-015202
61ET323PB12-BC
SOLD IN CASE QUANTITIES AND
24VAC ONLY
I" 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.netatimusa.com
A070 10113

QCEOFLOW
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
4
- 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
IF
Item Number
Size I Max.
(MPT) Flow rate
(GPM)
Filtration
(mesh)
Max.
Pressure
(psi) (ft.)
Width
Height
Flush Area of
Port Filtration
(MPT) (inches')
AP4E-75F
3/4"
10
150
80
185
6.0"
6.0"
3/4"
23.4
AP4E-IF
1"
20
150
80
185
6.5"
1 7.0"
3/4"
28.4
AP4E-1.5F
1.5"
45
150
100
231
12"
15.5"
3/4"
60.8
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
When in doubt, it is best to choose the filter with the larger screen area.
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Product Sheets-2011 Filter VortexScreen12H27.indd
for the
Genuine
Geoflow
stamp of 6
quality

1.5" Vortex Filter AP4E-1.5F
12
2
I�
10 20 30 40 50
Flow - GPM
Specification
The Y filter body shall be molded from glass reinforced engineering grade black plastic with a 1.5
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 1 1/2" filter shall be Geoflow model number AP4E-1.5E
2" Vortex Filter AP4E-2F
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
40

Appendix K
Engineering Calculations
- System Overview
- Elevation Determinations
- Buoyancy Calculations
- Drip Field Design
- Pump Design
� A�� �L�
rirr�l��r
! ........ ,y ter.
1p��`
' SEAL
024582 t-05-t
..........
& 1z�za1:1

Surface Drip Design
Design Calculations
Project: Mulberry Farm - Madison LLC
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Design Summary
Daily Flow Estimate: 10,000 gpd
Minimum Dripline: 63,000 ft
Utilized Dripline: 66,572 ft
Blanking Available: 3,572 ft
Working Volume
Key Elevations
Volume of chamber
1,216,023
in^3
Pump Chamber -srmtemalDiameter, ia'mtemalHeight, s"B—,8"
Lid, s"Wall
Storage Tanks
703.72
ft^3
G.S. at chamber
2093.5
ft elev
G.S. at ST
2091
ft elev
5,264
gal
Bottom of excavation
2075.0
ft elev
Bottom of excavation
2077
ft elev
Gallons per inch of chamber
31.33
gal/in
Gravel bed thickness
0.5
ft
Grainular bedding thickness
1
ft
Pump height
1.86
ft
6
in
12
in
External bottom of chamber
2075.5
ft elev
External bottom of chamber
2078
ft elev
Minimum liquid level
2
ft
External height of chamber
15.33
ft
External height of chamber
10
ft
24
in
184
in
120
in
FLOAT: low/redundant off
2.17
ft from int. bottom
Base height
5.67
ft
Inlet invert (bottom connected)
2078
ft elev
26
in from int. bottom
68
in
Riser height to G.S.
3
ft
Max dose volume (2 Zones)
500
gal
BOOTS (2, 6") in base section
4.00
ft above ext. bottom
36
in
Max dose height requirement
1.33
ft
48
in above ext. bottom
Additional access height
0.5
ft
15.96
in
Riser(s) height
9
ft
6
in
FLOAT: max timer enable
3.50
ft from int. bottom
108
in
Total riser height
3.5
ft
42.00
in from int. bottom
Lid height
0.67
ft
42
in
BOOTS (2) invert: connected to ST
3.33
ft from int. bottom
8
in
40
in from int. bottom
External top of chamber
ft elev
top of boot
3.83
ft from int. bottom
Inlet invert from ext. top (in riser)
3
in
NOTE: Elevation information for each
zone,
headworks
46
in from int. bottom
0.25
ft
unit, and spray head may be found
in Appendix
I -
FLOAT: HWA
11.5
ft from int. bottom
Outlet invert from ext. top (in riser)
in
Engineering Plans.
138
in from int. bottom
ft
Additional storage in chamber
3,948
gal
Riser height to G.S.
32
in
2.67
ft
Additional access height
6
in
0.5
ft
Total riser height
38
in
3.17
ft

Pump Chamber Buoyancy Calculations
Project: Mulberry Farm - Madison LLC
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Properties/Assumptions:
Effluent Density:
62.4 Ib/ft^3 (Specific Weight of Water)
Concrete Density:
142.56 Ib/ft^3
Soil Cover Over Tank:
1.00 ft. (min.)
Soil Bulk Density:
1.25 (typical value)
Notes: 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 tank.
'(Buoyancy is the same as long as water table is higher than top of tank.)
Chamber Information:
Exterior
Interior
Weight Calculation
Diameter: 9.33
8.00
ft
Tank Weight:
44,600
112.00
96.00
in
Water Weight on Tank:
3,136.57
Height: 15.33
14.00
ft
Soil Weight Over Tank:
4,356.84
184.00
168.00
in
Soil Tension Force:
33,287.29
Total Weight:
85,381
Permanent Liquid Level:
0
ft
0
in
Area of Riser Opening: 12.56 ft^2
Chamber Weight:
base:
riser:
lid:
Buoyancy Force Calculation:
44,600
lb (from supplier)
22,300
lb (from supplier)
15,300
lb (from supplier)
7,000
lb (from supplier)
Buoyancy Force = Specific Weight of Waterx Displaced Volume
Buoyancy Force = 65,461.3 lb

� Fiberglass Tank
SOLUTIONS
Buoyancy Calculation
[e-mail]
JOB INFO.
Project Name
Unkown
Customer
AWT Engineers & Soil Scientists
Date
4/26/2023
Revision #
0
Tank Diameter
10
Nominal Volume
20,000-Gallon
INPUTS
Tank Type
Single
---
Tank Spacing
0
ft
Inside Diameter
10
ft
Overall Length
35.75
ft
Dome Type
ASME F&D
---
Tank Empty Weight
6667
lb
Burial Depth
3.5
ft
Design Water Table
13.5
ft
Water Density
64
lb/ft A3
Backfill Material
Crushed Stone
---
Backf`ill Friction Angle
20
deg.
Backf`ill Density
124
lb/ft A3
Content Volume Inside Tank
0
gal
Top Slab
NA
---
Top Slab Material
Concrete
---
Top Slab Density
NA
Ib/ft^3
Top Slab Thk.
NA
in
Top Slab Lengthi
NA
ft
Top Slab Width
I NA
ft
BUOYANCY FORCE
Tank Volume
20,000
gal
Buoyancy Design Factor
1.2
---
Design Buoyancy Force
215638.9197
lb
DEADMEN CALL.
Qty. of Deadmen
4
---
Width
18
in
Length
216
in
Page 1

BACKFILL CALC.
Qty. of Risersi
0
Inside Dia. of Risers, in
1 30
24
STRAP SELECTION
Anglel
8
degree
Minimum Capacityl
11,550
ilb
RECOMMENDATION OF TURNBUCKLE
Capacityl 5200 lb
Qty. per Deadmen ---
Total # of Turnbuckles I ---
Single Tank Design
Buoyancy Force
215638.92
Actual Safety Factorl
1.23
Soil Weight
Directly above tank
95960.65
Wedge @ ends
15778.11
Wedge @ sides
56406.74
Deadmen Backfill
45752.74
Top Slab Weight
NA
Tank Weight
6667.00
Total
220565.25
Check
I Success
NOT FOR CONSTRUCTION USE. These input parameters are based on
non-specific site and backfill conditions. Estimates for given inputs assume
an empty tank, fully flooded to finish grade, utilizing the specified backf`ill
per the Fiberglass Tank Solutions, LLC Underground Storage Tank
Installation Guide. For site specific design parameters, and specific media
type, for additional fees, FTS can provide Professional Engineered stamped
buoyancy calculations for construction purposes.
Page 2

Field Flow -AREA A
PROJECT: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Total Field
Total quantity of effluent to be disposed per day
Hydraulic Loading Rate
Minimum Dispersal Field Area
Flow Per Zone
Number of Zones
Dosing
Dispersal area per zone
Spacing between lines
Choose spacing between emitters
Linear ft. per zone
Total number of emitters per zone
Dripline Type
Pressure at beginning of the dripfeld
Feet of Head at the beginning of dripfeld
Flow rate per emitter
Dose flowper zone (or subield)
Mn. Flushing Velocity (Normal Operation)
Mn. Flushing Velocity (Maintenance Operation)
Flush flaw required at the end of each dripline
Length of longest dripline lateral
Flaw required to Dose longest dripline lateral
Laterals per zone
Total flow for flushing velocity in all lines
Total flowper zone (flushing + dosing)
10,000 gallons / day
0.040 gallons / sq.ft. /day
251,992 sq.ft.
30 zones (total)
Zone A01 Zone A02
Zone A03
Zone A04
Zone A05
Zone A06
Zone A07
Zone A08
Zone A09
Zone 10
9031 9111
9005
8808
8643
9602
8968
9496
8751
9084 sq.ft.
4.00 4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00 ft
2 2
2
2
2
2
2
2
2
2ft
_ _
2258 2278
= 2251
_
2202
2400
_
2242
2188
= 2271 ft. per zone
1129 1139
1126
1101
1080
1200
1121
1187
1094
1136 emitters per zone
Perc-Rite Bioline Perc-Rite Bioline
Perc-Rite Bioline Perc-Rite
Bioline Perc-Rite
Bioline
Perc-Rite Bioline Perc-Rite
Bioline Perc-Rite
Bioline Perc-Rite
Bioline Perc-Rite
Bioline
60
60
60
60
60
60
60
60
60
138.6
138.6
138.6
138.6
138.6
138.6
138.6
138.6
138.6
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
11.48
11.58
11.44
11.19
10.98
12.20
11.40
12.07
11.12
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0.79
0.79
0.79
0.79
0.79
0.79
0.79
0.79
0.79
- 292
282
278
288
304
1.48
1.46
1.43
1.41
_.I&L272
1.38
1.37
1.47
1.54
1.62
- 9
8
8
8
9.02
6.48
6.38
6.47
6.45
7.31
6.69
6.64
5.76
20.50
18.06
17.83
17.66
17.44
19.51
18.09
18.71
16.88
Number of doses per day/zone:
1.50 doses
Timer ON. Pump run time per dose/zone:
20:14 min sec
Timer OFF. Pump off time between doses
0:11 hr:min
Per Zone - Pump run time per day/zone:
030 hr:min
Al Zones - Number of doses per day / all zones
45.00 doses /tlay
Flow time for field to pressurize
0:0030 hr:min: sec
Fitter flush timer
0:0020 hr:min: sec
Drain timer
0:0500 hr:min: sec
Field flush timer
001 :00 hr:min: sec
Number
of Pumps:
2
Field flush counter
10 cycles
Run Time
per Pump:
3:35 hr:min
Time required to complete all functions per day
20.30 hr:min
Dose volume per zone
232
234
232
226
222
247
231
244
225
Length of Draining Supply Line
10
70
5
45
75
110
10
45
80
Volume
1.71
11.97
0.85
7.69
12.82
18.81
1.71
7.69
13.68
Length of Draining Supply Feeder Lines
405
180
210
204
216
230
186
198
168
Volume
5.99
2.66
3.11
3.02
3.19
3.39
2.75
2.93
2.48
Length of Draining Return Line
1
1
1
1
1
1
1
1
1
Volume
0.17
0.17
0.17
0.17
0.17
0.17
0.17
0.17
0.17
Length of Draining Return Feeder Lines
365
162
189
184
194
207
167
178
151
Volume
5.39
2.40
2.79
2.71
2.87
3.05
2.48
2.64
2.24
Volume in dripline / zone
27.87
28.11
27.79
27.18
26.67
29.63
27.67
29.30
27.00
Total Recharge Volume
153
158
146
149
152
174
145
160
154
Note: Zones/Subfelds are analyzed individually. The more extreme demands are used for pump selection
60 psi
138.6 ft
0.61 gph
11.54 gpm
1 ft/sec
1 ft/sec
0.79 gpm
324ft
1.67 gpm
7 laterals
5.69 gpm
17.24 gpm
234 gallons per dose
110 ft
18.81 gallons
205 ft
3.03 gallons
1ft
0.17 gallons
184 ft
2.72 gallons
28.03 gallons
165 gallons

Pump Sizing - Area A: Zone 1
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
10 zones
24.82 gpm
9.02 gpm
20.50 gpm
Flushing Condition
ft.(psi)
555
56
0.0
0.69
0.30
4.20
1.82
80.85
35.0
292
16.17
32.25
129.27
55.96
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
292
16.17
700
9.58
25.757
AP4E-1.5F
1.5in Screen Filter 0-45gpm
AP4E-1.5F
4.27 1 1.85
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.59 1 0.26
1 86
0.37
5/8" Meter
1" Meter
2.79
1.21
3.87
1.68
0
0
0
7.66
3.31
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
690
690
Length of Supply Line Along Dripfield
65
65
Equivalent length of fittings
75.5
75.5
Pressure Loss in 100 ft. of Zone Supply Pipe
0.88
0.38
1.25
0.54
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
45
45
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
69.28
29.99
72.38
31.33
Total Dynamic Head (TDH) 215.5 ft 107.9 ft
PumD Caoacity - Flow Rate 20.5 aom 24.8 aom

Pump Sizing - Area A: Zone 2
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
10 zones
24.82 gpm
6.48 gpm
18.06 gpm
Flushing Condition
ft.(psi)
440
44
0.0
0.37
0.16
1.80
0.78
80.85
35.0
288
16.17
31.37
128.39
55.58
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
288
16.17
7.00
9.20
25.37
00.98
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.82 1 1.65
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.47 1 0.20
1 86
0.37
5/8" Meter
1" Meter
2.27
0.98
3.87
1.68
0
0
0
6.56
2.84
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
750
750
Length of Supply Line Along Dripfield
30
30
Equivalent length of fittings
78
78
Pressure Loss in 100 ft. of Zone Supply Pipe
2.49
1.08
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
27
27
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
65.34
28.29
82.44
35.69
Total Dynamic Head (TDH) 210.5 ft 117.6 ft
PumD Caoacity - Flow Rate 18.1 aom 24.8 aom

Pump Sizing - Area A: Zone 3
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
10 zones
24.82 gpm
6.38 gpm
17.83 gpm
Flushing Condition
ft.(psi)
410
41
0.0
0.36
0.16
1.63
0.71
80.85
35.0
282
16.17
30.07
127.09
55.02
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditiol
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
282
16.17
700
8.65
24.827
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.78 1 1.64
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.46 1 0.20
1 86
0.37
5/8" Meter
1" Meter
2.22
0.96
3.87
1.68
0
0
0
f9.77
0
6.46
2.80
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
750
750
Length of Supply Line Along Dripfield
30
30
Equivalent length of fittings
78
78
Pressure Loss in 100 ft. of Zone Supply Pipe
2.43
1.05
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
27
27
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
64.83
28.06
82.44
35.69
Total Dynamic Head (TDH) 209.9 ft 117.0 ft
PumD Caoacity - Flow Rate 17.8 aom 24.8 aom

Pump Sizing - Area A: Zone 4
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
10 zones
24.82 gpm
6.47 gpm
17.66 gpm
Flushing Condition
ft.(psi)
380
38
0.0
0.37
0.16
1.55
0.67
80.85
35.0
278
16.17
29.22
126.24
54.65
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
278
16.17
7.00
8.30
24.47
00.59
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.75 1 1.62
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.45 1 0.19
1 86
0.37
5/8" Meter
1" Meter
2.19
0.95
3.87
1.68
0
0
0
6.39
2.76
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
825
825
Length of Supply Line Along Dripfield
30
30
Equivalent length of fittings
85.5
85.5
Pressure Loss in 100 ft. of Zone Supply Pipe
2.39
1.03
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
1
1
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
40.45
17.51
60.14
26.03
Total Dynamic Head (TDH) 185.4 ft 94.4 ft
PumD Caoacity - Flow Rate 17.7 aom 24.8 aom

Pump Sizing - Area A: Zone 5
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
10 zones
24.82 gpm
6.45 gpm
17.44 gpm
Flushing Condition
ft.(psi)
355
36
0.0
0.37
0.16
1.44
0.63
80.85
35.0
272
16.17
27.98
125.00
54.11
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditiol
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
272
16.17
7.00
7.78
23.95
10.37
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.70 1 1.60
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.44 1 0.19
1 86
0.37
5/8" Meter
1" Meter
2.15
0.93
3.87
1.68
0
0
0
f9.77
0
6.29
2.72
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
Length of Supply Line from PT to Start of Dripfield
850
850
Length of Supply Line Along Dripfield
30
30
Equivalent length of fittings
88
88
Pressure Loss in 100 ft. of Zone Supply Pipe
2.33
1.01
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
0
0
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
39.56
17.12
60.37
26.14
Total Dynamic Head (TDH) 184.4 ft 94.1 ft
PumD Caoacity - Flow Rate 17.4 aom 24.8 aom

Pump Sizing - Area A: Zone 6
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
10 zones
24.82 gpm
7.31 gpm
19.51 gpm
Flushing Condition
ft.(psi)
330
33
0.0
0.47
0.20
1.69
0.73
80.85
35.0
270
16.17
27.57
124.59
53.94
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
270
16.17
7.00
7.62
23.79
10.30
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
4.09 1 1.77
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.54 1 0.23
1 86
0.37
5/8" Meter
1" Meter
2.57
1.11
3.87
1.68
0
0
0
7.20
3.12
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
890
890
Length of Supply Line Along Dripfield
30
30
Equivalent length of fittings
92
92
Pressure Loss in 100 ft. of Zone Supply Pipe
0.84
0.36
1.31
0.57
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
0
0
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
25.49
11.04
30.26
13.10
Total Dynamic Head (TDH) 171.3 ft 63.8 ft
PumD Caoacity - Flow Rate 19.5 aom 24.8 aom

Pump Sizing - Area A: Zone 7
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
10 zones
24.82 gpm
6.69 gpm
18.09 gpm
Flushing Condition
ft.(psi)
300
30
0.0
0.40
0.17
1.30
0.56
80.85
35.0
288
16.17
31.37
128.39
55.58
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
288
16.17
7.00
9.20
25.37
00.98
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.83 1 1.66
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.47 1 0.20
1 86
0.37
5/8" Meter
1" Meter
2.27
0.98
3.87
1.68
0
0
0
f9.77
0
6.57
2.84
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
925
925
Length of Supply Line Along Dripfield
30
30
Equivalent length of fittings
95.5
95.5
Pressure Loss in 100 ft. of Zone Supply Pipe
2.49
1.08
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
0
0
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
43.19
18.70
64.07
27.74
Total Dynamic Head (TDH) 188.4 ft 99.2 ft
PumD Caoacity - Flow Rate 18.1 aom 24.8 aom

Pump Sizing - Area A: Zone 8
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
10 zones
24.82 gpm
6.64 gpm
18.71 gpm
Flushing Condition
ft.(psi)
275
28
0.0
0.39
0.17
1.18
0.51
80.85
304
16.17
35.01
132.03
57.16
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditiol
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
304
16.17
7.00
10.78
26.95
11.67
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.94 1 1.71
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.50 1 0.22
1 86
0.37
5/8" Meter
1" Meter
2.40
1.04
3.87
1.68
0
0
0
f9.77
0
6.85
2.96
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
970
970
Length of Supply Line Along Dripfield
35
35
Equivalent length of fittings
100.5
100.5
Pressure Loss in 100 ft. of Zone Supply Pipe
2.66
1.15
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
0
0
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
46.35
20.07
66.53
28.80
Total Dynamic Head (TDH) 191.8 ft 103.2 ft
PumD Caoacity - Flow Rate 18.7 aom 24.8 aom

Pump Sizing - Area A: Zone 9
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Min. Pressure Required at Beginning of Sprayhead
Calculated pressure at sprayhead
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
Losses through Supply Line
Field Supply Line Diameter
Length of Supply Line from PT to Start of Dripfield
Length of Supply Line Along Dripfield
Equivalent length of fittings
Pressure Loss in 100 ft. of Zone Supply Pipe
Elevation Change (Pump to tank outlet)
Elevation Change (Tank outlet to Start of Dripfield)
Elevation Change (Along Dripfield)
Total Supply Line Head Loss from Pump to Field
10 zones
24.82 gpm
5.76 gpm
16.88 gpm
Flushing Condition
ft.(psi)
250
25
4.0
0.30
0.13
4.82
2.09
80.85
-
95.37
41.28
80.85
318
16.17
38.41
135.43
58.63
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
1 1/2"
0
0
0.0
0.0 0.0
0.0 0.0
0.0 0.0
318
16.17 7.00
12.30
28.47 1 12.32
AP4E-1 F _
AP4E-1.5F
1in Screen Filter 0-20gpm
3.60 1 1.56
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.41 1 0.18
1 86
0.37
5/8" Meter
1" Meter
2.04
0.88
3.87
1.68
0
6.05
0
2.62
0
9.77
-
4.23
970
970
35
35
100.5
100.5
2.19
0.95
4.48
1.94
17
17
10
10
0
0
51.26
22.19
76.53
33.13
Pump Capacity - Flow Rate 16.9 gpm 24.8

Pump Sizing -Area A: Zone 10
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Min. Pressure Required at Beginning of Sprayhead
Calculated pressure at sprayhead
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
Losses through Supply Line
Field Supply Line Diameter
Length of Supply Line from PT to Start of Dripfield
Length of Supply Line Along Dripfield
Equivalent length of fittings
Pressure Loss in 100 ft. of Zone Supply Pipe
Elevation Change (Pump to tank outlet)
Elevation Change (Tank outlet to Start of Dripfield)
Elevation Change (Along Dripfield)
Total Supply Line Head Loss from Pump to Field
10 zones
24.82 gpm
5.69 gpm
17.24 gpm
Flushing Condition
ft.(psi)
275
28
13.0
0.29
0.13
13.89
6.01
83.75
36.25
80.85
328
16.17
40.97
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
1 1/2..
0
0
0.0
0.0 0.0
0.0 0.0
0.0 1 0.0
328
16.17 7.00
13.47 i5.83
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.67 1 1.59
1 5.04
2.18
1.0" Solenoid
1.5" Solenoid
0.43 1 0.19
1 86
0.37
5/8" Meter
1" Meter
2.11
0.91
3.87
1.68
0
0
0
6.20
2.69
9.71
4.23
1025
1025
27
27
105.2
105.2
2.28
0.99
4.48
1.94
17
17
10
10
0
0
53.39
23.11
78.85
34.13
Pump Capacity - Flow Rate 17.2 qpm 24.8

Field Flow -AREA B
PROJECT: Mulberry Farm Driptield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Total Field
Total quantityof effluentto be disposed perday
Hydraulic Loading Rate
Minimum Dispersal Field Area
Flow Per Zone
Number of Zones
Dosing
Dispersal area per zone
Spacing between lines
Choose spacing between emitters
Linear ft per zone
Total numberof emitters per zone
Dripline Type
Pressure at beginning of the dripfield
Feet of Head atthe beginning of dripfield
Flow rate per emitter
Dose flow per zone (or subfield)
Min. Flushing Velocity (Normal Operation)
Min. Flushing Velocity (Maintenance Operation)
Flush flow required at the end of each dripline
Length of longest dripline lateral
Flow required to Dose longest dripline lateral
Laterals per zone
Total flow for flushing velocity in all lines
Total flow per zone (flushing + dosing)
10,000 gallons/day
0.040 gallons / sq.ft. / day
251,992 sq.ft.
30 zones (total)
Zone B01
Zone B02
Zone B03
Zone B04
Zone B05
Zone B06
Zone B07
Zone B08 Zone B09
8070
6925
9431
9201
9798
8884
9359
9262
9220 sq.ft.
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00 ft
2
2
2
2
2
2
2
2
2 ft
2300
2449
2�
2315W
2305 ft perzone
1009
866
1179
1150
1225
1111
1170
1158
1153 emitters per zone
PerC$Ite Bioline PerC$Ite
Bioline PerC$Ite
Bioline Perc-Rite
Bioline PerC$Ite
Bioline Perc-Rite
Bioline PerC$Ite
Bioline Perc-Rite
Bioline PerC$Ite
Bioline
60
60
60
60
60
60
60
60
60 psi
138.6
138.6
138.6
138.6
138.6
138.6
138.6
138.6
138.6 ft
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61 gph
10.26
8.80
11.99
11.69
12.45
11.29
11.89
11.77
11.72 gpm
1
1
1
1
1
1
1
1
1 ff/sec
1
1
1
1
1
1
1
1
1 ff/sec
0.79
0.79
0.79
0.79
0.79
0.79
0.79
0.79
0.79 gpm
238
-2
230 ft
1.67
1.76
1.50
1.47
1.43
1.30
1.21
1.18
1.17 gpm
10
W
10 laterals
6.98
3.98
6.41
6.46
7.60
7.58
8.15
7.95
7.92 gpm
17.24
12.78
18.40
18.15
20.06
18.87
20.04
19.73
19.64 gpm
Number of doses per day/zone:
1.50 doses
Timer ON. Pump run time per dose/zone:
1751 min sec
Timer OFF. Pump off time between doses
0:14 hr:min
Per Zone- Pump run time per day/zone:
026 hr:min
All Zones - Number of doses per day / all zones
45.00 doses / day
Allow time for field to pressurize
00030 hr:min :sec
Filter flush timer
00020 hr:min :sec
Drain timer
00500 hr:min :sec
Field flush timer
001:00 hr:min :sec
Number of Pumps:
Field flush counter
10 cycles
Run Time per Pump:
Time required to complete all functions per day
18.51 hr:min
Dose volume per zone
183
157
214
209
Length of Draining Supply Line
5
55
5
40
Volume
0.85
9.40
0.85
6.84
Length of Draining Supply Feeder Lines
289
120
354
360
Volume
4.27
1.77
5.23
5.32
Length of Draining Return Line
1
1
1
1
Volume
0.17
0.17
0.17
0.17
Length of Draining Return Feeder Lines
260
108
319
324
Volume
3.84
1.60
4.71
4.79
Volume in dripline / zone
24.90
21.37
29.10
28.39
Total Recharge Volume
134
120
156
159
Note: Zones/Subflelds are analyzed individually. The more extreme demands are used for pump selection
2
6:07 hr: min
222
202
212
210
209
gallons perdose
80
145
5
55
105
ft
13.68
24.79
0.85
9.40
17.95
gallons
425
412
443
390
338
ft
6.29
6.09
6.54
5.77
4.99
gallons
1
1
1
1
1
ft
0.17
0.17
0.17
0.17
0.17
gallons
383
371
398
351
304
ft
5.66
5.48
5.89
5.19
4.49
gallons
30.23
27.41
28.88
28.58
28.45
gallons
177
174
158
163
170
gallons

Pump Sizing - Area B: Zone 1
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
9 zones
24.82 gpm
10.17 gpm
17.24 gpm
Flushing Condition
ft.(psi)
560
56
0.0
0.86
0.37
5.29
2.29
80.85
35.0
328
16.17
40.97
137.99
59.73
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
1 1/2"
0
0
0.0
0.0 0.0
0.0 0.0
0.0 0.0
328
16.17 7.00
13.47 L 5.83
29.64 1 12.83
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.67 1 1.59
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.43 1 0.19
1 86
0.37
5/8" Meter
1" Meter
2.11
0.91
3.87
1.68
0
0
0
L9.77
6.20
2.69
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
1025
1025
Length of Supply Line Along Dripfield
27
27
Equivalent length of fittings
105.2
105.2
Pressure Loss in 100 ft. of Zone Supply Pipe
2.28
0.99
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
0
0
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
43.39
18.78
68.85
29.80
Total Dynamic Head (TDH) 188.2 ft 108.3 ft
PumD Caoacity - Flow Rate 17.2 aom 24.8 aom

Pump Sizing - Area B: Zone 2
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change (gained from flowing downhill)
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Min. Pressure Required at Beginning of Sprayhead
Calculated pressure at sprayhead
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
Losses through Supply Line
Field Supply Line Diameter
Length of Supply Line from PT to Start of Dripfield
Length of Supply Line Along Dripfield
Equivalent length of fittings
Pressure Loss in 100 ft. of Zone Supply Pipe
Elevation Change (Pump to tank outlet)
Elevation Change (Tank outlet to Start of Dripfield)
Elevation Change (Along Dripfield)
Total Supply Line Head Loss from Pump to Field
9 zones
24.82 gpm
3.98 gpm
12.78 gpm
Flushing Condition
ft.(psi)
510
51
0.0
0.15
0.07
0.85
0.37
80.85
92.75
40.15
80.85
346
16.17
45.85
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
1 1/2"
0
0
0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 1 0.0
346
16.17 7.00
15.76
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
2.80 1 1.21
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.25 1 0.11
1 86
0.37
5/8" Meter
1" Meter
1.36
0.59
3.87
1.68
0
0
0
0
4.41
1.91
9.77
4.23
1025
1025
27
27
105.2
105.2
1.31
0.57
4.48
1.94
17
17
0
0
0
0
32.16
13.92
68.85
29.80
Pump Capacity - Flow Rate 12.8 gpm 24.8

Pump Sizing - Area B: Zone 3
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
9 zones
24.82 gpm
6.47 gpm
18.44 gpm
Flushing Condition
ft.(psi)
480
48
0.0
0.37
0.16
1.96
0.85
80.85
35.0
298
16.17
33.61
130.63
56.55
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditiol
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
298
16.17
7.00
10.17
26.34
11.40
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.89 1 1.68
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.49 1 0.21
1 86
0.37
5/8" Meter
1" Meter
2.35
1.02
3.87
1.68
0
0
0
f9.77
0
6.73
2.91
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
1025
1025
Length of Supply Line Along Dripfield
27
27
Equivalent length of fittings
105.2
105.2
Pressure Loss in 100 ft. of Zone Supply Pipe
2.58
1.12
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
0
0
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
46.91
20.31
68.85
29.80
Total Dynamic Head (TDH) 192.2 ft 105.0 ft
PumD Caoacity - Flow Rate 18.4 aom 24.8 aom

Pump Sizing - Area B: Zone 4
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
9 zones
24.82 gpm
6.50 gpm
18.19 gpm
Flushing Condition
ft.(psi)
450
45
0.0
0.37
0.16
1.85
0.80
80.85
35.0
290
16.17
31.81
128.83
55.77
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
290
16.17
7.00
9.39
25.56
11.06
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.85 1 1.66
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.48 1 0.21
1 86
0.37
5/8" Meter
1" Meter
2.30
0.99
3.87
1.68
0
0
0
6.62
2.86
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
1025
1025
Length of Supply Line Along Dripfield
27
27
Equivalent length of fittings
105.2
105.2
Pressure Loss in 100 ft. of Zone Supply Pipe
2.52
1.09
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
0
0
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
46.16
19.98
68.85
29.80
Total Dynamic Head (TDH) 191.4 ft 104.2 ft
PumD Caoacity - Flow Rate 18.2 aom 24.8 aom

Pump Sizing - Area B: Zone 5
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
9 zones
24.82 gpm
7.60 gpm
20.06 gpm
Flushing Condition
ft.(psi)
425
43
0.0
0.50
0.22
2.34
1.01
80.85
35.0
282
16.17
30.07
127.09
55.02
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
282
16.17
700
8.65
24.827
AP4E-1.5F
1.5in Screen Filter 0-45gpm
AP4E-1.5F
4.19 1 1.81
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.57 1 0.25
1 86
0.37
5/8" Meter
1" Meter
2.69
1.17
3.87
1.68
0
0
0
7.46
3.23
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
1025
1025
Length of Supply Line Along Dripfield
27
27
Equivalent length of fittings
105.2
105.2
Pressure Loss in 100 ft. of Zone Supply Pipe
3.02
1.31
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
0
0
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
51.95
22.49
68.85
29.80
Total Dynamic Head (TDH) 198.0 ft 103.4 ft
PumD Caoacity - Flow Rate 20.1 aom 24.8 aom

Pump Sizing - Area B: Zone 6
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
9 zones
24.82 gpm
7.61 gpm
18.90 gpm
Flushing Condition
ft.(psi)
390
39
0.0
0.50
0.22
2.15
0.93
80.85
35.0
258
16.17
25.22
122.24
52.92
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditio
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
258
16.17
7.00
6.67
22.84
9.89
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.98 1 1.72
1 5.04 1
2.18
1.0 Solenoid
1.5" Solenoid
0.51 1 0.22
1 86
0.37
5/8" Meter
1" Meter
2.44
1.06
3.87
1.68
0
0
0
L9.77
6.93
3.00
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
1025
1025
Length of Supply Line Along Dripfield
27
27
Equivalent length of fittings
105.2
105.2
Pressure Loss in 100 ft. of Zone Supply Pipe
2.71
1.17
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
0
0
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
48.30
20.91
68.85
29.80
Total Dynamic Head (TDH) 193.8 ft 101.5 ft
PumD Caoacity - Flow Rate 18.9 aom 24.8 aom

Pump Sizing - Area B: Zone 7
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
9 zones
24.82 gpm
8.15 gpm
20.04 gpm
Flushing Condition
ft.(psi)
360
36
0.0
0.57
0.25
2.26
0.98
80.85
35.0
238
16.17
21.58
118.60
51.34
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditic
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
238
16.17
7.00
5.27
21.44
9.28
AP4E-1.5F
1.5in Screen Filter 0-45gpm
AP4E-1.5F
4.19 1 1.81
1 .04 1
2.18
1.0 Solenoid
1.5" Solenoid
0.57 1 0.25
1 86
0.37
5/8" Meter
1" Meter
2.69
1.16
3.87
1.68
0
0
0
L9.77
7.45
3.22
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
Length of Supply Line from PT to Start of Dripfield
1025
1025
Length of Supply Line Along Dripfield
27
27
Equivalent length of fittings
105.2
105.2
Pressure Loss in 100 ft. of Zone Supply Pipe
3.01
1.31
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
0
0
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
51.89
22.46
68.85
29.80
Total Dynamic Head (TDH) 197.9 ft 100.1 ft
PumD Caoacity - Flow Rate 20.0 aom 24.8 aom

Pump Sizing - Area B: Zone 8
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
9 zones
24.82 gpm
7.95 gpm
19.73 gpm
Flushing Condition
ft.(psi)
325
33
0.0
0.54
0.24
1.94
0.84
80.85
35.0
232
16.17
20.56
117.58
50.90
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditiol
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
232
16.17
700
4.89
21.067
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
4.13 1 1.79
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.55 1 0.24
1 86
0.37
5/8" Meter
1" Meter
2.62
1.13
3.87
1.68
0
0
0
0
7.30
3.16
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
1025
1025
Length of Supply Line Along Dripfield
27
27
Equivalent length of fittings
105.2
105.2
Pressure Loss in 100 ft. of Zone Supply Pipe
2.93
1.27
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
0
0
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
50.90
22.03
68.85
29.80
Total Dynamic Head (TDH) 196.8 ft 99.7 ft
PumD Caoacity - Flow Rate 19.7 aom 24.8 aom

Pump Sizing - Area B: Zone 9
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
9 zones
24.82 gpm
7.99 gpm
19.70 gpm
Flushing Condition
ft.(psi)
285
29
0.0
0.55
0.24
1.72
0.75
80.85
35.0
232
16.17
20.56
117.58
50.90
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
232
16.17
700
4.89
21.067
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
4.13 1 1.79
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.55 1 0.24
1 86
0.37
5/8" Meter
1" Meter
2.61
1.13
3.87
1.68
0
0
0
7.29
3.16
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
1025
1025
Length of Supply Line Along Dripfield
27
27
Equivalent length of fittings
105.2
105.2
Pressure Loss in 100 ft. of Zone Supply Pipe
2.92
1.26
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
0
0
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
50.80
21.99
68.85
29.80
Total Dynamic Head (TDH) 196.7 ft 99.7 ft
PumD Caoacity - Flow Rate 19.7 aom 24.8 aom

Field Flow -AREA C
PROJECT: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Total Field
Total quantity of effluent to be disposed per day
10,000 gallons / day
Hydraulic Loading Rate
0.040 gallons / sq.ft. / day
Minimum Dispersal Field Area
251,992 sq.ft.
Flow Per Zone
Number of Zones
30 zones (total)
Do si ng
Zone C01 Zone CO2
Zone CO3
Zone C04
Zone C05
Zone C06
Zone C07
Dispersal area per zone
9239 9644
9258
8589
8977
8291
9656 sq.ft.
Spacing between lines
4.00 4.00
4.00
4.00
4.00
4.00
4.00 ft
Choose spacing between emitters
2 2
2
2
2
2
2 ft
Linear ft. per zone
2310
2315
224
IW 2414 ft. per zone
Total number of emitters per zone
1155 1206
1157
1074
1122
1036
1207 emitters per zone
Dripline Type
Perc-Rite Bioline Perc-Rite Bioline Perc-Rite
Bioline Perc-Rite
Bioline Perc-Rite
Bioline Perc-Rite
Bioline Perc-Rite
Bioline
Pressure at beginning of the dripfield
60
60
60
60
60
60
60 psi
Feet of Head at the beginning of dripfield
138.6
138.6
138.6
138.6
138.6
138.6
138.6 ft
Flow rate per emitter
0.61
0.61
0.61
0.61
0.61
0.61
0.61 gph
Dose flow per zone (or subfield)
11.74
12.26
11.77
10.91
11.41
10.54
12.27 gpm
Min. Flushing Velocity (Normal Operation)
1
1
1
1
1
1
1 fUsec
Min. Flushing Velocity (Maintenance Operation)
1
1
1
1
1
1
1 fUsec
Flush flow required at the end of each dripline
0.79
0.79
0.79
0.79
0.79
0.79
0.79 gpm
Length of longest dripline lateral
276
308
350 ft
Flow required to Dose longest dripline lateral
1.68
1.40
1.53
1.57
1.76
1.77
1.78 gpm
Laterals per zone
8
9
7
7 laterals
Total flowfor flushing velocity in all lines
8.04
7.52
6.80
5.62
6.46
4.84
5.75 gpm
Total flow per zone (flushing + dosing)
19.78
19.78
18.57
16.54
17.87
15.38
18.02 gpm
Number of doses per day/zone:
Timer ON. Pump run time per dose/zone:
Timer OFF. Pump off time between doses
Per Zone - Pump run time per day/zone:
All Zones - Number of doses per day / all zones
Allowtime for field to pressurize
Filter flush timer
Drain timer
Field flush timer
Field flush counter
Time required to complete all functions per day
Dose volume per zone
1.50 doses
1929 min: sec
012 hr:min
029 hr:min
45.00 doses / day
00030 hr:min :sec
00020 hr:min :sec
00500 hr:min:sec
001:00 hr:min :sec
10 cycles
19.73 hr:min
229 239
Length of Draining Supply Line
5
4E
Volume
0.85
7.65
Length of Draining Supply Feeder Lines
210
27C
Volume
3.11
3.95
Length of Draining Return Line
1
1
Volume
0.17
0.17
Length of Draining Return Feeder Lines
189
243
Volume
2.79
3.55
Volume in dripline / zone
28.51
29.7E
Total Recharge Volume
149
164
Note: Zones/Subfields are analyzed individually. The more extreme demands are used for pump selection
Number of Pumps:
2
Run Time per Pump:
20:49 hr:min
229 213
222
205
239 gallons per dose
80 110
5
55
120 ft
13.68 18.81
0.85
9.40
20.52 gallons
300 315
341
315
368 ft
4.44 4.66
5.05
4.66
5.43 gallons
1 1
1
1
1 ft
0.17 0.17
0.17
0.17
0.17 gallons
270 284
307
284
331 ft
3.99 4.19
4.54
4.19
4.89 gallons
28.57 26.50
27.70
25.58
29.80 gallons
165 160
149
146
180 gallons

Pump Sizing - Area C: Zone 1
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
7 zones
24.82 gpm
8.67 gpm
20.50 gpm
Flushing Condition
ft.(psi)
530
53
0.0
0.64
0.28
3.72
1.61
80.85
35.0
330
16.17
41.49
138.51
59.96
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
330
16.17
7.00
13.71
29.88
12.94
AP4E-1.5F
1.5in Screen Filter 0-45gpm
AP4E-1.5F
4.27 1 1.85
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.59 1 0.26
1 86
0.37
5/8" Meter
1" Meter
2.79
1.21
3.87
1.68
0
0
0
7.66
3.32
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
690
690
Length of Supply Line Along Dripfield
65
65
Equivalent length of fittings
75.5
75.5
Pressure Loss in 100 ft. of Zone Supply Pipe
0.88
0.38
1.25
0.54
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
45
45
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
69.29
29.99
72.38
31.33
Total Dynamic Head (TDH) 215.5 ft 112.0 ft
PumD Caoacity - Flow Rate 20.5 aom 24.8 aom

Pump Sizing - Area C: Zone 2
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
7 zones
24.82 gpm
7.56 gpm
19.78 gpm
Flushing Condition
ft.(psi)
785
79
0.0
0.50
0.21
4.28
1.85
80.85
35.0
276
16.17
28.80
125.82
54.47
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
276
16.17
7.00
8.12
24.29
10.52
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
4.14 1 1.79
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.56 1 0.24
1 86
0.37
5/8" Meter
1" Meter
2.63
1.14
3.87
1.68
0
0
0
7.33
3.17
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
690
690
Length of Supply Line Along Dripfield
65
65
Equivalent length of fittings
75.5
75.5
Pressure Loss in 100 ft. of Zone Supply Pipe
0.82
0.36
1.25
0.54
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
45
45
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
68.82
29.79
72.38
31.33
Total Dynamic Head (TDH) 214.7 ft 106.4 ft
PumD Caoacity - Flow Rate 19.8 aom 24.8 aom

Pump Sizing - Area C: Zone 3
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
7 zones
24.82 gpm
6.80 gpm
18.57 gpm
Flushing Condition
ft.(psi)
745
75
0.0
0.41
0.18
3.34
1.45
80.85
35.0
300
16.17
34.07
131.09
56.75
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
300
16.17
7.00
10.37
26.54
11.49
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.92 1 1.70
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.49 1 0.21
1 86
0.37
5/8" Meter
1" Meter
2.37
1.03
3.87
1.68
0
0
0
6.78
2.94
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
690
690
Length of Supply Line Along Dripfield
65
65
Equivalent length of fittings
75.5
75.5
Pressure Loss in 100 ft. of Zone Supply Pipe
0.73
0.32
1.25
0.54
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
45
45
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
68.07
29.47
72.38
31.33
Total Dynamic Head (TDH) 213.5 ft 108.7 ft
PumD Caoacity - Flow Rate 18.6 aom 24.8 aom

Pump Sizing - Area C: Zone 4
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
7 zones
24.82 gpm
5.62 gpm
16.54 gpm
Flushing Condition
ft.(psi)
715
72
0.0
0.29
0.12
2.25
0.97
80.85
35.0
308
16.17
35.96
132.98
57.57
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
308
16.17
7.00
11.20
27.37
11.85
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.53 1 1.53
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.40 1 0.17
1 86
0.37
5/8" Meter
1" Meter
1.98
0.86
3.87
1.68
0
0
0
5.91
2.56
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
690
690
Length of Supply Line Along Dripfield
65
65
Equivalent length of fittings
75.5
75.5
Pressure Loss in 100 ft. of Zone Supply Pipe
0.59
0.26
1.25
0.54
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
45
45
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
66.90
28.96
72.38
31.33
Total Dynamic Head (TDH) 211.4 ft 109.5 ft
PumD Caoacity - Flow Rate 16.5 aom 24.8 aom

Pump Sizing - Area C: Zone 5
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change (gained from flowing downhill)
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
*Elevation change shown is minimum required between
lowest run and spray head
Min. Pressure Required at Beginning of Sprayhead
Calculated pressure at sprayhead
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
Losses through Supply Line
Field Supply Line Diameter
Length of Supply Line from PT to Start of Dripfield
Length of Supply Line Along Dripfield
Equivalent length of fittings
Pressure Loss in 100 ft. of Zone Supply Pipe
Elevation Change (Pump to tank outlet)
Elevation Change (Tank outlet to Start of Dripfield)
Elevation Change (Along Dripfield)
Total Supply Line Head Loss from Pump to Field
7 zones
24.82 gpm
6.46 gpm
17.87 gpm
Flushing Condition
ft.(psi)
695
70
0.0
0.37
0.16
2.83
1.23
80.85
35.0
92.75
80.85
346
;6000
16.17
45.85
138.60
Dosing 2 Zones at a time
Flushing 1 Zone at a time
1 1/2"
0
0
0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 1 0.0
346
16.17 7.00
15.76 6.82
AP4E-1 F
AP4E-1.5F
tin Screen Filter 0-20gpm
3.79 1 1.64
5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.46 1 0.20
0.86
0.37
5/8" Meter
-.1- r
2.23
0.97
3.87
1.68
0
6.48
0
2.80
0
9.77
4.23
690
690
65
65
75.5
75.5
0.68
0.29
1.25
0.54
17
17
45
45
0
0
67.65
29.29
72.38
31.33
Pump Capacity - Flow Rate 17.9 gpm 24.8

Pump Sizing - Area C: Zone 6
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change (gained from flowing downhill)
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
*Elevation change shown is minimum required between
lowest run and spray head
Min. Pressure Required at Beginning of Sprayhead
Calculated pressure at sprayhead
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
Losses through Supply Line
Field Supply Line Diameter
Length of Supply Line from PT to Start of Dripfield
Length of Supply Line Along Dripfield
Equivalent length of fittings
Pressure Loss in 100 ft. of Zone Supply Pipe
Elevation Change (Pump to tank outlet)
Elevation Change (Tank outlet to Start of Dripfield)
Elevation Change (Along Dripfield)
Total Supply Line Head Loss from Pump to Field
7 zones
24.82 gpm
4.84 gpm
15.38 gpm
Flushing Condition
ft.(psi)
335
34
0.0
0.22
0.09
0.80
0.35
80.85
35.0
92.19
39.91
80.85
348
16.17
46.41
144.23
62.44
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
1 1/2"
0
0
0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 1 0.0
348
16.17 7.00
16.03 6.94
32.20 1 13.94
AP4E-1 F _
AP4E-1.5F
1in Screen Filter 0-20gpm
3.31 1 1.43
1 5.04
2.18
1.0" Solenoid
1.5" Solenoid
0.35 1 0.15
1 86
0.37
5/8" Meter
1" Meter
1.77
0.77
3.87
1.68
0
5.43
0
2.35
0
9.77
0
4.23
2"
2"
690
690
65
65
75.5
75.5
0.52
0.22
1.25
0.54
17
17
45
45
0
0
66.28
28.69
72.38
31.33
Pump Capacity - Flow Rate 15.4 qpm 24.8

Pump Sizing - Area C: Zone 7
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change (gained from flowing downhill)
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
*Elevation change shown is minimum required between
lowest run and spray head
Min. Pressure Required at Beginning of Sprayhead
Calculated pressure at sprayhead
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
Losses through Supply Line
Field Supply Line Diameter
Length of Supply Line from PT to Start of Dripfield
Length of Supply Line Along Dripfield
Equivalent length of fittings
Pressure Loss in 100 ft. of Zone Supply Pipe
Elevation Change (Pump to tank outlet)
Elevation Change (Tank outlet to Start of Dripfield)
Elevation Change (Along Dripfield)
Total Supply Line Head Loss from Pump to Field
7 zones
24.82 gpm
5.76 gpm
18.04 gpm
Flushing Condition
ft.(psi)
270
27
0.0
0.30
0.13
0.89
0.39
80.85
35.0
94.42
40.87
80.85
35.0
340
16.17
44.18
142.09
61.51
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
1 1/2"
0
0
0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 1 0.0
340
16.17 7.00
14.97 6.48
31.14 1 13.48
AP4E-1 F _
AP4E-1.5F
1in Screen Filter 0-20gpm
3.82 1 1.65
1 5.04
2.18
1.0" Solenoid
1.5" Solenoid
0.47 1 0.20
1 86
0.37
5/8" Meter
1" Meter
2.27
0.98
3.87
1.68
0
6.55
0
2.84
0
9.77
0
4.23
2"
2"
690
690
65
65
75.5
75.5
0.69
0.30
1.25
0.54
17
17
45
45
0
0
67.75
29.33
72.38
31.33
Pump Capacity - Flow Rate 18.0 qpm 24.8

=G1Jr-7w_lN*1C
PROJECT: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Total Field
Total quantity of effluent to be disposed per day
Hydraulic Loading Rate
Minimum Dispersal Field Area
Flow Per Zone
Number of Zones
Do si ng
Dispersal area per zone
Spacing between lines
Choose spacing between emitters
Linear ft. per zone
Total number of emitters per zone
Dripline Type
Pressure at beginning of the dripfield
Feet of Head at the beginning of dripfield
Flow rate per emitter
Dose flow per zone (or subfield)
Min. Flushing Velocity (Normal Operation)
Min. Flushing Velocity (Maintenance Operation)
Flush flow required at the end of each dripline
Length of longest dripline lateral
Flow required to Dose longest dripline lateral
Laterals per zone
Total flowfor flushing velocity in all lines
Total flow per zone (flushing + dosing)
Number of doses per day/zone:
Timer ON. Pump run time per dose/zone:
Timer OFF. Pump off time between doses
Per Zone - Pump run time per day/zone:
All Zones - Number of doses per day / all zones
Allowtime for field to pressurize
Filter flush timer
Drain timer
Field flush timer
Field flush counter
Time required to complete all functions per day
Dose volume per zone
10,000 gallons/day
0.040 gallons / sq.ft. / day
251,992 sq.ft.
30 zones (total)
Zone D01 Zone D02
8939 9735 sq.ft.
4.00 4.00 ft
2 2ft
2235 2434 ft. per zone
1117 1217 emitters per zone
Perc-Rite Bioline Perc-Rite Bioline
60 60 psi
138.6 138.6 ft
0.61 0.61 gph
11.36 12.37 gpm
1
1 fUsec
1
1 fUsec
0.79
0.79 gpm
31 ft
1.53
1.58 gpm
9
8laterals
9.54
6.59 gpm
20.90
18.96 gpm
1.50 doses
1934 min: sec
012 hr:min
029 hr:min
45.00 doses / day
00030 hr:min :sec
00020 hr:min :sec
00500 hr:min:sec
001:00 hr:min :sec
10 cycles
19.80 hr:min
222 242 gallons per dose
Length of Draining Supply Line
5
80 ft
Volume
0.85
13.68 gallons
Length of Draining Supply Feeder Lines
506
300 ft
Volume
7.49
4.44 gallons
Length of Draining Return Line
1
1 ft
Volume
0.17
0.17 gallons
Length of Draining Return Feeder Lines
456
270 ft
Volume
6.74
3.99 gallons
Volume in dripline / zone
27.58
30.04 gallons
Total Recharge Volume
153
172 gallons
Note: Zones/Subfields are analyzed individually. The more extreme demands are used for pump selection

Pump Sizing - Area D: Zone 1
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
2 zones
24.82 gpm
9.54 gpm
20.90 gpm
Flushing Condition
ft.(psi)
1010
101
0.0
0.76
0.33
8.47
3.67
80.85
35.0
300
16.17
34.07
131.09
56.75
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
300
16.17
7.00
10.37
26.54
11.49
AP4E-1.5F
1.5in Screen Filter 0-45gpm
AP4E-1.5F
4.34 1 1.88
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.62 1 0.27
1 86
0.37
5/8" Meter
1" Meter
2.88
1.25
3.87
1.68
0
0
0
7.84
3.40
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
690
690
Length of Supply Line Along Dripfield
65
65
Equivalent length of fittings
75.5
75.5
Pressure Loss in 100 ft. of Zone Supply Pipe
0.91
0.39
1.25
0.54
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
45
45
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
69.55
30.11
72.38
31.33
Total Dynamic Head (TDH) 216.0 ft 108.7 ft
PumD Caoacity - Flow Rate 20.9 aom 24.8 aom

Pump Sizing - Area D: Zone 2
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
2 zones
24.82 gpm
6.59 gpm
18.96 gpm
Flushing Condition
ft.(psi)
930
93
0.0
0.38
0.17
3.93
1.70
80.85
35.0
310
16.17
36.44
133.46
57.78
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditioi
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
310
16.17
7.00
11.41
27.58
11.94
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.99 1 1.73
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.51 1 0.22
1 86
0.37
5/8" Meter
1" Meter
2.45
1.06
3.87
1.68
0
0
0
6.96
3.01
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
690
690
Length of Supply Line Along Dripfield
65
65
Equivalent length of fittings
75.5
75.5
Pressure Loss in 100 ft. of Zone Supply Pipe
0.76
0.33
1.25
0.54
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
45
45
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
68.30
29.57
72.38
31.33
Total Dynamic Head (TDH) 213.9 ft 109.7 ft
PumD Caoacity - Flow Rate 19.0 aom 24.8 aom

=G1Jr-7w_lN*1=1
PROJECT: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Total Field
Total quantity of effluent to be disposed per day
Hydraulic Loading Rate
Minimum Dispersal Field Area
Flow Per Zone
Number of Zones
Do si ng
Dispersal area per zone
Spacing between lines
Choose spacing between emitters
Linear ft. per zone
Total number of emitters per zone
Dripline Type
Pressure at beginning of the dripfield
Feet of Head at the beginning of dripfield
Flow rate per emitter
Dose flow per zone (or subfield)
Min. Flushing Velocity (Normal Operation)
Min. Flushing Velocity (Maintenance Operation)
Flush flow required at the end of each dripline
Length of longest dripline lateral
Flow required to Dose longest dripline lateral
Laterals per zone
Total flowfor flushing velocity in all lines
Total flow per zone (flushing + dosing)
Number of doses per day/zone:
Timer ON. Pump run time per dose/zone:
Timer OFF. Pump off time between doses
Per Zone - Pump run time per day/zone:
All Zones - Number of doses per day / all zones
Allowtime for field to pressurize
Filter flush timer
Drain timer
Field flush timer
Field flush counter
Time required to complete all functions per day
Dose volume per zone
10,000 gallons/day
0.040 gallons / sq.ft. / day
251,992 sq.ft.
30 zones (total)
Zone E01 Zone E02
6388 6922 sq.ft.
4.00 4.00 ft
2 2ft
1597 1731 ft. per zone
798 865 emitters per zone
Perc-Rite Bioline Perc-Rite Bioline
60 60 psi
138.6 138.6 ft
0.61 0.61 gph
8.12 8.80 gpm
1
1 fUsec
1
1 fUsec
0.79
0.79 gpm
244
240 ft
1.24
1.22 gpm
7
8laterals
6.13
7.34 gpm
14.25
16.14 gpm
1.50 doses
2723 min: sec
004 hr:min
0:41 hr:min
45.00 doses / day
00030 hr:min :sec
00020 hr:min :sec
00500 hr:min:sec
001:00 hr:min :sec
10 cycles
25.66 hr:min
222 241 gallons per dose
Length of Draining Supply Line
5
80 ft
Volume
0.85
13.68 gallons
Length of Draining Supply Feeder Lines
394
300 ft
Volume
5.82
4.44 gallons
Length of Draining Return Line
1
1 ft
Volume
0.17
0.17 gallons
Length of Draining Return Feeder Lines
354
270 ft
Volume
5.24
3.99 gallons
Volume in dripline / zone
19.71
21.36 gallons
Total Recharge Volume
111
129 gallons
Note: Zones/Subfields are analyzed individually. The more extreme demands are used for pump selection

Pump Sizing - Area E: Zone 1
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
2 zones
24.82 gpm
6.15 gpm
14.25 gpm
Flushing Condition
ft.(psi)
1010
101
0.0
0.34
0.15
3.76
1.63
80.85
35.0
244
16.17
22.63
119.65
51.80
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditiol
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
244
16.17
7.00
5.67
21.84
9.45
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.09 1 1.34
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.31 1 0.13
1 86
0.37
5/8" Meter
1" Meter
1.58
0.68
3.87
1.68
0
0
0
0
4.97
2.15
9.77
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
250
250
Length of Supply Line Along Dripfield
45
45
Equivalent length of fittings
29.5
29.5
Pressure Loss in 100 ft. of Zone Supply Pipe
1.60
0.69
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
16
16
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
38.20
16.54
47.54
20.58
Total Dynamic Head (TDH) 181.8 ft 79.1 ft
PumD Caoacity - Flow Rate 14.3 aom 24.8 aom

Pump Sizing - Area E: Zone 2
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
Field Flow Summary
Number of Zones
Flow Required to dose field * (Maximum for 2 Zones)
Flow required to flush field ** (Specific Zone Only)
Flow required to dose & flush field (Specific Zone Only)
Losses through Return Line
Select Flush Line Diameter
Length of return line
Equivalent length of fittings
Elevation Change
Pressure loss in 100 ft of return pipe
Total pressure loss from end of dripline to spray head
Minimum Pressure to Spray Head
Losses through Dripline
Length of longest dripline lateral
Minimum dosing pressure required at end of dripline
Loss through dripline during dose/flush
Min. Pressure Required at Beginning of Dripfield
Calculated Pressure
Specified Pressure (from Field Flow Wksht)
Losses through Headworks
Recommended Filter (Vortex Screen Filter)
Selected Filter
Filter Pressure Loss
Recommended Zone Valve (Electric Solenoid)
Selected Zone Valve
Zone Valve Pressure Loss
Recommended Flow Meter (Master Meter Multi -Jet)
Selected Flow Meter
Flow Meter Pressure Loss
Other Pressure Losses
Total loss through Headworks components
2 zones
24.82 gpm
7.42 gpm
16.15 gpm
Flushing Condition
ft.(psi)
955
96
0.0
0.48
0.21
5.03
2.18
80.85
35.0
242
16.17
22.28
119.30
51.64
138.60
60.00
Dosing 2 Zones at a time
Flushing 1 Zone at a time
Dosing Conditiol
ft.(psi)
1 1/2"
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
242
16.17
7.00
5.53
21.70
9.40
AP4E-1 F
tin Screen Filter 0-20gpm
AP4E-1.5F
3.46 1 1.50
1 5.04
2.18
1.0 Solenoid
1.5" Solenoid
0.38 1 0.17
1 86
0.37
5/8" Meter
1" Meter
1.90
0.82
3.87
1.68
0
0
0
f9.77
0
5.74
2.49
4.23
Losses through Supply Line
Field Supply Line Diameter
2"
2"
Length of Supply Line from PT to Start of Dripfield
250
250
Length of Supply Line Along Dripfield
45
45
Equivalent length of fittings
29.5
29.5
Pressure Loss in 100 ft. of Zone Supply Pipe
2.02
0.88
4.48
1.94
Elevation Change (Pump to tank outlet)
17
17
Elevation Change (Tank outlet to Start of Dripfield)
16
16
Elevation Change (Along Dripfield)
0
0
Total Supply Line Head Loss from Pump to Field
39.56
17.13
47.54
20.58
Total Dynamic Head (TDH) 183.9 ft 79.0 ft
PumD Caoacity - Flow Rate 16.2 aom 24.8 aom

Pump Calculations
Project: Mulberry Farm Dripfield
Location: 1126 Upper Thomas Branch Road
Marshall, NC 28753
County: Madison
IRRIGATION PUMP SIZING
Pump Selection
Manufacturer: Orenco
Model: PF 2015 1 2
Horsepower: 1.50
Pump Operating Points (from drip spreadsheet)
)perating Conditions TDH (ft.) Flow (gpm) Legend
dose Flow (Required) 120.0 24.8 (minimum conditions)
dose Flow (Actual) 170.0 24.8 A (dose flow on pump curve)
-lush Flow 215.5 20.5 • (Flush Velocity, max conditions)
I1M■�Wi I• I Series, 60 Hz, I
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Sprayfield Sizing
PROJECT: Mulberry Farm Surface Irrigation
LOCATION: Madison County, NC
Loading Rate from Soil Scientist
Loading Rates From Soil Scientist:
Rate/Hour = 0.5 in/hr from Soil Scientist
Rate/Week = 1 in/week
Rate/Year = 52.0 in/yr
Spray Head Information:
SprayHead Size = 9/64" nozzle size with 41' radius
Nozzle Type = Rainbird Straight Bore Nozzle with Vane (SBN-1V)
Nozzle Pressure = 35 psi
Nozzle Flow @ Pressure = 3.39 gpm/head
Number of Sprayheads = 6 (total, 3 in each field)
Zone Summary
Zone Area
No. Number sq ft
Field 1 1 15,078
Field 2 2 14,919
Average
Sprayhead Information
Elevation No. of
in/hr (ft)
0.065 2004
0.066 2022
0.065
#) Model
3 SBN-1 V
3 SBN-1 V
Nominal
Sprinkler
Nozzle
Nozzle
Nozzle
Zone
Zone
Radius
Flowrate
Size
Pressure
Flowrate
No. Numbers
(ft)
(gpm)
(in)
(psi)
(gpm)
Field 1 A07 - A10
41
3.39
9/16"
35
10.17
Field 2 B07 - B09
41
3.39
9/16"
35
10.17

Appendix L
Site Map

10
600
300
Feet W E
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n Dnpfield Locations
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04.27.2023
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Appendix M
Power Reliability Plan

Power Reliability Plan
School of Wellness and Enlightenment (SoWE)
Wastewater Treatment Facility
The main electrical hub may be located near the Utility pad shown within the red
circle below marked "Auxiliary Power Location". This proposed location would be
approximately 50'-100' North and adjacent to the main Dining Hall/Event Center/
Meeting Hall area.
0

The standby power source will be used in conjunction with the utility/grid blending
the sources of power available to power connected loads. In the event of a power
outage, a SCADA system will work with the standby power source to prioritize loads.
The proposed system includes a 720kW UPO4 battery bank with (12) 60kW Sol -Ark
inverters for a total of 720kW inverter capacity. (The control will be with the SCADA
system). The inverters will supply power via the main high voltage loop and the
control will be building dependent.
The consumption of the Wastewater Treatment Facility may be 200kWh/day. This
represents almost 30% of the proposed battery storage without any solar
contribution from the estimated 700kW solar array expected to be located
approximately 600' N of the Auxiliary Power Location.
The prescribed total capacity of storage in combination with solar could provide a
virtually uninterrupted power supply to the Wastewater Treatment Facility during grid
outages.

Appendix N
Operation and Maintenance Plan

Z� 1�
Engineers and Soil Scientists
Agri -Waste Technology, Inc. Basic System Operating Instructions
501 N. Salem Street, Suite 203
Apex, North Carolina 27502 for
919-859-0669
www.agriwaste.com Institutional Facility Drip Wastewater
Irrigation Systems
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 and Natural Resources 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):

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.
Effluent from the separately -permitted treatment system will be sampled per the
requirements of AWT for the following parameters: Total Suspended Solids (TSS),
Biological Oxygen Demand (BODS), 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. No effluent source other than the direct line from the
treatment facility may enter the surface drip irrigation system at any point.
Maintenance Schedule:
Maintenance of this system will be conducted by a certified operator under contract with
the facility.
No heavy vehicles or equipment should be driven over any components,
tank areas, or the irrigation field.
STORAGE TANKS
Three 20,000-gal storage tanks and one pump chamber will be installed for this system.
All units are located on the campus location known as Sunrise Hill. The three large
storage tanks will employ the use of deadmen anchoring systems; these tanks will remain
empty for most of the year and will rely heavily on the anchors to counteract buoyancy
concerns. If signs of earth disturbance or shifting around the tanks are visible at any point
after the excavation has been backfilled and fully compacted, contact the Professional
Engineer immediately and evacuate any downhill areas until resolved. After heavy
rainfall events the area should be walked. Any standing water or drainage should be
directed away from the tank areas, and if any begin to emerge, they should immediately
be rerouted.
Maintenance Schedule:
The storage tank area should be walked weekly with any irregularities noted.
PUMPING SYSTEM, RAIN SENSOR & ALARMS:
The pump used for this system is a submersible pump that turns off and on based on
switches inside the pump chamber. These switches toggle the pump timer on and off
depending on the effluent level inside the tank. The switches are designed such that the
pump will turn on, run for a set period, 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 pump operates more frequently. This is normal and should be
expected.
The pump is 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. In this event, wastewater usage will be limited to
5,000 GPD and will exclusively be routed to the separately -permitted subsurface
dripfield.
The pump will wear over time and will likely need replacement every 5 — 7 years (again,
depending on usage). A licensed septic contractor should be contacted for maintenance
or replacement of the pump. In the event of pump failure, the pump can and shall be
procured and replaced within 24 hours of pump failure. The pump is readily available
from local suppliers and can be replaced within the 24 hour window."
Maintenance Schedule:
The storage and pumping components shall be checked weekly to ensure the alarm bulb
(on control panel) is not illuminated. It is important to inspect the pump chamber, 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 DRIP FIELD:
The location of the 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 Supply and Return lines. No heavy vehicles or equipment should be driven over
the Supply or Return lines.
Maintenance Schedule:
Walk location of lines weekly.
DRIP FIELD:
The drip field should be inspected weekly to verify proper operation and to ensure
driplines have not become damaged. Clogged or worn drip tubing should be replaced or,

in the event of minimal obstruction, cleaned. No heavy vehicles or equipment should
be driven over the irrigation area.
Vegetation 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 1 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
NCARS 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.
Access to the area shall be restricted and the integrity of the drainfield shall be
maintained. If any areas in the field start to pond water, or if the depth to the SHWT falls
below 12", then bring in fill material as necessary to maintain proper drainage and
separation to the SHWT. If any rills or gullies form, repair the area to prevent excess
erosion. Maintain proper grading for stormwater drainage. Any fill soil shall be
maintained to allow proper drainage.
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:
Pump ON/OFF and Emergency HIGH Level Switches
The pump switches are used to control the operation of the pump. This system is
designed such that the pump is on for designated intervals set forth in the design
specifications. The pump operation is a timed dosing setup. When there is sufficient
liquid in the tank, the pump 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 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 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 drip 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

Residuals Management Plan
The campus is served by a wastewater treatment system permitted separately from this application,
but ultimately will introduce solid particles (potentially including trash, organic solids, non -
biodegradable items) into the wastewater system. Most of these solids will be captured in the
various STEP and septic tanks installed as the primary collection unit. These 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 are additional septic tanks for settling.
All effluent then passes through several Orenco AX-Max units, a sand filter, and UV disinfection.
It is sent back through an additional polishing AX-Max unit before being sent to the surface
dripfield's pump vault chamber and storage tanks. Due to
The accumulation of solids buildup in the system components will be heavily monitored as part of
the operation and maintenance of the separate subsurface system; the 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.
The residuals storage time present in the septic tank is in excess of the thirty (30) day storage
requirement.

Appendix PA
Floodway Regulation Compliance

r�zr.It
National Flood Hazard Layer FI RMette
82o447'W 35o52'1"N
s
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i
,
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4
FEMA
I -.t7,000
0 250 500 1,000 1,500 2,000
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020
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 With BFE or Depth ZoneAE,AO,AH,Ve,Aa
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
4 '- Chance Flood Hazard Zonex
" Area with Reduced Flood Risk due to
OTHER AREAS OF Levee. See Notes. Zone
FLOOD HAZARD O,d Area with Flood Risk due to Leveezone D
NO SCREEN Area of Minimal Flood Hazard
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard
GENERAL - — - - Channel, Culvert, or Storm Sewer
STRUCTURES i i i i i i i Levee, Dike, or Floodwall
e zo.z Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
a - - - Coastal Transect
—sfa— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
- --- Coastal Transect Baseline
OTHER _ Profile Baseline
FEATURES Hydrographic Feature
Digital Data Available AN
0 No Digital Data Available
MAP PANELS ® Unmapped
QThe pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 3/14/2023 at 12:25 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.

Appendix P.6
Threatened or Endangered Aquatic Species Documentation

Roy Cooper, Governor
0■0■0 INC DEPARTMENT OF
■■0■o NATURAL AND CULTURAL RESOURCES
■ ■■■
March 15, 2023
Julie Davidson
Agriwaste Technology, Inc.
501 N. Salem St.
Apex, NC 27502
RE. Mulberry Farm
Dear Julie Davidson.
D_ Reid Wilson, Secretary
Misty Buchanan
Deputy Director, Natural Heritage Program
NCNHDE-21276
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:
https://www.fws.gov/offices/Directory/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 Rodney A. Butler at rod nev.butlerWncdcr.gov or 919-707-8603.
Sincerely,
NC Natural Heritage Program
DEPARTh1EN7 OF NATURAL_ AND CULTURAL RESOVRCES
Q 121 W. JONES STREET. RALEIGH. NC 27603 • 1651 MAIL SERVICE CENTER. RALEIGH. NC 27699
OFC 918.707.9120 • FAX [phone]

Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Intersecting the Project Area
Mulberry Farm
March 15, 2023
NCNHDE-21276
Element Occurrences Documented Within Project Area
laxonoFVOID Scientific Nam ommon Name Las Element Accuracy Federal r State Global State
Group I Observation Occurrence Status Status Rank Rank
Date Rank
Amphibian 40147 Plethodon ventralis Southern Zigzag 2020-03-20 E 2-High --- Special G4 S2
Salamander Concern
No Natural Areas are Documented within the Project Area
No Managed Areas Documented within the Project Area
Definitions and an explanation of status designations and codes can be found at httr)s://ncnhde.natureserve.ora/heir). Data query generated on March 15, 2023; source: NCNHP, Q4, Winter (January)
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
Mulberry Farm
March 15, 2023
NCNHDE-21276
Element Occurrences Documented Within a One -mile Radius of the Project Area
Taxonomic EO ID Scientific Name Common Name Last � Element Accuracy Federal State Global State
Group 2servation Occurrence Status tatus Rank Rank
i Date Rank
Amphibian 40147 Plethodon ventralis Southern Zigzag 2020-03-20 E 2-High --- Special G4 S2
Salamander Concern
Freshwater Fish6464 Aplodinotus grunniens Freshwater Drum 2021-11-04 E 3-Medium --- Special G5 S1
Concern
Freshwater Fish27488 Carpiodes cyprinus Quillback 2021-11-03 E 3-Medium --- Significantly G5 S2
Rare
Freshwater Fish9876 Hiodon tergisus Mooneye 2007-05-18 E 3-Medium --- Special G5 S1
Concern
Freshwater Fish27532 Ictiobus bubalus Smallmouth Buffalo 2021-11-04 E 3-Medium --- Significantly G5 S1
Rare
Freshwater Fish29282 Moxostoma breviceps Smallmouth Redhorse 2021-11-04 E 3-Medium --- Significantly G5 S2
Rare
Freshwater Fish29286 Notropis micropteryx Highland Shiner 2021-11-30 E 3-Medium --- Significantly G5 S2
Rare
Freshwater Fish12354 Percina caprodes Logperch 2021-06-30 E 3-Medium --- Threatened G5 S1
Freshwater Fish11061 Polyodon spathula Paddlefish 1983 H 4-Low --- Endangered G4 SX
Freshwater Fish17990 Sander canadensis Sauger 2021-11-04 E 3-Medium --- Significantly G5 S1
Rare
Natural Areas Documented Within a One -mile Radius of the Project Area
Site Name entational Rating ctive Rating
FRB/Lower French Broad River Aquatic Habitat R1 (Exceptional) C1 (Exceptional)
Managed Areas Documented Within a One -mile Radius of the Project Area
Managed Area Name Owner Owner Type
Southeast Regional Land Conservancy Easement Southeast Regional Land Conservancy Private
Southern Appalachian Highlands Conservancy Southern Appalachian Highlands Private
Easement Conservancy
Definitions and an explanation of status designations and codes can be found at httr)s://ncnhde.natureserve.org/helr). Data query generated on March 15, 2023; source: NCNHP, Q4, Winter (January)
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

m
N
W+E
S
March 15, 2023
® NHP Natural Area (NHNA)
® Managed Area (MAREA)
Q Buffered Project Boundary
Q Project Boundary
NCNHDE-21276: Mulberry Farm
y Gap orKeypen
Knob
Kn;yC.�
opewell
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So uross. Fsh, Airbus DS. USGS. NCA. NASA, CGIAR. N Robinson. NCFAS.
NLS. OS, NMA. Geodatastyrelsen, Rijkswaterstaat GSA, Geoland, FFMA,
It-mapand the GIS user community
Sources. Esri, HERE. Garm in. FAO. NOAA, USGS. © OpenStreetMap
contributors, and the GIS User in,
Page 4 of 4