WQ0041136_More Information Received_20200110

Initial Review
INITIAL REVIEW
Reviewer Monday, Tessa R
Is this submital an
application?*
r Yes r No
Is this a complete
application?*
r Yes r No
Project Number* WQ0041136
Applicant/Permittee Cervini Farms of NC, Inc.
Applicant/Permittee P.O. Box32660 Detroit, MI48232
Address
Is the owner in BIMS?
r Yes r No
Owner Type Individual
Facility Name Cervini Farms WWTP
County Henderson
Complete App Date
12/16/2019
Is the facility in BIMS?
r Yes r No
Fee Category Fee Amount
None
Signature Authority Chris Cervini
Signature Authority Title President
Signature Authority Email [e-mail]
Document Type (if
non -application)
Email Notifications
Does this need O Yes
review by the r No
hydrogeologist? *
Regional Office Asheville

CO Reviewer Tessa Monday: eads\trmonday
Admin Reviewer
Below list any additional email address that need notification about a new project.
Email Address
Comments to be added to email notification
Comments for Kendall
Comments for RO
add info response
Comments for Reviewer
Comments for Applicant

Submitted Form
Project Contact Information
Rease provide information on the person to be contacted by MB Staff regarding electronic subnittal, confirmation of receipt, and other issues.
........................................................................................................................................................................................................................................................................................................................................................................
Name * Mark Brooks
Email Address*
[e-mail]
Project Information
Submittal Type* r New Permit Application
r Renewal
r Annual Report
Permit Type * r Wastewater Irrigation
r Other Wastewater
r Closed -Loop Recycle
r Single -Family Residence
Wastewater Irrigation
Is a paper copy of the application being submitted?*
r Yes r Nor N/A
Permit Number* WQ0041136
Applicant\Permittee * Cervini Farms of NC, Inc.
Applicant/Permittee P.O. Box32660 Detroit, MI48232
Address*
Facility Name * Cervini Farms
Phone Number*
828-232-4700
r Modification (Major or Minor)
r Additional Information
r Other
r High -Rate Infiltration
r Reclaimed Water
r Residuals
r Other
Please provide comments/notes on your current submittal below.
revised applications submitted
Please attach all information required or requested for this submittal to be review here.
Application Form Engineering Rans, Specifications, Calculations, Etc.)
Cervini Farms One File for Electronic Submittal.pdf 19.53MB
Upload only 1 R7F document. NL@iple documents must be combined into one R7F file.

For new and modification permit applications, a paper copy may be required. If you have any questions
about what is required, please contactthe reviewer or Tessa Monday. If a paper --polka*-ion is required,
be advised, applications accepted' far pre -review until both the paper and eIect-c-,i_ co1)ies nave been
received. The paper copy shall include the following:
o Application Form
o All relevant attachments (calcs, soils report, specs, etc.)
o One full-size engineering plan set
o One 11x17" engineering plan set
o One extra set of specifications
o Fee (if required)
MallinE address:
❑iuision of Water Resources1 Division of Water Resources
Non -Discharge Branch I Non -Discharge Branch
1617 Mail Service Center 1 Aft: Nathaniel Thornburg, 91° Floor, Cfice #942W
----------------------------------------------------------- -----------------------------------------
Raleih, NC 27699-1617 512 N. Salisbury St.
Far questions or problems contact Tessa Monday [e-mail] or 919.707.3560.
* W By checking this box I acknowledge that I understand the application will not be accepted
for pre -review until the paper copy (if required) and fee (if required) have been received by
the Non -Discharge Branch. 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).
Signature
Submission Date 1/7/2020

December 13, 2019

NCDEQ Division of Water Resources
Non-Discharge Permitting
1617 Mail Service Center
Raleigh, NC 27699-1617

Attention: Tessa Monday, Environmental Engineer

Regarding: Cervini Farms Reclaimed Water System
Henderson County
Application No. WQ0041136
BEA Project No. 474518
Response to Additional Info Request

Dear Ms. Monday:

On behalf of Cervini Farms, Inc., we are submitting the following information for your review.
An additional information was requested in a letter dated November 20, 2019. Below in italics
are the comments/requests. Our responses are in plain font.

A. Application:
1. The application forms have the applicant as Cervini Farms, Inc. but the corporation
registered is Cervini Farms North Carolina, Inc. Clarify.
The applicant name has been changed to Cervini Farms of North Carolina, Inc.. Chris
Cervini is identified as the President in the Secretary of State filling previously submitted.
The property is owned by 2606778 US Holdings, Inc which also has Chris Cervini as the
president. That Secretary of State Filing is attached.
2. The property of the proposed facility is owned by Cervini Farm (1993) Inc. Provide
documentation verifying that the applicant owns or has rights to the property.
Per Henderson County GIS the property owner is identified as 2606778 US Holdings, Inc.
Chris Cervini is identified as the President of that company per the Secretary of State filing
and of the applicant is Cervini Farms of North Carolina, Inc., also with Chris Cervini
identified as the President per that Secretary of State filing.
3. For the generation application, Section VII needs to correlate with what is shown on the
plans and calculations. The table lists anoxic basins and post flow equalization tank that
are not identified on the plans. A grinder pump is referenced in the calculations but not
shown elsewhere. Provide clarification so that all units are in the application form,
engineering plans, and calculations.
The Anoxic Basin refers to the septic tanks as indicated in the table. Septic tanks are anoxic
basins. The listing in Section VIIb has been moved to table VIIa. The tanks are identified on
numerous sheets in the plans.
There is an equalization tank identified in the flow schematic (Sheet N-2) and in the plans
Sheet N-4.2 Keynote 5. The listing in Section VIIb has been moved to table VIIa. The tanks
are identified on numerous sheets in the plans.
Grinder pumps are identified on Sheet N-3.1. The grinder pumps have been added VII e. in
the RWG application. TDH calculations were provided previously.
4. On Sheet N-4.3 show the floodplain.
Correct. The entire site has been filled an average of 12+ feet. All WWTP component access
is at or above the finished grade elevation of 2080’. The bottom of the pond is at elevation
2075’. Natural Grade is shown on the hydraulic profile (N-2) which is 2056’ in the area of
the WWTP. The Base Flood Elevation at the site is 2066’.
5. Per 15A NCAC 02U .0402(n), a minimum of 30 days of residual storage is required.
Address.
Solids and sludge production from the septic tanks are held in the septic tanks (anoxic basins).
Sludge production from the EZ Treat media pods is held in the recirculation tank. With the
two recirculation tanks this is approximately
Per EPA Onsite Wastewater Treatment Systems Manual (EPA/625/R-00/008 February 2002)
24 hours of design flow is recommended for septic tank sizing and system pumping is
recommended every one to three years. The initial septic tank size is greater than 24 hours of
design flow in volume. There are various studies available on sludge production rates.
Almost all agree sludge production rates peak in the first year of use but tail off significantly
over time. No studies indicate pumping is necessary for domestic waste greater than at a 6
month interval.
Sludge production from the recirculating fixed media filter system is known to be minimal.
Sludge is only generated when sloughing occurs from the media. The attached growth
biological processes produce a fraction of the sludge of suspended growth aeration plant or
activated sludge treatment plant processes. Typical operation and m aintenance procedures
call for the recirculation tank to be pumped when sludge judge inspections indicate sludge
levels at 1/3 of the water level. The front chambers of both tanks provide approximately 2246
gallons of sludge storage at the 1/3 full level. As an academic exercise, the sludge removal
(septic tank) and production rates (media sloughing) are calculated with the required 30 day
storage requirements for the septic tank and recirculation tank. The requirements are
exceeded. Calculations are provided in the revised calculations submittal.
6. Address overflow prevention in the proposed greenhouse irrigation setup.
The control in to the irrigation tank is controlled by level transducers that control the flow
between tanks in the irrigation system. This control will open and close the valving from the
make-up water tank. The transducer will be set such there will always be an additional 7010
gallon (minimum) additional storage in the tank to allow for flow from the water reuse plant.
7. Address if a sediment and erosion control permit is required. If so, provide the status.
An Erosion Control Permit was not required by Henderson County as the project was deem ed
agricultural. The site has been under construction for over a year.
8. Per 15A NCAC 02U .0801(a), an operational and maintenance plan is required. A draft
plan can be submitted with final submitted prior to operation.
O&M Plan will be submitted with Final.
9. The engineering plans shall represent a completed design and not be labeled with
preliminary phrases that indicate they are not anything other than final specifications.
However, the plans may be labeled with the phrase “Final design – not released for
construction”.
The label for the revised plans has been modified to read “Final design – Not Released For
Construction”.
10. For the generation application, Section VIII. Design Information for Earthen Storage
Impoundments needs to be completed for the 5-day upset pond.
See revised RWG 06-16 enclosed.
11. For the generation application, the septic tanks and equalization tank need to be listed in
Section VII. Design Information (table a).
See revised RWG 06-16 enclosed.
12. Address if the calcite filter pod meets the duality requirement per 15A NCAC 02U
.0402(c).
This is identified as a non-critical component. The system can function and meet effluent
levels without this component operating at all times.
13. The effluent sampling and turbidity readings needs to occur prior to mixing with recycle
wastewater.
The turbidity meter is shown as after the disc filtration system and prior to the disinfection
(UV system) on Sheet N-2 and Sheet N-4.2. This is before any water is pumped to the
irrigation system.
B. Calculations (15A NCAC 02U .0401 & .0402):

1. The pollutant loading calculations must include all parameters required for Type 2
reclaimed water per 15A NCAC 02U .0301(a).
My review of the calculations and Process Summary finds the only parameters for Type 2
reclaimed water not addressed are Coliphage, Clostridium and Turbidity. Research (as
indicated in Sources on the Summary of Treatment) has shown Coliphage to be as or more
susceptible to UV treatment than E. Coli and Fecal coliform. Little information was found on
the efficacy of Clostridium, but it appears to be an indicator organism for fecal coliform and
only appears to be an issue in sludges and other non-disinfected wastewater applications. The
calculations for the UV treatment for fecal coliform are thereby provided for these parameters
by inference. The results for turbidity are based prior experience with disc filtration. No
means of calculation is applicable. The effluent limits for the parameters have been added to
the Summary of Proposed Treatment System Contaminant Reduction table provided in the
revised calculations.
2. Clarify the water balance to demonstrate that all wastewater effluent generated can be
utilized and that the irrigation tank is sufficiently sized to hold enough wastewater (per
the allowable irrigation rate).
The Greenhouse irrigation system is calculated by Cervini Farms to utilize 203,657 gallons of
“make-up” water each day for the hydroponic system with the Phase 1 construction. Tefer to
the Water Balance calculations provided. This is 203,657 gallons of additional water
introduced in to the system to account for the losses due to plant uptake and
evapostranspiration. The treated wastewater will be part of that additional make-up water.
But it is evident that the 7,010 gpd of treated wastewater is a very small percentage of the
needed make-up water (3.4%). So even if the greenhouse was running at significantly less
than capacity, the volume of treated wastewater would still be a small percentage of the
overall water demand for the hydroponic system. The treated wastewater is to be pumped to
the Treated Irrigation Water Tank (part of the hydroponic irrigation system). This storage
tank (which is one four storage tanks for water at various stages of recycling) is 60,000
gallons and there are over 300,000 gallons of total tankage for the irrigation for water at
various stages of recycling. 7,010 gallons of storage will be maintained in the 60,000 gallon
tank for the treated effluent. To be clear, none of the recycled irrigation water for the
hydroponic ever goes to the WWTP. Only domestic wastewater from the bunkhouses and the
offices in the facility goes to the WWTP.
3. Provide calculations verifying the backup generator is sufficient to power the proposed
treatment and disposal system.

The plantwide backup generator is 500kW. The calculated load from all backed up
electrical service is 350 kW based on communication from the facility electrical
contractor. Generator requirement calculations are provided in the revised
calculations.

C. 5-Day Upset Pond
1. Address if the bottom of the structure will intersect the seasonal high water table. If so,
the applicant must provide a plan to prevent the synthetic liner from floating.
The entire site has been filled an average of 12+ feet. All WWTP component access is at or
above the finished grade elevation of 2080’. The bottom of the pond is at elevation 2075’.
Natural Grade is shown on the hydraulic profile (N-2) which is 2056’ in the area of the
WWTP. The Base Flood Elevation at the site is 2066’. Additionally, rip rap to cover the liner
has been added to the plans.
2. Installation of the liner and pond construction should be addressed in the specifications.
Grading for the pond liner is depicted in the engineering plans. As liner installation can be
manufacturer specific, a manufacturer installation manual shall be provided to the engineering
prior to installation and flowed by the installation contractor. This requirement has been
added to p. 20 of the Specifications. The specification for the thermo-fusion welding of liner
sections is provided in Section 3.5 of the Specifications.
3. Address how the pond will handle flood events. Will flooding affect the stability of the
embankment?
Refer to the response to # 1 above. The pond bottom is 11’ above the 100 year flood
plain. The liner will have a rip rap cover. Refer to the revised plans.

We appreciate your review of this application re-submittal. Feel free to call or email to discuss
any of these responses. We look forward to working with you on this project.

Sincerely,
Brooks Engineering Associates, P.A.

Mark C. Brooks, P.E.

CC: Sajeesh Nambiar

Attachments:

Enclosures: Revised Engineering Plans
Revised Specifications
Revised Calculations
Revised Application RWG 06-16
Revised Application RMNC 06-16
Revised Application RWPI 06-16
Secretary of State Filing for 2606778 US Holdings, Inc.

State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02U – RECLAIMED WATER SYSTEMS – NON-CONJUNCTIVE UTILIZATION
INSTRUCTIONS FOR FORM: RWNC 06-16 & SUPPORTING DOCUMENTATION

INSTRUCTIONS FOR FORM: RWNC 06-16 & SUPPORTING DOCUMENTATION Page 1 of 4

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 am ount of additional
information requested. Failure to submit all of the required items will lead to additional processing and review time for the
permit application.
For more information, visit the Water Quality Permitting Section’s Non-Discharge Permitting Unit website.

General – This application is for projects involving the non-conjunctive use of reclaimed water. Non-conjunctive use means that
reclaimed water utilization is required to meet the wastewater disposal needs of the facility (the reclaimed water utilization
is not optional). Unless otherwise noted, the Applicant shall submit one original and two copies of the application
and supporting documentation.
Do not submit this application without an associated Reclaimed Water Project Information (FORM: RWPI) form.
Note that use of reclaimed water for the purpose of wetland augmentation requires submittal of FORM: RWWA.
A. Non-Conjunctive Use of Reclaimed Water (FORM: RWNC 06-16) Application (All application packages):
Submit the completed and appropriately executed Non-Conjunctive Use of Reclaimed Water (FORM: RWNC 06-16) form.
Please do not make any unauthorized content changes to this form. 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.
The user name in Item II.1. shall be consistent with the user name on the plans, specifications, agreements, etc.
The Professional Engineer’s Certification on Page 8 of this form shall be signed, sealed and dated by a North Carolina licensed
Professional Engineer.
The Applicant’s Certification on Page 8 of this form shall be signed in accordance with 15A NCAC 02T .0106(b). The
application must be signed by a principal executive officer of at least the level of vice-president or his authorized representative
for a corporation; by a general partner for a partnership or limited partnership; by the proprietor for a sole proprietorship;
and by either an executive officer, an elected official in the highest level of elected office, or other authorized employee for a
municipal, state, or other public entity. 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.
B. Property Ownership Documentation (All Application Packages involving new or expanding uses of reclaimed water):
Per 15A NCAC 02U .0202(f), the Applicant shall provide property ownership documentation for all reclaimed water utilization
sites. Property ownership documentation shall consist of one (or more) of the following:
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
An easement running with the land specifically indicating the intended use of the property and meeting the requirements
of 15A NCAC 02L .0107(f), or
A written notarized lease agreement signed by both parties, indicating the intended use of the property, as well as a plat or
survey map.

INSTRUCTIONS FOR FORM: RWNC 06-16 & SUPPORTING DOCUMENTATION Page 2 of 4

C. Soil Evaluation for Non-Conjunctive Irrigation Systems (For application packages including new irrigation areas not previously
approved)
Per 15A NCAC 02U .0202(b), submit a soil evaluation of the irrigation site(s) 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 proposed irrigation sites with project name, location, and include a statement that the areas
were recommended for the proposed reclaimed water utilization activity.
A field description of soil profile, based on examinations of excavation pits and auger borings, within seven feet of the
land surface or to bedrock describing the following parameters by individual diagnostic horizons:
 Thickness of horizon  Texture  Color and other diagnostic features
 Structure  Internal drainage  Depth, thickness, and type of restrictive horizon(s)
Presence or absence and depth of evidence of seasonal high water table (SHWT)
Provide all soil boring logs performed at the site.
Annual hydraulic loading rates shall be based on in-situ measurements of saturated hydraulic conductivity in the most
restrictive horizon for each soil mapping unit.
Maximum reclaimed water application rate for each irrigation area.
A representative soils analysis (Standard Soil Fertility Analysis) conducted on each irrigation site. The Standard Soil
Fertility Analysis shall include the following item s:
 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
A soil map delineating soil mapping units within each utilization site and showing all physical features, location of pits
and auger borings, legends, scale, and north arrow.
Guidance on completing soil evaluations for non-conjunctive reclaimed water systems is provided in the Soil Scientist
Evaluation Policy.
D. Agronomist Evaluation (For application packages that include new irrigation areas not previously approved):
Per 15A NCAC 02U .0201(h) or .0202(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 expected effluent concentrations and appropriate
mineralization and volatilization rates.
Historical site consideration, soil binding and plant uptake of phosphorus.
Seasonal irrigation restrictions, if appropriate.
Management plan for all specified crops.

E. Hydrogeologic Report (For systems treating industrial waste or having a design flow over 25,000 GPD):
Per 15A NCAC 02U .0202(e), submit a detailed hydrogeologic investigation that has been signed, sealed and dated by a North
Carolina Licensed Geologist, a North Carolina Licensed Soil Scientist or a North Carolina licensed Professional Engineer and
includes at a minimum:
A description of the regional and local geology and hydrogeology based on research of literature for the area;
A description, based on field observations 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 treated wastewater;
Changes in lithology underlying the site;
Depth to bedrock and occurrence of any rock outcrops;
They hydraulic conductivity and transmissivity of the affected aquifer(s);
Depth to the seasonal high water table;
A discussion of the relationship between the affected aquifers of the site to local and regional geologic/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;
A mounding analysis to predict the level of the seasonal high water table after reclaimed water augmentation.
A mounding analysis to predict the level of the seasonal high water table after reclaimed water augmentation.
Note: Guidance on completing Hydrogeologic Evaluations is provided in the Hydrogeologic Investigation and Reporting
Policy, the Groundwater Modeling Policy, and the Performance and Analysis of Aquifer Slug Tests and Pumping Tests
Policy.

INSTRUCTIONS FOR FORM: RWNC 06-16 & SUPPORTING DOCUMENTATION Page 3 of 4

F. Water Balance (For all application packages that include wet-weather storage located at the non-conjunctive user site, changes in
flow, or changes in storage):
Per 15A NCAC 02U .0202(k), submit a water balance that has been signed, sealed and dated by a qualified professional and
includes at a minimum:
The water balance should be run over at least a two year iteration, should consider precipitation into and evaporation from
all open atmosphere storage impoundments, and should use variable number of days per month and include:
Precipitation based on the 80th 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 lateral groundwater movement.
Nutrient limitations and seasonal application times to ensure reclaimed water is applied at appropriate agronomic
rates.
Note: Guidance on completing a water balance for non-conjunctive systems is available in the Water Balance Calculation
Policy.

G. Engineering Plans (All Application Packages):
Per 15A NCAC 02U .0202(c)(1), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer.
Table of contents with each sheet numbered.
A general location map with at least two geographic references and a vicinity map.
Location and details of all distribution piping, valves, flow meters, etc.
Plan and profile views of all onsite storage units including inlet and outlet (if applicable) structures.
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 irrigation of food chain crops, plans shall clearly show the method of irrigation (i.e. direct or indirect).
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.

H. Specifications (All Application Packages):
Per 15A NCAC 02U .0202(c), submit specifications that have been signed, sealed and dated by a North Carolina licensed
Professional Engineer.
At a minimum, the specifications shall include the following items:
Table of contents with each section/page numbered.
Detailed specifications for the proposed reclaimed water utilization system, including all piping, valves, pumps, flow
meters, high water alarms, cross connection controls, etc. For irrigation systems, include details for spray heads and/or
drip emitters.
Detailed specifications for any onsite storage units, including dimensions, storage volume, liner requirements, 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.
I. Engineering Calculations (All Application Packages):
Per 15A NCAC 02U .0202(c), submit engineering calculations that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer.
At a minimum, the engineering calculations shall include the following items:
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 pumps, flow meters, spray heads/emitters, etc;
Flotation calculations any storage units constructed partially or entirely below grade;
For irrigation systems, demonstrate the designed maximum precipitation and annual loading rates do not exceed the
recommended rates;
For non-irrigation uses, demonstrate how reclaimed water usage was determined.

INSTRUCTIONS FOR FORM: RWNC 06-16 & SUPPORTING DOCUMENTATION Page 4 of 4

J. Site Map (All Application Packages):
Per 15A NCAC 02U .0202(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer and/or Professional Land Surveyor.
For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
At a minimum, the site map shall include the following:
A scaled map of the utilization 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 reclaimed water storage and utilization 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 reclaimed water storage and
utilization sites.
Setbacks as required by 15A NCAC 02U .0701.
Site property boundaries within 500 feet of all reclaimed water storage and utilization sites.

ONE ORIGINAL AND TWO COPIES OF 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: By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604

TELEPHONE NUMBER: [phone] FAX NUMBER: [phone]

FORM: RWNC 06-16 Page 1 of 9
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02U – RECLAIMED WATER SYSTEMS – NON-CONJUNCTIVE UTILIZATION
FORM: RWNC 06-16

I. CONTACT INFORMATION:
1. Applicant's name: Cervini Farms of North Carolina, Inc.
Mailing address: P.O. Box 32660
City: Detroit State: MI Zip: 48232-
Telephone number: [phone] Email Address: [e-mail]
2. Signature authority’s name: Chris Cervini (per 15A NCAC 02T .0106) Title: President
3. Consulting Engineer’s name: Mark Brooks License Number: NC026539 Firm: Brooks Engineering
Associates, P.A.
Mailing address: 17 Arlington Street
City: Asheville State: NC Zip: 28801-
Telephone number: [phone] Email Address: [e-mail]
4. Consulting Soil Scientist’s name: N/A License Number: Firm:
Mailing address:
City: State: Zip: -
Telephone number: ( ) - Email Address:
5. Consulting Geologist’s name: N/A License Number: Firm:
Mailing address:
City: State: Zip: -
Telephone number: ( ) - Email Address:
6. Consulting Agronomist’s name: N/A Firm:
Mailing address:
City: State: Zip: -
Telephone number: ( ) - Email Address:
II. USER INFORMATION
1. Reclaimed water user name(s): Same as applicant User facility physical address: 648 Ladson Road
City: Mills River State: NC Zip: 28759- County: Henderson

FORM: RWNC 06-16 Page 2 of 9
2. Facility status: Proposed
3. What is the proposed beneficial use(s) of the reclaimed water in accordance with 15A NCAC 02U .0101(a) ?
(Check all that apply)
Irrigation (non food crop) Irrigation (food chain crops) Industrial process water make up
Cooling towers Chiller/Boiler makeup Urinal/Toilet flushing (non-residential)
Fire protection (non-residential) Other (specify):
4. Amount of reclaimed water to be used: 7010 gallons per day
5. Does the reclaimed water source facility already have a permit for generation of reclaimed water? Yes or No
 If Yes, list permit number:
 If No, then the Reclaimed Water Generation application (FORM: RWG) must also be included in this package.

II. USER INFORMATION (Continued)
6. Explanation of how usage volume was calculated: NCAC02T .0114 - 96 people in work camp and 50 employees
7. In accordance with 15A NCAC 02U .0501(a)(2) and (b)(2), how will the public and/or employees be notified about the use of
reclaimed water? signs on irrigation water tankage
8. Specify the location within the application package where examples of notification materials can be found: Sheet N-1
III. UTILIZATION AREA SETBACKS (15A NCAC 02U .0701)
1. Provide the actual minimum distance in feet from the storage units and utilization areas to each item listed (distances greater
than 500 feet may be marked N/A):
Setback Parameter Utilization Areas Final Effluent Storage
Units
Required Actual Required Actual
Any private or public water supply source 100 441
Any property line 50 365
Any well with exception of monitoring wells 100 >500 100 441
Surface waters (streams – intermittent and perennial,
perennial waterbodies, and wetlands) classified as SA 100 NA 50 NA
Surface waters (streams – intermittent and perennial,
perennial waterbodies, and wetlands) not classified as SA 25 >150 50 125

2. Do the utilization areas and storage units comply with all setbacks found in the river basin rules (15A NCAC 2B .0200)?
Yes or No
 If no, list non-compliant setbacks:
3. Are any setback waivers required in order to comply with 15A NCAC 02U .0701? Yes or No
 If yes, have these waivers been written, notarized signed by all parties involved and recorded with the County Register of
Deeds? Yes or No
 If yes, has a Non-Discharge Wastewater System Waiver (FORM: NDWSW) been included with this application package?
Yes or No

FORM: RWNC 06-16 Page 3 of 9
IV. DESIGN CRITERIA FOR UTILIZATION AND DISTRIBUTION SYSTEMS (15A NCAC 02U .0402 and .0403)
1. Fill in the table below to indicate the location in the plans and specifications where the following items can be located:
Distribution System Design Element Plan Sheet
Number
Specification Page
Number
Labeling of valves, storage facilities, and outlets to inform the public or
employees that reclaimed water is not intended for drinking in
accordance with 15A NCAC 02U .0403(b)
N-3.1 21
Identification of piping, valves, and outlets as reclaimed water
(i.e., color coding purple, labeling, taping, etc.) in accordance with 15A
NCAC 02U .0403(c) a
N-3.1 7
Method of securing valves and outlets the permits operation by
authorized personnel only in accordance with 15A NCAC 02U .0403(d) N-3.1 21
Hose bibs locked for use by authorized personnel in accordance with
15A NCAC 02U .0403(e) N-5.4 NA
a. Identification of existing underground distributions systems shall be incorporated within 10 feet of crossing any water line
or sanitary sewer line.

2. Will potable water be used to supplement the reclaimed water system? Yes or No
 If yes, what cross connection control measures will be taken in accordance with 15A NCAC 02U .0403(f)? Effluent
pumped to tank contianing only recycled water, not potable water.
Plan Sheet Number Specification Page Number
 If yes, is documentation that the proposed cross-connection control measures have been approved by the Division of
Environmental Health’s Public Water Supply Section included in this application package? Yes or No
3. What is the method to provide power reliability? Facility wide backup generator with ATS on main panel
4. Will a certified operator of a grade equal or greater than the facility classification be on call 24 hrs/day? Yes or No
5. Will each utilization area be equipped with a flow meter to measure the volume of reclaimed water used? Yes or No

FORM: RWNC 06-16 Page 3 of 9

FORM: RWNC 06-16 Page 4 of 9
V. DESIGN INFORMATION FOR EARTHEN STORAGE IMPOUNDMENTS: 15A NCAC 02U .0401
IF MORE THAN ONE IMPOUNDMENT, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. Are there any earthen reclaimed water storage impoundments located at the utilization site(s)? Yes or No
 If no, then skip the remaining items in Section V. and proceed to Section VI.
2. What is the storage impoundment type? Operational Storage only
 For required wet weather storage, does the amount of storage provided meet or exceed the amount of required storage
calculated in the Water Balance (Instruction F)? Yes or No
3. Storage Impoundment Coordinates (Decimal Degrees): Latitude: . ○ Longitude: - . ○
4. Do any impoundments include a discharge point (pipe, spillway, etc)? Yes or No
 If Yes, has the required NPDES permit been obtained to authorize the discharge of reclaimed water? Yes or No
 Provide the NPDES permit number ; or the date when NPDES application was submitted:
5. Is the impoundment designed to receive surface runoff? Yes or No
If yes, what is the drainage area? ft2
6. Is a liner provided with a hydraulic conductivity no greater than 1 X 10 -6 cm/s? Yes or No
If No, 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
7. What is the depth to bedrock from the earthen impoundment bottom elevation? >15' 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 10-7 cm/s? Yes, No or N/A
 If Yes, 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
8. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundm ent bottom elevation,
how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)? Impoundment all in fill
9. If applicable, provide the specification page references for the liner installation and testing requirements: 20
10. 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
11. Provide the requested earthen impoundment design elements and dimensions:

Earthen Impoundment Design Elements Earthen Impoundment Dimensions
Liner type: Clay Synthetic Top of embankment elevation: 2081 ft Other Unlined
Liner hydraulic conductivity: 0 cm/s Freeboard elevation: 2079 ft
Hazard class: Medium Toe of slope elevation: 2079 ft
Designed freeboard: 2 ft Impoundment bottom elevation: 2075 ft
Total volume: 9792 ft3 73249 gallons Mean seasonal high water table depth: 2056 ft
Effective volume: 4789.3 ft3 35826.7 gallons Embankment slope: 3 : 1
Effective storage time: 5 days Top of dam water surface area: 2978 ft2
Plan Sheet Reference: N-4.3 Freeboard elevation water surface area: 2020 ft2
Specification Section: 3.5 Bottom of impoundment surface area: 453 ft2

FORM: RWNC 06-16 Page 5 of 9
VI. DESIGN INFORMATION FOR NON-CONJUNCTIVE IRRIGATION SYSTEMS
1. Will reclaimed water be used for irrigation? Yes or No
 If no, then skip the remaining items in Section VI., and proceed to Section VII.
2. The irrigation system is: existing proposed
3. The irrigation system is: Drip
4. Does the irrigation area contain any subsurface drainage structures? Yes or No
 If yes, where does the drainage system discharge?
5. Provide the minimum depth to the seasonal high water table within the irrigation area: NA
NOTE: The vertical separation between the seasonal high water table and the ground surface shall be at least one foot.
6. Provide the equipment information below for spray and/or drip systems:
Spray Utilization Design Element Plan Sheet
Number
Specification
Page Number
Wetted diameter of nozzles ft
Wetted area of nozzles ft2
Nozzle capacity gpm
Nozzle manufacturer / model /

Drip Utilization Design Element Plan Sheet
Number
Specification
Page Number
Wetted area of emitters ft2
Distance between laterals ft
Distance between emitters ft
Emitter capacity gpm
Emitter manufacturer / model /

7. If applicable, provide the location of each design element in the specifications and engineering plans for irrigation dosing
systems:
Utilization Pump Tank Plan Sheet
Number
Specification
Page Number
Internal dimensions (L x W x H or φ x H) ft ft ft
Total volume ft3 gallons
Dosing volume ft3 gallons
Audible & visual alarms
Equipment to prevent utilization during rain events
FORM: RWNC 06-16 Page 6 of 9 VI. DESIGN INFORMATION FOR NON-CONJUNCTIVE IRRIGATION SYSTEMS (Continued) 8. Provide the following information for each irrigation zone within the system: Zone Latitude a Longitude a Area (ft2) Recommended Loading Rate b (in/hr) Recommended Loading Rate b (in/yr) Design Precipitation Rate b(in/hr) Design Annual Loading Rate b (in/yr) Soil Series Crop Type Waterbody Stream Index No. c Classification c ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ ○ ′ ″ - ○ ′ ″ a. Level of accuracy? Select Method of measurement? Select Datum? Select b. For seasonal loading rates, list appropriate months. c. Instructions for determining the waterbody stream index number and its associated classification can be found here: https://ncdenr.s3.amazonaws.com/s3fs-public/Water%20Quality/Aquifer%20Protection/LAU/Agreements/WSCA%2008-13.pdf

FORM: RWNC 06-16 Page 7 of 9

VI. DESIGN INFORMATION FOR NON-CONJUNCTIVE IRRIGATION SYSTEMS (Continued)
9. Provide the following cover crop information to demonstrate the reclaimed water will be applied at or below agronomic rates:
Cover Crop Soil Series % Slope Nitrogen Uptake Rate
(lbs/ac∙yr)
Phosphorus Uptake
Rate (lbs/ac∙yr)
Tomatos NA 0

a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained: Grower
b. Proposed nitrogen mineralization rate:
c. Proposed nitrogen volatilization rate:
d. Minimum irrigation area from the Agronomist Evaluation’s nitrogen balance: ft2
e. Minimum irrigation area from the Agronomist Evaluation’s phosphorus balance: ft2
f. Minimum irrigation area from the water balance: ft2

VII. LOCATION INFORMATION FOR NON-CONJUNCTIVE UTILIZATION AREAS (other than irrigation)

1. Will reclaimed water be utilized for purposes other than irrigation? Yes or No If No, skip this Section.
2. Provide the following information for all other reclaimed water utilization sites (non-irrigation):

Site ID Latitude a Longitude a Allowable Use Waterbody
Stream Index No. b Classification b
○ ′ ″ - ○ ′ ″
○ ′ ″ - ○ ′ ″
○ ′ ″ - ○ ′ ″
○ ′ ″ - ○ ′ ″
○ ′ ″ - ○ ′ ″
○ ′ ″ - ○ ′ ″
○ ′ ″ - ○ ′ ″
○ ′ ″ - ○ ′ ″
○ ′ ″ - ○ ′ ″
○ ′ ″ - ○ ′ ″
○ ′ ″ - ○ ′ ″
○ ′ ″ - ○ ′ ″
a. Level of accuracy? Select Method of measurement? Select Datum? Select
b. Instructions for determining the waterbody stream index number and its associated classification:
https://ncdenr.s3.amazonaws.com/s3fs-public/Water%20Quality/Aquifer%20Protection/LAU/Agreements/WSCA%2008-13.pdf

FORM: RWNC 06-16 Page 8 of 9

VIII. IRRIGATION OF FOOD CHAIN CROPS
1. Will the system be used to irrigate food chain crops? Yes or No
2. If Yes, please complete the flowchart below by checking the appropriate yes/no responses. If No, skip this Section.

Yes No

Yes No

3. What type of notification will be provided at the irrigation site(s) to inform the public about the use of reclaimed water in
accordance with 15A NCAC 02U .1401? yes

Will the portion of the crop intended for
human consumption be peeled, skinned,
cooked, or thermally processed prior to
human consumption?
Type 1 reclaimed water
allowed pursuant to (15A
NCAC 02U .0301(b)), for
direct or indirect contact
irrigation.
Will the irrigation activity result in the
direct contact of reclaimed water on
the portion of the crop intended for
human consumption (direct contact
irrigation)?
This activity is not allowed
without further study pursuant
to 15A NCAC 02U .1401(a)(5).
Type 2 reclaimed water
allowed pursuant to
15A NCAC 02U .0301(a), for
indirect contact irrigation.
Professional Engineer's Ce
'�r
22tification:
Z39AZX3 , attest that this application for
has been reviewed by me and is accurate, complete
and consistent with the information supplied in the engineering plans, 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 NC 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.
North Carolina Professional Engineer's seal, signature, and date:
\\„„Innnu��irii
•��N CARO
ESsia
o•�y
E
Applicant's Certification (signing authority must be in compliance with ISA NCAC 02T .0106): AV
I,
is
(signing authority name —PLEASE PRINTI
attest that this application for
�raciury name
(title)
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 enalty where all appeals have been exhausted or abandoned, are compliant with any
active compliance schedule d do of have o erdue annual fees under Rule 15A NCAC 02T .0105. Note: In accordance with NC
General Statutes 143KOpse'
and 43=215 , any person who knowingly makes any false statement, representation, or certification in
any application packh I b guilty a Clas misdemeanor, which may include a fine not to exceed $10,000 as well as civil
penalties up to $25, vi ation.
Signature: Date: %i%/ 24z� cl
FORM: RWNC 06-16 Page 9 of 9

State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02U – RECLAIMED WATER SYSTEMS – GENERATION
INSTRUCTIONS FOR FORM: RWG 06-16 & SUPPORTING DOCUMENTATION

INSTRUCTIONS FOR FORM: RWG 06-16 & SUPPORTING DOCUMENTATION Page 1 of 4

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 am ount of additional
information requested. Failure to submit all of the required items will lead to additional processing and review time for the
permit application.
For more information, visit the Water Quality Permitting Section’s Non-Discharge Permitting Unit website.

General – This application shall be used for projects involving the generation of reclaimed water that is to be utilized in either a
conjunctive or non-conjunctive manner. Non-conjunctive use means that the reclaimed water utilization activity is required
to meet the wastewater disposal needs of the generating facility. Conjunctive use means that the proposed utilization option
is not required to meet the wastewater disposal needs of the generating facility, and that other permitted utilization/disposal
alternatives are also available. Unless otherwise noted, the Applicant shall submit one original and two copies of the
application and supporting documentation.
Do not submit this application without an associated Reclaimed Water Project Information form (FORM: RWPI).
A. Reclaimed Water Generation Application (FORM: RWG 06-16) (All application packages):
Submit the completed and appropriately executed Reclaimed Water Generation (FORM: RWG 06-16) application. Please do
not make any unauthorized content changes to this form. 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.
The facility name in Item II.1. shall be consistent with the facility name on the plans, specifications, agreements, etc.
The Professional Engineer’s Certification on Page 9 of this form shall be signed, sealed and dated by a North Carolina licensed
Professional Engineer.
The Applicant’s Certification on Page 9 of this form shall be signed in accordance with 15A NCAC 02T .0106(b). The
application must be signed by a principal executive officer of at least the level of vice-president or his authorized representative
for a corporation; by a general partner for a partnership or limited partnership; by the proprietor for a sole proprietorship;
and by either an executive officer, an elected official in the highest level of elected office, or other authorized employee for a
municipal, state, or other public entity. 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.
B. Property Ownership Documentation (All Application Packages involving new or expanding generation systems):
Per 15A NCAC 02U .0201(e) or 15A NCAC 02U .0202(f), the Applicant shall provide written documentation of ownership
for all property containing the reclaimed water generation equipment, reclaimed water storage units, and 5-day upset units.
Documentation shall consist of one (or more) of the following:
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
An easement running with the land specifically indicating the intended use of the property and meeting the requirements
of 15A NCAC 02L .0107(f), or
A written notarized lease agreement signed by both parties, indicating the intended use of the property, as well as a plat or
survey map.

C. Wastewater Chemical Analysis (For new or expanding generation systems treating Industrial Waste):
Per 15A NCAC 02U .0201(g) or .0202(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)  5-day BOD (BOD5)  Total Dissolved Solids
 Calcium  Magnesium  Total Kjeldahl Nitrogen (TKN)
 Chemical Oxygen Demand (COD)  Nitrate Nitrogen (NO3-N)  Total Organic Carbon
 Chloride  pH  Total Phosphorus
 Coliphage (Type 2 reclaimed water only)  Phenol  Total Trihalomethanes
 Clostridium perfringens (Type 2 reclaimed water)  Sodium  Total Volatile Organic Compounds
 Fecal Coliform or E. coli  Sodium Adsorption Ratio (SAR)  Toxicity Test Parameters

INSTRUCTIONS FOR FORM: RWG 06-16 & SUPPORTING DOCUMENTATION Page 2 of 4

D. Engineering Plans (All Application Packages):
Per 15A NCAC 02U .0201(c) or .0202(c), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and
dated by a North Carolina licensed Professional Engineer.
The engineering plans shall include the following items:
Table of contents with each sheet numbered.
A general location map with at least two geographic references, a vicinity map, fencing around treatment and storage
facilities.
A process flow diagram showing all flow, recycle/return, aeration, chemical, and wasting paths. (For conjunctive facilities,
include only those treatment units, in addition to existing units, that are needed to produce reclaimed water.)
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. (For conjunctive facilities,
include only those treatment units, in addition to existing units, that are needed to produce reclaimed water.
Auxiliary power supply. (Non-conjunctive systems only.)
A hydraulic profile from the treatment plant headworks to the point where reclaimed water is released to the distribution
system. (Non-conjunctive systems only.)
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.

E. Specifications (All Application Packages):
Per 15A NCAC 02U .0201(c) or .0202(c), submit specifications that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer.
At a minimum, the specifications shall include the following items:
Table of contents with each section/page numbered.
Detailed specifications for each treatment and storage unit, as well as all piping, valves, equipment (i.e., pumps, blowers,
mixers, diffusers, flow meters, etc.), audible/visual high water alarms, liner material, etc. (For conjunctive facilities,
include only those treatment units, in addition to existing units, that are needed in order to produce reclaimed water.)
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.
F. Engineering Calculations (All Application Packages):
Per 15A NCAC 02U .0201(c) or .0202(c), submit engineering calculations that have been signed, sealed and dated by a North
Carolina licensed Professional Engineer.
At a minimum, the engineering calculations shall include the following items:
Hydraulic and pollutant loading calculations for each treatment unit demonstrating how the designed effluent
concentrations in Application Item V.1. were determined (NOTE: “black box” calculations are unacceptable). (For
conjunctive facilities, include only those treatment units, in addition to existing units, that are needed to produce reclaimed
water.)
Sizing criteria for each treatment unit and associated equipment (i.e., blowers, mixers, flow meters, pumps, etc.). (For
conjunctive facilities, include only those treatment units, in addition to existing units, that are needed in order to produce
reclaimed water.)
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, etc.
Flotation calculations for all treatment and storage units constructed partially or entirely below grade.

INSTRUCTIONS FOR FORM: RWG 06-16 & SUPPORTING DOCUMENTATION Page 3 of 4

G. Water Balance (For Non-Conjunctive application packages that include new or modified reclaimed water storage units to be
located on the property of the reclaimed water generator):
Per 15A NCAC 02U .0202(k), submit a water balance that has been signed, sealed and dated by a qualified professional and
includes at a minimum:
The water balance should be run over at least a two year iteration, should consider precipitation into and evaporation from
all open atmosphere storage impoundments, and should use variable number of days per month and include:
Precipitation based on the 80th 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 lateral groundwater movement.
Nutrient limitations and seasonal application times to ensure reclaimed water is applied at appropriate agronomic rates.
Note: Guidance on completing a water balance for non-conjunctive systems is available in the Water Balance Calculation
Policy.

H. Residuals Management Plan (All Application Packages with new, expanding or replacement wastewater treatment systems):
Per 15A NCAC 02U .0802, submit a Residuals Management Plan that shall include, at a minimum:
A detailed explanation of how generated residuals (including trash, sediment and grit) will be collected, handled, processed,
stored, 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. NOTE: Per 15A NCAC 02U .0402(n), a minimum of 30 days of residual
storage shall be provided for non-conjunctive reclaimed water systems.
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. NOTE: Per 15A NCAC 02U .0202(j), a written commitment is not required at
the time of this application; however, it shall be provided prior to operation of any permitted facilities herein.
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: 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.

I. Distribution System Monitoring Plan (All application packages):
Include a distribution system monitoring plan for verifying that reclaimed water standards (15A NCAC 02U .0301) will be met
at the utilization site(s). At a minimum, the following items shall be included:
Specify the sampling locations within the distribution system that will provide data representative of the reclaimed water
delivered to users.
The number of sampling locations should be equivalent to approximately 25 percent of the service connections to the
reclaimed water distribution system; or 5 locations, whichever is fewer. In no case shall fewer than two locations be
sampled.
Monitoring shall include samples of: fecal coliform, pH, and total residual chlorine.

INSTRUCTIONS FOR FORM: RWG 06-16 & SUPPORTING DOCUMENTATION Page 4 of 4

J. Site Map (All Application Packages):
Non-Conjunctive Systems
Per 15A NCAC 02U .0202(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by
a North Carolina licensed Professional Engineer and/or Professional Land Surveyor.
For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
At a minimum, the site map shall include the following:
A scaled map of the site with topographic contour intervals not exceeding 10 feet or 25 percent of total site relief
and showing all facility-related structures and fences within the wastewater treatment and storage areas.
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 treatment and storage
sites.
Setbacks as required by 15A NCAC 02U .0701(a) and (b).
Site property boundaries within 500 feet of all treatment and storage units.
All habitable residences or places of public assembly within 500 feet of all treatment and storage units.
Conjunctive Systems
Per 15A NCAC 02U .0201(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by
a North Carolina licensed Professional Engineer and/or Professional Land Surveyor.
For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
At a minimum, the site map shall include the following:
A scaled map of the site showing all facility-related structures and fences within the wastewater treatment and
storage areas.
Location of features in 15A NCAC 02U .0701(a) and (b), to the extent needed to determine compliance with
setbacks.

K. Education Program (All New Generators)
Per 15A NCAC 02U .0501, provide documentation of a program of education and approval for all reclaimed water users. At a
minimum this material shall include:
Definition of reclaimed water.
Information on the proper use of reclaimed water.
Examples of improper uses of reclaimed water.
Clarification that reclaimed water is not for drinking.
Clarification that reclaimed water cannot be discharged to surface waters and should not be allowed to runoff from the
utilization areas.
Address any other environmental and/or public health protection measures.
Methods to be used to provide employees educational material in a language they can understand.

ONE ORIGINAL AND TWO COPIES OF 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: By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604

TELEPHONE NUMBER: [phone] FAX NUMBER: [phone]

FORM: RWG 06-16 Page 1 of 9
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02U – RECLAIMED WATER SYSTEMS – GENERATION
FORM: RWG 06-16

I. CONTACT INFORMATION:
1. Applicant's name: Cervini Farms of North Carolina, Inc
2. Signature authority’s name: Chris Cervini (per 15A NCAC 02T .0106) Title: President
3. Applicant’s mailing address: P.O. Box 32660
City: Detroit State: MI Zip: 48232-
Telephone number: [phone] Email Address: [e-mail]
4. Consulting Engineer’s name: Mark Brooks License Num ber: 026539 Firm: C-3125

Mailing address: 17 Arlington Street
City: Asheville State: NC Zip: 28801-
Telephone number: [phone] Email Address: [e-mail]
II. FACILITY INFORMATION
1. Reclaimed water generating facility name: Lakeside Produce
Facility’s physical address: 648 Ladson Road
City: Mills River State: NC Zip: 28759- County: Henderson
2. Facility Coordinates: Latitude: 35○ 22′ 00″ Longitude: -82○ 33′ 01″
Datum: Unknown Level of Accuracy Unknown Method of Measurement Address matching
3. USGS Map Name: Horse Shoe NC
4. Information for nearest waterbody a:
Stream Index No.: 6-(47.5) Stream Classification: W
a To determine the waterbody stream index number and its associated classification, download the current classifications list
at the following web address: https://ncdenr.s3.amazonaws.com/s3fs-
public/Water%20Quality/Aquifer%20Protection/LAU/Agreements/WSCA%2008-13.pdf.
5. Facility status: Proposed
6. Reclaimed water utilization will be:
Non-Conjunctive –reclaimed water utilization is required to meet the wastewater disposal needs of the facility.
Conjunctive – reclaimed water option is not necessary to meet the wastewater disposal needs of the facility and other
wastewater utilization or disposal methods are available at all times (15A NCAC 02U .0103(3)).
For Conjunctive, what is the alternate wastewater disposal method?
NPDES Permit No.
Other (specify):

FORM: RWG 06-16 Page 2 of 9
III. INFORMATION ON RECLAIMED WATER GENERATION:
1. What is the origin of the influent (i.e., school, residential, hospital, municipality, industry, etc.)? housing, commerical
bathrooms
2. Reclaimed water generating capacity for this project: 7010 gallons per day (GPD)
3. 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 in accordance with
Instruction C? Yes or No
4. How was the influent flow rate determined? 15A NCAC 02T .0114 or Representative Data
5. Has a flow reduction been approved under 15A NCAC 02T .0114(f)? Yes or No
6. Provide the required information in the table below to document design flow pursuant to 15A NCAC 02T .0114:
Establishment Type Daily Design Flow a No. of Units Flow
Work houses 60 gal/bed 96 5760 GPD
greenhouse day workers 25 gal/worker 25 1250 GPD
gal/ GPD
gal/ GPD
gal/ GPD
gal/ GPD
Total 7010 GPD
IV. TREATMENT AND STORAGE UNIT SETBACKS (15A NCAC 02U .0701)
1. Provide the actual minimum distance in feet from the treatment units, storage units, and utilization areas to each item listed
(distances greater than 500 feet may be marked N/A):
Setback Parameter Treatment Units/
5-day Upset Storage
Final Effluent Storage
Units
Required Actual Required Actual
Any habitable residence or place of assembly under separate
ownership or not to be maintained as part of the project site 100 449
Any private or public water supply source 100 368 100 441
Surface waters (streams – intermittent and perennial,
perennial waterbodies, and wetlands) 50 72 50 85
Any well with exception of monitoring wells 100 931 100 441
Any property line 50 165 50 365

2. Do the treatment and storage units comply with all setbacks found in the river basin rules (15A NCAC 2B .0200)?
Yes or No If no, list non-compliant setbacks:
3. Are any setback waivers required in order to comply with 15A NCAC 02U .0701? Yes or No
 If yes, have these waivers been written, notarized signed by all parties involved and recorded with the County Register
of Deeds? Yes or No
 If yes, has the required Non-Discharge Wastewater System Waiver (FORM: NDWSW) been included with this
application package? Yes or No

FORM: RWG 06-16 Page 3 of 9

FORM: RWG 06-16 Page 4 of 9 V. RECLAIMED WATER CHARACTERISTICS: 1. Complete the table below by filling in the estimated influent concentrations and design effluent characteristics (15A NCAC 2U .0301): 2. Have calculations or historical data been provided to justify the design effluent values shown in Item V.1. above? (See Application Instruction F)? Yes No  If No, please explain: Parameter Estimated Influent Concentration Design Effluent Monthly Average Design Effluent Geometric Mean Design Effluent Daily Maximum Actual Required Actual Required Actual Required BOD5 350 mg/l 5 mg/l 10 mg/l (Type 1) 5 mg/l (Type 2) 10 mg/l 15 mg/l (Type 1) 10 mg/l (Type 2) TSS 250 mg/l 5 mg/l 5 mg/l (Type 1) 5 mg/l (Type 2) 10 mg/l 10 mg/l (Type 1) 10 mg/l (Type 2) NH3-N 60 mg/l 1 mg/l 4 mg/l (Type 1) 1 mg/l (Type 2) 2 mg/l 6 mg/l (Type 1) 2 mg/l (Type 2) NO3-N 0 mg/l 8 mg/l NO2-N 0 mg/l 1 mg/l Total Nitrogen 50 mg/l 9.5 mg/l 4 mg/l (wetland augmentation only) Total Phosphorus 5 mg/l 5 mg/l 1 mg/l (wetland augmentation only) TKN 1 mg/l Turbidity 5 NTU 10 NTU (Type 1) 5 NTU (Type 2) Fecal Coliforms OR E. Coli (choose one) 1000000/100 ml 3/100 ml 14/100 ml (Type 1) 3/100 ml (Type 2) 25/100 ml 25/100 ml (Type 1) 25/100 ml (Type 2) Coliphage - (Type 2 only) 1000000/100 ml 5/100 ml 5/100 ml (Type 2) 25/100 ml 25/100 ml (Type 2) Clostridium perfingen - (Type 2 only) 1000000/100 ml 5/100 ml 5/100 ml (Type 2) 25/100 ml 25/100 ml (Type 2)

FORM: RWG 06-16 Page 5 of 9
VI. RECLAIMED WATER SYSTEM DESIGN CRITERIA (15A NCAC 02U .0401 or .0402)
1. Plan sheet number where instrumentation for continuous monitoring/recording for turbidity/particle count is shown: N-4.2
2. Plan sheet number where instrumentation for continuous flow recording is shown: N-4.2
3. What is the method of preventing public access to the treatment facility and five day upset basin? fence
 Plan sheet number where restricted access method is shown: N-4.2
4. Is there an automatically activated standby power supply onsite? Yes No
 If Yes, plan sheet number where standby power supply is shown: Not shown, plantwide backup power provided with
ATS
 If No, what other means will be used to prevent improperly treated wastewater from entering the storage, distribution, or
utilization system?
5. Will a certified operator of a grade equal or greater than the facility classification be on call 24 hrs/day? Yes or No
6. What classification of reclaimed water does the generator intend to provide per (15A NCAC 02U .0301)?
Type 1 – 15A NCAC 02U .0301(b); or
Type 2 - 15A NCAC 02U .0301(a) - (Note: Type 2 required for indirect contact irrigation of food chain crops where the
food product will not be peeled, skinned, cooked or thermally processed prior to human consumption.)
Are the following design criteria met for Type 2?
 Dual disinfection systems containing both UV disinfection and chlorination (or equivalent dual disinfection processes)
provided pursuant to 15A NCAC 02U .0401(h) or .0402(q)? Yes No
 Has documentation been provided to show that the combined treatment and disinfection processes are capable of the
following pathogen reductions pursuant to 15A NCAC 02U .0401(i) or .0402(r)?
 log 6 or greater reduction of E. coli Yes No
 log 5 or greater reduction of Coliphage Yes No
 log 4 or greater reduction of Clostridium perfringens Yes No
Other – 15A NCAC 02U .0301(c) – reclaimed water will be produced by an industrial facility, will be used at the facility
in the industry’s process, use area has no public access, and the use will not result in employee exposure.
Items VI.7.–VI.15. are for NON CONJUNCTIVE SYSTEMS – If you checked “Conjunctive” in Item II.6., skip to Section VII:
7. Is aerated flow equalization provided with a capacity of at least 25% of daily system design flow? Yes or No
 If no, how does the Applicant intend on complying with 15A NCAC 02U .0402(b)? Equalization is not aerated. Influent
is anaerobic. Does provide for 25% storage of DDF.
8. Are dual facilities provided for all essential treatment units? Yes or No
Note: This refers to any unit process whose loss would likely render the facility incapable of meeting require performance
criteria including aeration, clarification, filtration, disinfection, pumps, blowers, etc. (See 15A NCAC 02T .0103(16))
 If no, how does the Applicant intend on complying with 15A NCAC 02U .0402(c)?
9. Is automatic flow diversion to a 5-day upset pond provided in the event of plant upset? Yes or No
10. 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:
11. Are multiple pumps provided wherever pumps are used? Yes or No
 If no, how does the Applicant intend on complying with 15A NCAC 02U .0402(k)?

FORM: RWG 06-16 Page 6 of 9
VI. RECLAIMED WATER SYSTEM DESIGN CRITERIA (Continued)
12. Are any treatment or storage units located within the 100-year flood plain? Yes or No
 If Yes, which units are affected? None - site is filled 14' above BFE (Note that water tight seals or a minimum of two feet
protection from the 100-year floodplain is required.)
 If No, then provide the distance to the nearest flood zone: (feet); and provide the typical elevation at the edge of the
flood zone: (feet)
13. How many days of residuals storage are provided? N/A (Note: 30 days required per 15A NCAC 02U .0402(n))
14. 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

VII. DESIGN INFORMATION FOR NEW OR MODIFIED PORTIONS OF THE TREATMENT FACILITY
1. Type of treatment system (extended aeration, MBR, SBR, etc): anoxic pretreatment with recirculating fixed media filtration,
and tertiary disc filtration.
2. Provide the requested treatment unit and mechanical equipment information (For conjunctive facilities, include only those
treatment units, in addition to existing units, that are needed to produce reclaimed water):
a. PRELIMINARY/PRIMARY TREATMENT: New Units, Modified Units N/A
Treatment Unit Number
of Units
Manufacturer
or Material
Dimensions (ft)
/ Spacings (in)
Volume
(gallons)
Plan Sheet
Number
Specification
Page Number
Other 2 precast septic
tanks 22x10x6 8000 N-4.2 13
Flow Equalization 1 precast tank 20x10x4.5 6500 N-4.2 14
Select
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT New Units, Modified Units N/A
Treatment Unit Number
of Units
Manufacturer
or Material Dimensions (ft) Volume
(gallons)
Plan Sheet
Number
Specification
Page Number
Select
Select
Tertiary Filters 4 EZ Treat 16.1x7.5x3.2 2865 N-4.2 15
Tertiary Filters 2 disc filters 1.5" NA N-4.2 19
Select
Select
Select

FORM: RWG 06-16 Page 7 of 9
VII. DESIGN INFORMATION FOR NEW OR MODIFIED PORTIONS OF THE TREATMENT FACILITY (Continued)
c. DISINFECTION New Units, Modified Units N/A
Treatment Unit Number
of Units
Manufacturer
or Material Dimensions (ft) Volume
(gallons)
Plan Sheet
Number
Specification
Page Number
Ultraviolet 8 EZ Set 30" 1.5 N-4.2 19
Select
Select
Select
 If chlorination is the proposed method of disinfection, specify detention time provided: minutes (NOTE: 30 minutes
minimum required), and indicate at what treatment unit chlorine contact occurs:
 If ultraviolet (UV) light is the proposed method of disinfection, specify the number of banks: 8, number of lamps per bank:
1 and maximum disinfection capacity: 70.4 GPM.
d. RESIDUALS TREATMENT New Units, Modified Units N/A
Treatment Unit Number
of Units
Manufacturer
or Material Dimensions (ft) Volume
(gallons)
Plan Sheet
Number
Specification
Page Number
Select
Select
Select
e. PUMPS New Units, Modified Units N/A
Location Number
of Pumps Purpose Manufacturer /
Type
Capacity Plan Sheet
Number
Specification
Page Number GPM TDH
EQ 2 Equalization Zoeller 30 12 N-5.1 14
Recirc Tank 1 4 pod
recirculation Sta-Rite 42 68 N-5.2 17
Recirc Tank 2 4 pod
recirculation Sta-Rite 42 68 N-5.2 17
Recirc Tank 2 1 Alkalinity
feed Sta-rite 20 110 N-5.2 20
Post media
recirculation 2
disc
filtration
feed
Sta-rite 15 130 N-5.3 18
f. BLOWERS New Units, Modified Units N/A
Location No. of
Blowers Units Served Manufacturer /
Type
Capacity
(CFM)
Plan Sheet
Number
Specification
Page Number
Post Turbidity
Meter Pump 2
final pump to
irrigation
tank/upset pond
Sta-Rite 28/108 N-5.3 21
Grinder Pumps 2 from bunk houses
to WWTP Zoeller 34/48 N-4.2 N/A

FORM: RWG 06-16 Page 8 of 9
VII. DESIGN INFORMATION FOR NEW OR MODIFIED PORTIONS OF THE TREATMENT FACILITY (Continued)
g. MIXERS New Units, Modified Units N/A
Location No. of
Mixers Units Served Manufacturer /
Type
Power
(hp)
Plan Sheet
Number
Specification
Page Number

h. FLOW METERS, OTHER RECORDING DEVICES & RELIABILITY New Units, Modified Units N/A

Device Number
of Units
Maximum
Capacity Manufacturer Location
Plan
Sheet
Number
Specification
Page
Number
Effluent Flow Measuring Device 1 120 gpm BadgerMeter after dose
tank N-4.2 21
Select
Select
Select
Select
Select
i. DISTRIBUION PUMP / DOSING TANK (IF APPLICABLE): New Units, Modified Units N/A
Plan Sheet
Reference
Specification
Reference
Internal dimensions (L x W x H or φ x H) 10.5 ft 5.33 ft 5 ft N-5.3 21
Total volume 280 ft3 2094 gallons N-5.3 calcs
Dosing volume 98 ft3 733 gallons N-5.3 calcs
Audible & visual alarms N-5.3 21
Equipment to prevent irrigation during rain events

FORM: RWG 06-16 Page 9 of 9
VIII. DESIGN INFORMATION FOR EARTHEN STORAGE IMPOUNDMENTS: 15A NCAC 02U .0402
IF MORE THAN ONE IMPOUNDMENT, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. Are there any earthen reclaimed water storage impoundments located at the generator site? Yes or No
 If no, then skip the remaining items in Section VIII.
2. What is the storage impoundment type? 5-day upset
3. Storage Impoundment Coordinates (degrees, minutes, seconds): Latitude: 35○ 31′ 60″ Longitude: -82○ 32′ 49″
Datum: NAD83 Level of accuracy: Nearest 10 seconds Method of measurement: Geodetic quality GPS survey
4. Do any impoundments include a discharge point (pipe, spillway, etc)? Yes or No
 If Yes, has the required NPDES permit been obtained to authorize the discharge of reclaimed water? Yes or No
 Provide the NPDES permit number ; or the date when NPDES application was submitted:
5. Are subsurface drains present beneath or around the impoundment to control groundwater elevation? Yes or No
6. Is the impoundment designed to receive surface runoff? Yes or No
 If yes, what is the drainage area? ft2, and was this runoff incorporated into the water balance? Yes or No
7. Will the reclaimed 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? >20' 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 10-7 cm/s? Yes, No 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 impoundm ent bottom elevation,
how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)? N/A. But liner has rip on top of it.
10. If applicable, provide the specification page references for the liner installation and testing requirements: p. 20
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 or N/A
12. Provide the requested earthen impoundment design elements and dimensions:

Earthen Impoundment Design Elements Earthen Impoundment Dimensions
Liner type: Clay Synthetic Top of embankment elevation: 2081 ft Other Unlined
Liner hydraulic conductivity: 0 cm/s Freeboard elevation: 2079 ft
Hazard class: Medium Toe of slope elevation: 2079 ft
Designed freeboard: 2 ft Impoundment bottom elevation: 2075 ft
Total volume: 9792 ft3 73249 gallons Mean seasonal high water table depth: 2056 ft
Effective volume: 4789.3 ft3 35826.7 gallons Embankment slope: 3 : 1
Effective storage time: 5 days Top of dam water surface area: 2978 ft2
Plan Sheet Reference: N-4.3 Freeboard elevation water surface area: 2020 ft2
Specification Section: 3.5 Bottom of impoundment surface area: 453 ft2
Professional Engineer's Certification:
attest that this application for ��r-%Zt�ll?/! 1Tn�%�s r%r!"14(11#6vo i/tA)
has been revtewed by me and is accurate, complete ana consistent with the information supplied in the engineering plans, calculations, ,'fi/IC7,
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 NC 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.
North Carolina Professional Engineer's seal, signature, and date:
o 0tiv
e
:a EA
6
Applicant's Certification (signing authority must be in compliance with 15A NCAC 02T .0106):
1170
(signing authority name —PLEASE PRINT)
attest that this application for
(facility name)
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 pen ty where all appeals have been exhausted or abandoned, are compliant with any active
compliance schedule, and o not have any erdu annual fees under Rule 15A NCAC 02T .0105. Note: In accordance with NC General
Statutes 143-215.6A 43- 15.6B any per on who knowingly makes any false statement, representation, or certification in any
application package all e uilt a Class misdemeanor, which may include a fine not to exceed $10,000 as well as civil penalties
up to $25,000 per tolat'
Signature: l� / � � �� Date:
FORM: RWG 06-16 Page 10 of 9

State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02U – RECLAIMED WATER SYSTEMS – PROJECT INFORMATION
INSTRUCTIONS FOR FORM: RWPI 06-16 & SUPPORTING DOCUMENTATION
INSTRUCTIONS FOR FORM: RWPI 06-16 & SUPPORTING DOCUMENTATION Page 1 of 2

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 am ount of additional
information requested. Failure to submit all of the required items will lead to additional processing and review time for the
permit application.
For more information, visit the Water Quality Permitting Section Non-Discharge Permitting Unit website.

General–This form is required for all projects involving the generation, utilization, and or distribution of reclaimed water. At least one
of the following forms must also be included in the application package. However, multiple forms may be applicable. Unless
otherwise noted, the Applicant shall submit one original and two copies of the application and supporting
documentation. Please check the boxes below as appropriate to indicate which additional forms are included in the
application package:
Reclaimed Water Generation (FORM: RWG) –– for wastewater treatment facilities producing reclaimed water.
Non-Conjunctive Utilization (FORM: RWNC) –– for reclaimed water utilization activities, when the reclaimed water
utilization activity is required in order to meet the wastewater disposal needs of the facility.
Conjunctive Utilization (FORM: RWCU) –– for reclaimed water utilization activities, when the reclaimed water option is
not necessary to meet the wastewater disposal needs of the facility and other wastewater utilization/disposal methods are
available.
Bulk Distribution (FORM: RWBD) –– for distribution of reclaimed water in a bulk manner.
Distribution Lines (FORM: RWDL) –– for construction of reclaimed water distribution lines.
Wetland Augmentation (FORM: RWWA) –– for projects seeking to utilize reclaimed water for the purpose of wetland
augmentation.
Local Program Approval (FORM: RWLPA) –– for projects seeking permitting delegation for reclaimed water users.
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) according to the following fee schedules:
STANDARD REVIEW – Submit the appropriate fee for all new and major modification applications as listed in the table
below.
Facility Classification New Permit Major Modification 1
Major Generator/User (ADF ≥ 10,000 gallons per day) $1,310 $395
Minor Generator/User (ADF ≤ 10,000 gallons per day) $810 $245
Reclaimed Water Distribution Lines $480 N/A
1 A major modification shall be defined as any perm it modification that: increases the generating facility’s
average daily flow (ADF); increases the utilization area acreage; adds additional utilization areas not
previously approved; or includes the addition of new treatment units/processes not previously permitted.
There is no fee for minor permit modifications.

INSTRUCTIONS FOR FORM: RWPI 06-16 & SUPPORTING DOCUMENTATION Page 2 of 2
C. Reclaimed Water Project Information Form (FORM: RWPI 06-16) (All application packages):
Submit the completed and appropriately executed Reclaimed Water Project Information (FORM: RWPI 06-16) form. Please
do not make any unauthorized content changes to this form.
The applicant name in Item I.1. shall be consistent with the applicant name on the plans, specifications, agreements, etc.
The Applicant’s Certification on Page 3 of this form shall be signed in accordance with 15A NCAC 02T .0106(b). The
application must be signed by a principal executive officer of at least the level of vice-president or his authorized representative
for a corporation; by a general partner for a partnership or limited partnership; by the proprietor for a sole proprietorship;
and by either an executive officer, an elected official in the highest level of elected office, or other authorized employee for a
municipal, state, or other public entity. 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.
There is no fee for permit renewal without modification.

D. Existing Permit: (All Modification Packages):
Submit the most recently issued existing permit.
Provide a list of any items within the permit the Applicant would like the Division to address during the permit modification
(i.e., compliance schedules, permit description, monitoring, permit conditions, etc.).

ONE ORIGIANL AND TWO COPIES OF 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: By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604

TELEPHONE NUMBER: [phone] FAX NUMBER: [phone]

FORM: RWPI 06-16 Page 1 of 3
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02U – RECLAIMED WATER SYSTEMS – PROJECT INFORMATION
FORM: RWPI 06-16

I. GENERAL INFORMATION:
1. Applicant's name: Cervini Farms of North Carolina, Inc.
Mailing address: P.O. Box 32660
City: Detroit State: MI Zip: 48232-
Telephone number: [phone] Email Address: [e-mail]
2. Signature authority’s name: Chris Cervini (per 15A NCAC 2U .0106) Title: President
3. Applicant type (check all that apply):
Government Federal State Municipal County
Individual
Corporation
 For new permits, submit documentation that the company is registered for business with the NC Secretary of State.
General Partnership
 For new permits, submit a copy of the certificate filed with the Register of Deeds in the county of business.
Privately Owned Public Utility
 For new permits, submit a Certificate of Public Convenience and Necessity from the NC Utilities Commission, or a
letter from the NC 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.
Home Owners Association
 For new permits, submit a properly executed Operational Agreement (FORM: HOA); and proposed or approved
Articles of Incorporation, Declarations and By-laws.
Developer (where residential lots are to be sold)
 For new permits, submit a properly executed Operational Agreement (FORM: DEV)
4. Demonstration of historical consideration for permit approval:
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. 143-215.6B? 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: RWPI 06-16 Page 3 of 3
II. PROJECT INFORMATION
1. Application type: Select (See Instruction B) Fee Submitted$810.00 (See Instruction B)
2. For modifications, provide the existing permit number: WQ00 and most recent issuance date:
3. Provide a brief description of the activities proposed for permitting: Wastewater reuse for crop irrigation
4. What is the status of the following associated permits and/or certifications ? (if not applicable, please mark as N/A)
Permit/Certification Date Submitted Date Approved Permit/Certification No. Agency Reviewer
Collection System (Q ≥
200,000 GPD)

Dam Safety
Erosion & Sedimentation
Control Plan

Nationwide 12 / Section 404
Pretreatment
Sewer System
Stormwater Management Plan
Other:
 For any of the permits and certifications listed above that will directly impact the construction of the proposed reclaimed
water project, please provide documentation of permit approval or final certification. Note: This application may be
considered incomplete, or the resulting permit may be issued conditionally if a pending issuance of any of the related
permits/certifications directly impacts the proposed facility.
5. Documentation of the presence or absence of threatened or endangered aquatic species at the project site utilizing information
provided by the Department’s Natural Heritage Program is required for construction of all new WWTP projects and/or non-
conjunctive utilization sites, and for any project involving expansion of a WWTP and/or non-conjunctive utilization site in
accordance with 15A NCAC 02T .0105(c)(10). Provide the location in application package where this documentation is
located: ; or explain why this item is N/A. No public funds utilized, all
private property
6. Does this project utilize public monies or lands? Yes or No
 If yes, was an Environmental Assessment required under 15A NCAC 01C?
Yes No
Include one of the following final environmental documents with this submittal:
Finding of No Significant Impact, or Record of Decision
Describe any mitigating factors from the Environmental Assessment that impact the design and/or construction of the
reclaimed water project:
7. Is any portion of the proposed project (reclaimed water treatment units, storage units, distribution lines, or utilization areas)
located within the 100 year flood plain? Yes or No
 If yes, specify which portion(s) of the project are affected? Portions of the Upset Pond
 If yes, has the Applicant submitted written documentation of compliance with §143 Article 21 Part 6? Yes or No
Documentation should consist of a letter from the local authority (i.e., county/municipality) stating that the project
complies with any local floodplain ordinance that may apply.

Applicant's Certification (signing authority must be in compliance with 15A NCAC 0LU .0106):
GI��ZI s
�I
(signing authority name — PLEASE PRINT) (title)
attest that this application for
(facility name)
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
compliant with any active compliance schedul
In accordance with NC Ge 1 St tes 143 15
representation, or certif, do t ny app ' ation
exceed $10,000 as we as c' i enaltie up to $2
Signature:
Landing civil penalty where all appeals have been exhausted or abandoned, are
Io not have any overdue annual fees under Rule 15A NCAC 02U .0105. Note:
and 143-215.613, any person who knowingly makes any false statement,
cage shall be guilty of a Class 2 misdemeanor, which may include a fine not to
10 per violation.
Date:
FORM: RWPI06-16
Page 3 of 3

Planning & Project Management ,% Civil Engineering
Surveying / Environmental Engineering & Services
17 Arlington Street / Asheville NC 28801
www.broolcsea.com / 828-232=4100
CERVINI FARMS GREENHOUSE FACILITY
l4EGLA /MED WASTEWATER SYSTEM
CALCULAT/ONS
CERVINI FARMS
1 32 ELLIOT ST.
LEAMINGTON, ONTARIO, NBH 1 A4
CANADA
FINAL DESIGN -NOT RELEASED FOR CONSTRUCTION
ORIGINAL:
REVISED:
V�s Silo
Ir
17
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ddlll[L@4�t
AUGUST 1 6, 201 9
DECEMBER 5, 2❑ 1 9
BROOK5 ENGINEERING ASSOCIATE5 PROJECT ND.: 47451 8

TABLE OF CONTENTS

1.0 Calculations

1.1 Water and Nutrient Balance

1.2 TDH Calculations
- EQ To Recirc Tank
- Recirc to EZ Treat Pod
- Disc Filter Dosing
- Final Dose Tank to irrigation Tank
- Upset Condition Dose to Upset Pond
- Grinder Pump to WWTF

1.3 Tank Size and Float Settings

1.4 WWTF Process Calculations
- Treatment system effluent parameters
- UV System
- Backup Generator Requirements
- Sludge Storage Requirements

1.5 Buoyancy
- 8,000 gallon septic tank
- 5,000 gallon pump tank
-1500 gallon pump tank
- 6500 gallon pump tank
- EZ Treat Pod

1.0 CALCULATIONS

1.1 Water and Nutrient Balance

WATER & NUTRIENT BALANCE
WATER BALANCE
Water Requirements Units No. Units
Flow/Unit
(gal)
Add'l Irrigation
Water (gpd)
% by
Reuse
Phase 1 Irrigation system Make-up Water ft2 829818 0.245424 203,657 3.4%
Phase 2 Irrigation system Make-up Water ft3 514879 0.245424 126,364 2.1%
Make water Requirement (10L/m2)0.245424 gal/sf
NUTRIENT BALANCE
Nutrient Requirements For Irrigation System Units No. Units Acres Lbs./day
% by
Reuse
Phase 1 Total Nitrogen lb/acre 11 19.05 210 0.70%
Phase 1 Total Phosphorus lb/acre 4 19.05 84 0.56%
Phase 2 Total Nitrogen lb/acre 11 11.82 130 0.43%
Phase 2 Total Phosphorus lb/acre 4 11.82 52 0.34%
Nutrients Added to Irrigation System by
OSWW Units No. Units mg/l Lbs./day
Phase 1 & 2 Total Nitrogen gpd 7010 25 1.46
Phase 1 & 2 Total Phosphorus gpd 7010 8.00 0.47

1.2 TDH Calculations
- EQ To Recirc Tank
- Recirc to EZ Treat Pod
- Disc Filter Dosing
- Final Dose Tank to irrigation Tank
- Upset Condition Dose to Upset Pond
- Grinder Pump to WWTF

TDH = DH + hm
where:
DH = elevation head
hm = major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
hm = (4.727 L/ d4.87) (Q/C)1.85 where: Q in cfs, L in feet, d in ft.
no user input
user input req'd
Piping:sch. 40 PVC
Diameter = 2 inches (nominal) equals 2.047 inches (ID)
0.1705833 ft.
NODE:
Equiv. Length Sum
No. inputs Fittings Details Initial Elev. Final Elev. L "C" (FT) Eq. Length
1 Pipe 2067.0 2074.0 25 150 26.0
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
1 COUPLING 2 2.50
3 GATE VALVE 1.3 3.90
0 GLOBE VALVE 55 0.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
117.36
Q (gpm)DH hm (feet)TDH PSI Velocity
10 7.00 0.25 7.25 3.1 1.02
20 7.00 0.90 7.90 3.4 2.04
30 7.00 1.90 8.90 3.9 3.07
40 7.00 3.23 10.23 4.4 4.09
50 7.00 4.89 11.89 5.1 5.11
60 7.00 6.85 13.85 6.0 6.13
70 7.00 9.12 16.12 7.0 7.15
80 7.00 11.68 18.68 8.1 8.17
90 7.00 14.52 21.52 9.3 9.20
100 7.00 17.65 24.65 10.7 10.22
110 7.00 21.06 28.06 12.1 11.24
EQ Tank to Recirc Tanks
TDH CALCULATIONS
EQ to ST
INPUTS Elevation Head Loss Major Losses
TDH = DH + hm
where:
DH = elevation head
hm = major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
hm = (4.727 L/ d4.87) (Q/C)1.85 where: Q in cfs, L in feet, d in ft.
no user input
user input req'd
Piping:sch. 40 PVC
Diameter = 2 inches (nominal) equals 2.047 inches (ID)
0.1705833 ft.
NODE:
Equiv. Length Sum
No. inputs Fittings Details Initial Elev. Final Elev. L "C" (FT) Eq. Length
1 Pipe 2067.0 2080.0 30 150 32.7
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
2 COUPLING 2 3.00
2 GATE VALVE 1.3 2.60
27 Nozzles 40 1080.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
1203.30
Q (gpm)DH hm (feet)TDH PSI Velocity
10 13.00 2.54 15.54 6.7 1.02
20 13.00 9.19 22.19 9.6 2.04
30 13.00 19.47 32.47 14.1 3.07
40 13.00 33.16 46.16 20.0 4.09
50 13.00 50.13 63.13 27.3 5.11
60 13.00 70.27 83.27 36.0 6.13
70 13.00 93.49 106.49 46.1 7.15
80 13.00 119.72 132.72 57.5 8.17
90 13.00 148.90 161.90 70.1 9.20
100 13.00 180.99 193.99 84.0 10.22
110 13.00 215.93 228.93 99.1 11.24
Recirc Tank to Pod
TDH CALCULATIONS
RT to Pod
INPUTS Elevation Head Loss Major Losses
TDH = DH + hm
where:
DH = elevation head
hm = major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
hm = (4.727 L/ d4.87) (Q/C)1.85 where: Q in cfs, L in feet, d in ft.
no user input
user input req'd
Piping:sch. 40 PVC
Diameter = 1 1/2 inches (nominal) equals 1.59 inches (ID)
0.1325 ft.
NODE:
Equiv. Length Sum
No. inputs Fittings Details Initial Elev. Final Elev. L "C" (FT) Eq. Length
1 Pipe 2067.0 2079.0 20 150 23.3
6 90 DEG ELL 5 30.00
6 45 DEG ELL 3 18.00
0 90 DEG TEE 7 0.00
1 COUPLING 1.5 1.50
3 GATE VALVE 1 3.00
1 Disc Filter 100 100.00
0 ANGLE VALVE 22 0.00
1 CHECK VALVE 14 14.00
189.82
Q (gpm)DH hm (feet)TDH PSI Velocity
10 12.00 1.37 13.37 5.8 1.82
20 12.00 4.96 16.96 7.3 3.63
30 12.00 10.51 22.51 9.7 5.45
40 12.00 17.91 29.91 12.9 7.27
50 12.00 27.07 39.07 16.9 9.08
60 12.00 37.94 49.94 21.6 10.90
70 12.00 50.48 62.48 27.0 12.72
80 12.00 64.64 76.64 33.2 14.53
90 12.00 80.39 92.39 40.0 16.35
100 12.00 97.72 109.72 47.5 18.16
110 12.00 116.58 128.58 55.7 19.98
Pump Tank To Disc
TDH CALCULATIONS
PT to Disc Filter
INPUTS Elevation Head Loss Major Losses
TDH = DH + hm
where:
DH = elevation head
hm = major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
hm = (4.727 L/ d4.87) (Q/C)1.85 where: Q in cfs, L in feet, d in ft.
no user input
user input req'd
Piping:sch. 40 PVC
Diameter = 2 inches (nominal) equals 2.047 inches (ID)
0.1705833 ft.
NODE:
Equiv. Length Sum
No. inputs Fittings Details Initial Elev. Final Elev. L "C" (FT) Eq. Length
1 Pipe 2070.0 2148.0 650 150 654.7
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
33 COUPLING 2 65.00
2 GATE VALVE 1.3 2.60
27 Nozzles 40 1080.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
1887.26
Q (gpm)DH hm (feet)TDH PSI Velocity
10 78.00 3.99 81.99 35.5 1.02
20 78.00 14.41 92.41 40.0 2.04
30 78.00 30.53 108.53 47.0 3.07
40 78.00 52.01 130.01 56.3 4.09
50 78.00 78.63 156.63 67.8 5.11
60 78.00 110.22 188.22 81.5 6.13
70 78.00 146.63 224.63 97.2 7.15
80 78.00 187.77 265.77 115.1 8.17
90 78.00 233.54 311.54 134.9 9.20
100 78.00 283.86 361.86 156.7 10.22
110 78.00 338.66 416.66 180.4 11.24
Final Dose Tank to Irrigation Tank
TDH CALCULATIONS
Final Dose to Tank
INPUTS Elevation Head Loss Major Losses
TDH = DH + hm
where:
DH = elevation head
hm = major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
hm = (4.727 L/ d4.87) (Q/C)1.85 where: Q in cfs, L in feet, d in ft.
no user input
user input req'd
Piping:sch. 40 PVC
Diameter = 2 inches (nominal) equals 2.047 inches (ID)
0.1705833 ft.
NODE:
Equiv. Length Sum
No. inputs Fittings Details Initial Elev. Final Elev. L "C" (FT) Eq. Length
1 Pipe 2073.0 2079.0 52 150 52.3
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
3 COUPLING 2 5.20
3 GATE VALVE 1.3 3.90
0 GLOBE VALVE 55 0.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
146.45
Q (gpm)DH hm (feet)TDH PSI Velocity
10 6.00 0.31 6.31 2.7 1.02
20 6.00 1.12 7.12 3.1 2.04
30 6.00 2.37 8.37 3.6 3.07
40 6.00 4.04 10.04 4.3 4.09
50 6.00 6.10 12.10 5.2 5.11
60 6.00 8.55 14.55 6.3 6.13
70 6.00 11.38 17.38 7.5 7.15
80 6.00 14.57 20.57 8.9 8.17
90 6.00 18.12 24.12 10.4 9.20
100 6.00 22.03 28.03 12.1 10.22
110 6.00 26.28 32.28 14.0 11.24
Upset Tank to pond
TDH CALCULATIONS
Upset to Pond
INPUTS Elevation Head Loss Major Losses
TDH = DH + hm
where:
DH = elevation head
hm = major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
hm = (4.727 L/ d4.87) (Q/C)1.85 where: Q in cfs, L in feet, d in ft.
no user input
user input req'd
Piping:sch. 40 PVC
Diameter = 2 inches (nominal) equals 2.047 inches (ID)
0.1705833 ft.
NODE:
Equiv. Length Sum
No. inputs Fittings Details Initial Elev. Final Elev. L "C" (FT) Eq. Length
1 Pipe 2075.0 2074.0 2023 150 2023.0
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
101 COUPLING 2 202.30
1 GATE VALVE 1.3 1.30
0 GLOBE VALVE 55 0.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
2311.60
Q (gpm)DH hm (feet)TDH PSI Velocity
10 -1.00 4.89 3.89 1.7 1.02
20 -1.00 17.65 16.65 7.2 2.04
30 -1.00 37.40 36.40 15.8 3.07
40 -1.00 63.71 62.71 27.1 4.09
50 -1.00 96.31 95.31 41.3 5.11
60 -1.00 135.00 134.00 58.0 6.13
70 -1.00 179.60 178.60 77.3 7.15
80 -1.00 229.99 228.99 99.1 8.17
90 -1.00 286.05 285.05 123.4 9.20
100 -1.00 347.69 346.69 150.1 10.22
110 -1.00 414.81 413.81 179.1 11.24
Grinder Pump
TDH CALCULATIONS
Grinder to WWTF
INPUTS Elevation Head Loss Major Losses

1.3 Tank Size and Float Settings

EQ Pump Tank
6500 gallon Pump Tank Selected
Req'd. EQ Storage (gal)1752.5 gal
Total Tank Height 54 inches
Storage (gal/ft)1496.16
Storage (gal/in)124.68
Pump Off Level 18 inches
Pump Drawdown on Cycle Dose 2.3 inches
Req'd. EQ Storage (in)14.06 inches
4 Hour Emergency Storage (gal)1752.50 gal
Req'd. Emergency Storage (in)14.06 inches
**Req'd EQ Storage = 2 hours peak flow - 2 hours period of pump cycles
Actual Settings
Top
8.0 997.4 inches/gal.
Total Depth (in.) 8.0
Peak Enable Level
Total Depth (in.) 14.0 6.0 748.1 inches/gal.
Alarm Enable
Total Depth (in.) 32.0 18.0 2244.2 inches/gal.
Dose Enable Level
Total Depth (in.) 36.0 4.00 498.7 inches/gal.
Off level
Total Depth (in.) 54.0 18 2244 inches/gal.
Tank bottom level
Depth from Top Interior
Brooks Engineering Associates, PA p.1 of 1 8/16/2019
TDH = DH + hm
where:
DH = elevation head
hm = major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
hm = (4.727 L/ d4.87) (Q/C)1.85 where: Q in cfs, L in feet, d in ft.
no user input
user input req'd
Piping:sch. 40 PVC
Diameter = 2 inches (nominal) equals 2.047 inches (ID)
0.1705833 ft.
NODE:
Equiv. Length Sum
No. inputs Fittings Details Initial Elev. Final Elev. L "C" (FT) Eq. Length
1 Pipe 2070.0 2148.0 650 150 654.7
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
33 COUPLING 2 65.00
2 GATE VALVE 1.3 2.60
27 Nozzles 40 1080.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
1887.26
Q (gpm)DH hm (feet)TDH PSI Velocity
10 78.00 3.99 81.99 35.5 1.02
20 78.00 14.41 92.41 40.0 2.04
30 78.00 30.53 108.53 47.0 3.07
40 78.00 52.01 130.01 56.3 4.09
50 78.00 78.63 156.63 67.8 5.11
60 78.00 110.22 188.22 81.5 6.13
70 78.00 146.63 224.63 97.2 7.15
80 78.00 187.77 265.77 115.1 8.17
90 78.00 233.54 311.54 134.9 9.20
100 78.00 283.86 361.86 156.7 10.22
110 78.00 338.66 416.66 180.4 11.24
Final Dose Tank to Irrigation Tank
TDH CALCULATIONS
Final Dose to Tank
INPUTS Elevation Head Loss Major Losses
Disc Filter Dose Pump Tank
1500 gallon Pump Tank Selected
Design Flow 7010 gpd
Total Tank Height 60 inches
Storage (gal/ft)418.92
Storage (gal/in)34.91
Pump Off Level 18 inches
Gallons per cycle 160.0 gal.
Pump Drawdown on Cycle Dose 4.6 inches
Estimated Volume to Pressurize 350.0 gal
Pump Drawdown on 3 Cycle Dosing 43.8 inches
Req'd. Emergency Storage 4 hours of recycle doses 224.00 gal
Req'd. Emergency Storage (in)6.42 inches
Actual Settings
Top
6.0 209.5 inches/gal.
Total Depth (in.) 6.0
Peak Enable Level
Total Depth (in.) 14.0 8.0 279.3 inches/gal.
Alarm Enable
Total Depth (in.) 38.0 24.0 837.8 inches/gal.
Dose Enable Level
Total Depth (in.) 42.0 4 139.6 inches/gal.
Off level
Total Depth (in.) 60.0 18 628 inches/gal.
Tank bottom level
Depth from Top Interior
TANK SIZING CALCULATIONS
Brooks Engineering Associates, PA p.1 of 1 8/14/2019

1.4 WWTF Process Calculations
- Treatment system effluent parameters
- UV System
- Backup Generator Requirements
- Sludge Storage Requirements

Parameter Influent* Effluent Influent Effluent Influent Effluent Sources** Calculations ?BOD5 350 170.6 171 7.7 NA NA 1, 2, 4 ProvidedTSS 250 50 50 0.68 NA NA 1, 2, 4 ProvidedNH3-N 60 60 60 0.9 NA NA 3 ProvidedNO3-N 0 0 0 8.1 NA NA 3 Non-empirical, reduction % from sourceNO2-N 0 0 0 0.5 NA NA 3 Non-empirical, reduction % from sourceTKN 80 70 70 0.9 NA NA 3 Non-empirical, reduction % from sourceTN 50 50 50 9.5 NA NA 1 ProvidedTotal P 10 5 5 5 NA NA 5 Non-empirical, reduction % from sourceFecal1.00E+06 10 6 ProvidedColiphage5 7 Non-empirical, reduction % from sourceClostridium5 Non-empiricalTurbidity5 NTUNon-empirical*All units are in mg/l**Sources1 Calculations based on NSF 345 and 245 Certifications for EZ Treat System2Engineering Review: Alternative Onsite Wastewater Systems, Brooks 19963 USEPA Onsite Wastewater Treatment Systems Technology Fact Sheet 11 (EPA 625/R-00/008)4 USEPA Onsite Wastewater Treatment and Disposal Systems Design Manual (EPA 625/1-80-012)5Wastewater Engineering Treatment/Disposal/Reuse, Metcalf & Eddy6 Manufacturer assisted calculations7 USEPA Review of Coliphages as Possible Indicators of Fecal Contamination (EPA 820-R-15-098)Septic Tanks (mg/l) EZ Treat (mg/l) UV (cfu/100ml)SUMMARY OF PROPOSED TREATMENT SYSTEM CONTAMINANT REDUCTION
PROCESS DESIGN CALCULATIONSLakeside Produce WWTF Process CalculationsDesign Flow Rate7010 gpd1st 1Q Septic Tank Influent BOD5350 mg/l (35% reduction)2nd 1Q Septic Tank Influent BOD5227.5 mg/l (25% reduction)EZ Treat Recirc Tank Influent BOD5170.625 mg/l1st 1Q Septic Tank Influent TSS300 mg/l (70% reduction)2nd 1Q Septic Tank Influent TSS90.0 mg/l (50% reduction)EZ Treat Recirc Tank Influent TSS45 mg/l4L Pods (2) 4L Pods (2)1Q Septic 1Q SepticDose TankRecirc Tank Recirc Tank8000 8000 8000 8,000 16,4002 Pod 2 Pod 2 PodBOD5 Process ReductionInfluent Influent Pod Loading Effluent Effluent % BODBOD (mg/l) BOD (lb)Rate (lb/pod) BOD (lb) BOD (mg/l) ReductionFirst Recirculation170.6 10 5.0 1.5 25.6 85.0%Second Recirculation25.6 1 0.7 0.4 7.68 70.0%total 95.5%Criteria: 1) Septic Tanks will provide total BOD reduction of 51.3%2) Typical Organic Loading for Pod 200 mg/lHydraulic Loading for Pod 3200 gpdwith 112 s.f. of media28.57 gpd/sfResulting Loading Rate (lb BOD per s.f.) 0.08896Resulting Loading Rate (lb/pod) 5.33) Per NSF 350 Certification 90+% Effluent Removal at typical loading rates. Expressed above assumes 85% of the influent BOD is removed with first recirculationand 70% removed with second recirculation
PROCESS DESIGN CALCULATIONS2 Pod 2 Pod 2 PodTN Process ReductionInfluent Influent Pod Loading Effluent Effluent % TNTN (mg/l) TN (lb)Rate (lb/pod) TN (lb) TN (mg/l) ReductionFirst Recirculation50 3 2.0 0.92 15.8 68.4%Second Recirculation15.8 1 0.5 1 9.5 40.0%Resulting NH3 (10% TN)0.9Criteria: 1) Septic Tankage will convert all TKN to NH42) Typical TN Loading for Pod 50 mg/lHydraulic Loading for Pod 3200 gpdwith 112 s.f. of media28.57 gpd/sfResulting Loading Rate (lb BOD per s.f.) 0.02224Resulting Loading Rate (lb/pod) 3.63) Per NSF 245 Certification data demonstrates >50% TN removalEffluent Removal expressed above assumes 50% of the influent TN is removed withfirst recirculation and 40% based on the second recirculation4) >80% of TN will be nitrates, with less than 10% NH32 Pod 2 Pod 2 PodTSS Process ReductionInfluent Influent Pod Loading Effluent Effluent % TSSTSS (mg/l) TSS (lb)Rate (lb/pod) TSS (lb) TSS (mg/l) ReductionFirst Recirculation45 3 1.3 1 13.5 70.0%Second Recirculation13.5 1 0.4 0 6.8 50.0%Disc Filtration6.8 0.40.68Criteria: 1) Septic Tankage removal rates above2) Typical TSS Loading for Pod 70 mg/lHydraulic Loading for Pod 3200 gpdwith 112 s.f. of media28.57 gpd/sfResulting Loading Rate (lb TSS per s.f.) 0.031136Resulting Loading Rate (lb/pod) 5.03) Effluent Removal expressed above assumes 70% of the influent TSS is removed withfirst recirculation and 50% based on the second recirculationbased on manufacturer's and NSF data4) Disc filtration provides >90% removal
Round HousingLamp Model:GPH620T5L/4Length of Lamp =30inchesDiameter of Lamp =3/4inchesNominal Intensity =3,700 mW-sec/cm² (at < 3" from lamp centerline)Arc Length = 27 7/8 inches (length of lamp less 2 1/8")Effective Intensity = 2,294 mW-sec/cm² (62% of nominal intensity for wastewater)Design Dosage =24,000 mW/cm² (gives >log-5 reduction for E. coli, log-3 reduction for Rotavirus, Polio)(treats 1,000,000 MPN/100 mL Total Coliform to 10 MPN/100 mL)Chamber Diameter =4inchesChamber Volume = 1.516 gallonsLamp Volume = 0.053 gallonsNet Fluid Volume = 1.463 gallonsReq'd Retention Time = 10.5 secondsNumber of Lamps 8Max Flow Rate =8.4 gpm / chamberMax Flow Rate for all lamps = 67.14 gpm for 100 MPN/mL effluentMax Flow Rate from system = 30.00 gpmRetention Time at Max Flow = 23.42seconds for 14 MPU/100 mL effluentUV Intensity Calculations
GENERATOR REQUIREMENTS
BACKUP GENERATOR SIZING
Equipment No. Of Units HP kW
Dose Tank 2 1.5 2.238
EQ Pump 2 0.5 0.746
EZ Treat 5 pumps 5 1.0 3.73
Alkalinity pump 1 0.5 0.373
Disc Filter Pump 2 1.0 1.492
Outlets (2)120V, 60 A 14.4
22.979
safety factor 1.25 28.7
746 Watts = 1 HP
Watts = amps x Voltage
Brooks Engineering Associates, PA 1 of 1 12/4/2019
SLUDGE ACCUMULATION
Post Process Sludge Vol. 30 days Storage
Influent TSS Flow Rate (gpd) lbs TSS Removal (lb/day)** Produced (gpd)* Rqmt (gal)
Septic Tanks 250 7010 14.6159 2.92317 14.02 420.6
Recirc Tank 50 7010 2.92317 0.584634 2.804 84.12
Notes:
*at 2.5% solids by volume with Septic Sludge
**assumes 80% removal in septic tanks and .2 lb/lb produced/sloughed in Recirc Tank
(which is a gross overestimation)

1.5 Buoyancy
- 8,000 gallon septic tank
- 5,000 gallon pump tank
-1500 gallon pump tank
- 6500 gallon pump tank
- EZ Treat Pod

BOUYANCY CALCULATIONS
For Tank:6500 gal EQ Tank
Soil Depth = 4 ft
TANK
Tank Width 11.33 ft
Tank Height 5.83 ft
Tank Length 21.33 ft
Volume of Tank 1410.37 Cubic Feet
Tank Weight (dry)55,806 lbs
Up Force from Displaced Water: (assumes water to tank top) 87,866.1 Lbs
Minimum Tank Water Volume 0 gal
Weight of Water Permanently in Tank 0.0 lbs
Volume of Soil above tank 967.11 Cubic Feet
Soil Density 90 lb/c.f.
Soil Weight 87040 lb
Down Force From Tank, Water and Soil: 142,846.0 Lbs
Factor of Safety:1.625724 -Factory of Safety OK
Predicted Height of Water at Tank for Bouyancy 9.48 ft
BOUYANCY CALCULATIONS
For Tank:8000 gal Septic Tank
Soil Depth = 4 ft
TANK
Tank Width 11.00 ft
Tank Height 7.50 ft
Tank Length 23.00 ft
Volume of Tank 1897.50 Cubic Feet
Tank Weight (dry)69,260 lbs
Up Force from Displaced Water: (assumes water to tank top) 118,214.3 Lbs
Minimum Tank Water Volume 0 gal
Weight of Water Permanently in Tank 0.0 lbs
Volume of Soil above tank 1012.00 Cubic Feet
Soil Density 90 lb/c.f.
Soil Weight 91080 lb
Down Force From Tank, Water and Soil: 160,340.0 Lbs
Factor of Safety:1.356351 -Factory of Safety OK
Predicted Height of Water at Tank for Bouyancy 10.17 ft
BOUYANCY CALCULATIONS
For Tank:5000 gal Tank
Soil Depth = 4 ft
TANK
Tank Width 6.50 ft
Tank Height 10.33 ft
Tank Length 13.92 ft
Volume of Tank 934.93 Cubic Feet
Tank Weight (dry)51,338 lbs
Up Force from Displaced Water: (assumes water to tank top) 58,246.1 Lbs
Minimum Tank Water Volume 0 gal
Weight of Water Permanently in Tank 0.0 lbs
Volume of Soil above tank 361.92 Cubic Feet
Soil Density 90 lb/c.f.
Soil Weight 32573 lb
Down Force From Tank, Water and Soil: 83,910.8 Lbs
Factor of Safety:1.440624 -Factory of Safety OK
Predicted Height of Water at Tank for Bouyancy 14.89 ft
BOUYANCY CALCULATIONS
For Tank:1500 gal Pump Tank
Soil Depth = 4 ft
TANK
Tank Width 6.33 ft
Tank Height 6.00 ft
Tank Length 11.50 ft
Volume of Tank 436.77 Cubic Feet
Tank Weight (dry)25,502 lbs
Up Force from Displaced Water: (assumes water to tank top) 27,210.8 Lbs
Minimum Tank Water Volume 0 gal
Weight of Water Permanently in Tank 0.0 lbs
Volume of Soil above tank 291.18 Cubic Feet
Soil Density 90 lb/c.f.
Soil Weight 26206 lb
Down Force From Tank, Water and Soil: 51,708.2 Lbs
Factor of Safety:1.900284 -Factory of Safety OK
Predicted Height of Water at Tank for Bouyancy 11.40 ft
BRGOKS
E NOINEERING ASSOCIATES
Planning & Project Management ; Civil Engineering
Surveying / Environmental Engineering & Services
17 Arlington Street / Asheville NC 28801
mabroolcsea.com / 828-2324700
LAKESIDE PRODUCE GREENHOUSE FACILITY
HENDERSON COUNTY NORTH CAROLINA
/?ECLA /MEN WASTEWATER SYSTEM
SPEC/F/CAT/DNS
PREPARED FOR:
LAKESIDE PR❑DUCE
1 3 2 ELLIOT 5T.
LEAMINGT❑N, ONTARIO, NBH 1 A4
FINAL DESIGN -NOT RELEASED FOR CONSTRUCTION
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NL
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ORIGINAL: AUGUST 1 6, 201 9
REVISED: DECEMBER 5, 201 9
BROOKS ENGINEERING ASSOCIATES PROJECT N❑.: 47451 B

ii

TABLE OF CONTENTS

1.0 System Summary & Project Information..................................................................... 1
1.1 Summary & Design Parameters ......................................................................... 1
1.2 Contacts ............................................................................................................ 4
1.3 Scope & Qualifiers ............................................................................................. 4

2.0 Piping & Collection System ......................................................................................... 6
2.1 Location of Sanitary Sewage Systems ................................................................ 6
2.2 Sizing & Material ................................................................................................. 6
2.3 Burial .................................................................................................................................. 7
2.4 Steep Slope Installation .................................................................................................. 7
2.5 Trenching & Installation .................................................................................................. 8
2.6 Testing .................................................................................................................. 9
2.7 Grease Traps .......................................................................................................11
2.8 Grinder Pumps ...................................................................................................12
2.9 Valving ................................................................................................................12

3.0 Treatment System .......................................................................................................... 13
3.1 Treatment System Overview ..............................................................................13
3.2 Equalization System ..........................................................................................14
3.3 Aerobic Treatment System ................................................................................15
3.4 Backup Generator ..............................................................................................20
3.5 5-day Upset Storage ..........................................................................................20
3.6 Final Dosing Tank ...............................................................................................21
3.7 Final Storage Tank .............................................................................................21
3.8 Security ...............................................................................................................21

4.0 Site Preparation .................................................................................................22
4.1 Clearing & Grubbing ..........................................................................................23
4.2 Seeding & Mulching ...........................................................................................23
4.3 Erosion Control ..................................................................................................22

5.0 Inspection And Monitoring Proceedings .........................................................24
5.1 Pre-Construction Meeting ..................................................................................24
5.2 Intermediate Inspection of the System ...............................................................24
5.3 Final Inspection & Start-Up ................................................................................24
5.4 Operation & Maintenance ...................................................................................25
5.5 Residuals Management Plan ..............................................................................25
5.6 Education Program ..............................................................................................25

6.0 Product Information Sheet
6.1 Flow Diagram for Hydroponic Irrigation System
6.2 Submittal Sheets for Precast Tanks & Effluent Filters
6.3 Submittal Sheets for EZ Treat & UV System
6.4 Submittal Sheets for Pumps

iii

1.0 SYSTEM SUMMARY & PROJECT INFORMATION

1.1 Summary & Design Parameters

These specifications and accompanying engineering plans are for a reclaimed wastewater
treatment system to serve the Lakeside Produce greenhouse facility located in Henderson
County North Carolina. The facility is to be built in two phases with Phase 1 consisting of 18.98
acres of greenhouse and Phase 2 consisting of 11.87 acres of greenhouse. As part of the
facility two work camp bunk houses are to be built each housing 48 seasonal workers. These
Specifications and Engineering Plans are for both Phases of construction.

The treated wastewater is to be utilized in the hydroponic irrigation system in the greenhouses.
The hydroponic system utilizes a flowing tray system to grow tomatoes. No irrigation water is
sprayed on the fruit. Irrigation water continuously flows in a tray system through the soil media
and root system for the plants. Only the plant roots come in to contact with the irrigation water.
The irrigation water is a closed loop whereby flowing water that has been through the
hydroponic tray system is collected, filtered, disinfected, and replenished with the growth
formula (nutrients, etc). Refer to Section 6.1 for a flow diagram of the hydroponic system. The
greenhouses need on average 10 liters/m2/day (0.24542 gal/sf/day) of greenhouse for “make-up
water” (water taken up by plants or last through evapotranspiration) daily. The make-up water is
to be supplied by a combination of well water, the public water system supplied by the City of
Hendersonville, and reclaimed wastewater. The water requirements for each phase are
identified below.

Water Requirements Units
No.
Units
Flow/Unit
(gal)
Add'l
Irrigation
Water (gpd)
% by
Reuse
Phase 1 Irrigation system Make-up Water ft2 829818 0.24542 203,657 3.4%
Phase 2 Irrigation system Make-up Water ft3 514879 0.24542 126,364 2.1%

The proposed Design Flow is 7,010 based on the flow rates as depicted below from NCAC 02T
.0114.

4
PHASE 1
USE Units
No.
Units
Flow/
Unit
Design Flow
(gpd)
Work Camps with toilets beds 96 60 5760
Non-camp Greenhouse Workers - Daily per 50 25 1250
Total 7010

The design effluent parameters are based upon NCAC O2U Type 2 standards as follows.

EFFLUENT – Type 2 Average
Daily
Max.
BOD5 (mg/l) 5 10
TSS (mg/l) 5 10
NH3 (mg/l) 1 2
Fecal Coliform (col/100 mL) 3 25
Coliphage (col/100 mL) 5 25
Clostridium (col/100 mL) 5 25
Turbidity (NTU) 5 5

The wastewater treatment facility (WWTF) consists of anoxic septic tank treatment, an EZ
Treat™ recirculating fixed media aerobic treatment system, disc filtration, and UV disinfection.
The treatment system design provides for duplicity of all major components to allow for
operation during maintenance of major components.

1.2 Contacts

Engineer – Mark Brooks, PE, Brooks Engineering Associates [phone]
Owner Contact – Sajeesh Nambiar, Lakeside Produce [phone]
EZ Treat – Mike Stidham [phone]

1.3 Scope & Qualifiers

This specifications manual is intended only for the use of permitting and construction of the
intended wastewater treatment facility. Any changes to these plans and specifications shall be
approved by the Project Engineer. Any changes in layout of equipment not approved shall
release the Engineer of any potential liability associated with the system.

The maintenance and operation of the system are to be in accordance with the Operation &
Maintenance Plan provided as a separate document. Monitoring requirements and discharge
5
limitations are detailed in the NCDEQ Non-discharge Permit. Operational Agreement shall be in
accordance with 15A NCAC 02T .0115.

Notify Engineer in sufficient time to permit inspection of underground work before backfilling is
initiated. A final inspection shall be required with the Owner, Engineer, NCDEQ representative,
and Contractor. Only the set of engineering plans with revision labeled “RELEASED FOR
CONSTRUCTION” shall be utilized for construction.

All specifications are subject to North Carolina Laws and Rules for Waste Not Discharged to
Surface Waters 15A NCAC O2U – Reclaimed Water regulations and North Carolina State
Plumbing Code and North Carolina State Electrical Code, where applicable.

Specific component manufacturers are specified on the engineering plans and herein. The
specific component manufacturers are identified only to set a standard for performance and
quality. “Or Equal” substitutions are allowed but only as approved as such by the project
engineer. In the event that the Owner or Contractor or another supplier proposes an alternate
component to the specified manufacturer or component type, certain procedures must be
followed. If proposing an alternate, the Contractor (supplier) must submit, no less than 15
business days in advance of the bid date (if during the bid review period) or 15 days prior to the
need for installation. If needed, the contractor must provided a system hydraulic analysis based
on the proposed component (including pipe sizes, flows, velocities, retention times, etc.), a list
of exceptions to the governing specifications herein and/or demonstration of compliance to of
these specifications. This information must be submitted to the Engineer for pre-approval of the
alternate equipment being proposed and determination of compliance with these Contract
Documents. If the equipment differs materially or differs from the dimensions given on the
Drawings, the Contractor (supplier) shall submit complete drawings showing elevations,
dimensions, or any necessary changes to the Contract Documents for the proposed equipment
and its installation. Pre-approval, if granted, will be provided in writing by the Engineer to the
Contractor (supplier) at least five business days in advance of the bid or installation date. If the
Engineer’s approval is obtained for Alternate Equipment, the Contractor (supplier) must make
any needed changes in the structures, system design, piping or electrical systems necessary to
accommodate the proposed equipment at the expense of the Contractor (supplier).

6

2.0 PIPING & COLLECTION

The collections system consists of the tankage and pump systems located at the bunkhouses
and forcemain to convey the raw wastewater to the treatment facility. Plumbing for the packing
house and offices is to be conveyed to the initial WWTF manhole under a gravity flow system
but the service line location is unknown at this juncture.

2.1 Location Of Sanitary Sewage Systems
The setbacks for wastewater treatment and storage facility are per 15A NCAC 02U .0700 and
summarized below:

TREATMENT & STORAGE SETBACKS (feet)
Any private or public water supply source 100
Surface Waters 50
Wells, with the exception of monitoring wells 100
Property Line 0

These setbacks are depicted on the Engineering Plans and shall be maintained in construction.

2.2 Sizing & Material
Gravity flow pipe and fittings shall be SDR 35 Schedule 40 PVC with solvent-cemented or
gasketed joints (ASTM D3034) for all gravity lines. Gravity lines shall maintain a minimum slope
of 1/8-inch fall per lineal foot. No public gravity sewer main conveying wastewater shall be less
than 8 inches in diameter. No private gravity sewer main conveying wastewater shall be less
than 6 inches in diameter. Individual residential gravity sewer main lines shall not be less than 4
inches in diameter. Building sewers shall be in accordance with the state plumbing code and
approved by the local building inspector.

Pressure sewer lines shall be Schedule 40 SDR 21 PVC with gasketed joints (ASTM D-2241) of
a size as specified on the Engineering Plans. Line sizes will vary depending upon flow and shall
be sized to insure a fluid velocity of greater than 2 feet per second but no greater than 8 feet per
second unless provisions are made for securing pipes (anchors and thrust blocks). Line
materials shall be based upon calculated line pressures not exceeding the specified working
pressure for a specified pipe material.

7
Piping from the final dose tank to the Return irrigation water tank (reclaimed water distribution
piping and valves) shall be colored purple (Pantone 522 or equivalent) and embossed, or
integrally stamped “CAUTION: RECLAIMED WATER – DO NOT DRINK”. The warning shall be
on offsite sides of the pipe and repeated every three feet or less. Identification shall be at least
three inches wide with white or black lettering.

2.3 Burial
Bedding and installation shall be consistent with ASTM Standard F 667. These specifications do
not cover interior or initial building connections. The following are general location and
separation guidelines:
 Typically a 3-foot minimum cover shall be maintained on all sewer lines.
 Sewer transfer lines from top-feed manifolds down to drip lateral lines may be buried
less than 3 feet as all lines shall be installed to drain to the drip irrigation laterals and
will de-pressurize between doses.
 Sewer lines may cross a water line if 18 inches clear separation is maintained, with
the sewer line passing under the water line. The sewer line shall be constructed of
ductile iron pipe and the water line shall be constructed of ferrous material equivalent
to water main standards for at least 10 feet on either side of each crossing.
 Sewer lines may cross a storm drain if at least 12 inches of clear separation is
maintained or the sewer pipe is of ductile iron or encased in ductile iron pipe for at
least 5 feet on either side of the crossing.
 Sewer lines may cross a stream if at least three feet of stable cover can be
maintained with a horizontal boring or the sewer line is of ductile iron pipe or
encased in ductile iron pipe for at least 10 feet on either side of the crossing and
protect against the normal range of high and low water. Please refer stream impact
permitting regulations and requirements before initiating any stream crossing.
 A minimum separation of 100 ft from any well is required unless the sewer line is
constructed of pipe materials meeting water main standards. The minimum
separation shall not be less than 25 ft from a private well or 50 ft from a public well.

2.4 Steep Slope Installation
Sewers on 20 percent slopes or greater shall be anchored securely with concrete, or equal, with
the anchors spaced as follows:
a. Not greater than 50 feet center to center on grades 21% to 35%;
b. Not greater than 35 feet center to center on grades 35% to 50 %; and
8
c. Not greater than 25 feet center to center on grades 50% and over.

Mechanical joint restraints (Megalug™ or equivalent) may be substituted for slope anchors.
Mechanical joint restraints must be used on all pipe joints in steep slope conditions if
substituted.

2.5 Trenching
Trench excavation shall conform to the line, depth and dimensions shown on the engineer plan
details. The trench shall be properly braced and shored so that workmen may work safely and
efficiently. If unstable conditions are encountered, the Engineer shall be notified in order that
proper bedding materials may be selected. Trench excavation or excavation for pipelines shall
consist of excavation necessary for the construction of sewers, conduits and other pipelines and
all appurtenant facilities thereof, pipe embedment materials, and pipe protection, insulating and
sleeving in ductile iron pipe, as called for on the plans. It shall include site preparation,
backfilling and tamping of pipe trenches and around tanks and the disposal of waste materials,
all of which shall conform to the applicable provisions of these specifications. When muck,
quicksand, soft clay, swampy or other material unsuitable for foundations or subgrade are
encountered which extend beyond the limits of the excavation, such material shall be removed
and replaced with pipe foundation material as specified in the engineering drawings. Surface
drainage shall not be allowed to enter excavated areas.

Rock encountered in trench excavation shall be removed for the overall width of trench which
shall be as shown on the plans. It shall be removed to a minimum depth of three (3) inches
below the bottom of the pipe. Clean compacted backfill shall replace the excavated rock.

The pipe material listed above shall be installed in accordance with the manufacturer's
recommendations and the requirements of these specifications. All sewer lines shall be laid to
the line and grade shown on the plans. No deviations from line and grade shall be made, unless
they have been approved by the Engineer. The pipe interior shall be kept clean before and after
laying by means approved by the Engineer. Pipe ends shall be plugged at the end of each work
day or when work is temporarily stopped. The plugs shall be watertight so that water and debris
will not enter the pipe.

All backfilling shall be done in such manner as will not disturb or injure the pipe or structure over
or against which it is being placed. Any pipe or structure injured, damaged or moved from its
9
proper line or grade during backfilling operations shall be opened up and repaired and then re-
backfilled as herein specified. Typically backfilling shall be conducted in lifts of no greater than
3 inches and compacted to a minimum 95% Standard Proctor. The Contractor shall be
responsible for insuring adequate testing is performed and demonstrate compliance with these
specifications. Typically testing shall be performed approximately every 500 feet of piping. Any
sections of piping demonstrating excessive trench settlement shall be excavated and re-
compacted and backfilled. Excessive settlement is indicated by the grade above the piping
trench being lower than the undisturbed adjacent natural grade.

The Contractor shall replace all surface materials and shall restore paving, curbing, sidewalks,
gutters, shrubbery, fences, sod, and other surfaces disturbed, to a condition equal to that before
the work began, furnishing all labor and materials incidental thereto as provided elsewhere in
these specifications.

2.6 Testing
All gravity sewer lines shall be tested by Low Pressure Air Exfiltration Testing with the following
steps.

1. All branch fittings and ends of lateral stubs shall be securely plugged at each
manhole. All stoppers shall be adequately braced when required.

2. Air shall be slowly supplied into the plugged pipe line until the internal air pressure
reaches 4.0 pounds per square inch or 4.0 pounds per square inch greater than the
average back pressure of any ground water that may submerge the pipe. At least
two minutes shall be allowed for temperature stabilization before proceeding further.

3. Calculate the pressure drop as the number of minutes for the air pressure within the
pipeline to drop from a stabilized pressure of 3.5 to 2.5 psig.

4. The time allowed for mixed pipe sizes of varying lengths should be calculated as
described in ASTM C828-76T.

5. The following times are for one pipe size only:

Pipe Size (inches) Time, T
(sec/100 ft)
Allowable Air Loss, Q
(ft3/min)
6 42 2.0
8 72 2.0
10 90 2.5
12 108 3.0
15 126 4.0
18 144 5.0
21 180 5.5
24 216 6.0
10
27 252 6.5
30 288 7.0

6. The pipe line shall be considered acceptable if the time interval for the 1.0 psi
pressure drop is not less than the holding time listed in the following table.

7. If the test fails, the Contractor will be required to locate the cause of the failure, make
necessary repairs, and repeat all testing of the line until the test is passed.

For pressure sewer lines the following Hydrostatic Testing Procedure shall be utilized.

1. As a minimum, all sewer force mains shall be tested in accordance with the
Hydrostatic Testing Requirements of AWWA C600.
2. After pipe has been laid and backfilled, all newly laid pipe or any valve section
thereof shall be subject to a hydrostatic pressure of not less than 150 psi or 1-1/2
times the working pressure, whichever is greater. The duration of the pressure test
shall be two hours. Each valve section of the pipe shall be slowly filled with water.
All air shall be expelled from the pipe while the pipe is being filled and before the
application of the specified test pressure. Taps may be required at points of highest
elevation. These taps are to be tightly plugged after completion of the test.
3. The test pressure shall be applied by means of a pump connected to the pipe in a
manner satisfactory to the Project Engineer. The pump, pump connections, gauges,
and all necessary apparatus and labor shall be furnished by the Contractor. The
Contractor shall calibrate the gauges in the presence of the Design Engineer.
4. A test shall be made only after a part or all of the backfilling has been completed and
at least 36 hours after the last concrete thrust block has been cast with high-early
strength cement or at least seven (7) days after the last thrust block has been cast
using standard cement.
5. Any cracked or defective pipes, fittings, or valves discovered during hydrostatic
pressure tests shall be removed and replaced with sound material and the test
repeated until satisfactory to the Design Engineer. No payment shall be made for
the removal and replacement of defective pipes and appurtenances.
6. Leakage shall be defined as the quantity of water that must be supplied into the
newly laid pipe, or any valved section thereof, to maintain pressure within 5 psi of the
specified test pressure. Leakage shall not be measured by a drop in pressure in a
test section over a period of time.
7. Allowable leakage shall not exceed the following U.S. gallons per hour reported in
Table 1:
Table 1. Allowable leakage per 1000 ft of pipeline (gph)
11
Avg. Test Pressure (psi) NOMINAL PIPE DIAMETER (INCHES)
3 4 6 8 10 12
250 0.36 0.47 0.71 0.95 1.19 1.42
225 0.34 0.45 0.68 0.90 1.13 1.35
200 0.32 0.43 0.64 0.85 1.06 1.28
175 0.30 0.40 0.59 0.80 0.99 1.19
150 0.28 0.37 0.55 0.74 0.92 1.10
125 0.25 0.34 0.50 0.67 0.84 1.01
100 0.23 0.30 0.45 0.60 0.75 0.90

If the pipeline under test contains sections of various diameters, the allowable leakage will be
the sum of the computed leakage for each size.

Alternatively, no pipe installation will be accepted if the leakage is greater than that determined
by the following formula:

In inch-pound units,
200,133
PSDL
Where:
L = allowable leakage, in gallons per hour
S = length of pipe tested, in feet
D = nominal diameter of the pipe, in inches
P = average test pressure during the leakage test, in pounds per square inch
(gauge)

The Contractor shall notify the Project Engineer when the work is ready for testing, and all
testing shall be done in the presence of a representative of Brooks Engineering. All labor,
equipment, water, and materials, including meters and gauges, shall be furnished by the
Contractor at his own expense.

Low pressure pneumatic testing of pressure sewer lines in incremental stages of construction is
recommended to insure leaks are not occurring. Final testing shall be in accordance with the
hydrostatic testing described above.

2.7 Grease Traps
Grease traps are to be installed at each bunkhouse and connected to the waste plumbing line
for the kitchen only. No sanitary sewage is to to be tied to the grease traps. Both grease traps
are to be 1500 gallon precast tanks meeting specifications outlined in Section 3.1. A sanitary
tee is to be installed as shown in the engineering plans.

12
2.8 Grinder Pumps
Pre-assembled grinder pump systems are to be utilized to pump the grease trap effluent and
sanitary waste to the WWTF. Duplex systems are specified. System are required to have
minimum 1.5 HP motors providing a minimum of 34 gpm at 48 feet TDH. Refer to Section 6.4
for specified systems.

2.9 Valving
Valving shall be consistent with material types and sizes of piping as shown on the Engineering
Plans. All high points in pressure distribution lines should have air release valves and low
points (“bellies”) should have pressure cleanouts. Sufficient isolation should be incorporated to
allow for line maintenance without having to shut down the entire distribution system.

Air release valves must be mechanical lever air/vacuum relief valves (not flapper type). Specific
ARV sizes and types are indicated in the Engineering Plans.

All valves in traffic areas shall be placed in traffic-rated vaults with steel lids. Non-traffic rate
valve vaults may be utilized in irrigation and non-traffic areas.

13
3.0 TREATMENT SYSTEM

The wastewater treatment system consists of septic tanks for initial anoxic treatment and solids
removal, equalization, EZ Treat recirculating fixed media treatment systems, disc filtration, and
UV disinfection.

3.1 Solids Settling and Anoxic Treatment
Design
The influent raw wastewater is pumped to a series of septic tanks for the initial solids removal
and anoxic treatment. A total of 16,000 gallons of tankage is provided with two 8,000 gallon
septic tanks in series, each with an effluent filter. The first filter will remove solids up to 1/16
inch and the second will remove solids up to 1/32 inch.

Tankage
All septic tanks are precast concrete. All tanks shall conform to criteria in 15A NCAC 18A
.1952-.1954. All tanks should be installed on a 8-inch minimum layer of No. 57 washed stone
aggregate to protect against any differential settlement. Place bell ends of pre-cast sections or
the groove end of the concrete facing down. In preparation for making joints, all surfaces of the
portion of the section to be jointed and the factory-made jointing materials shall be clean and
dry. Each joint, seam, and pipe penetration inside and outside of joints shall receive liberal
applications of non-shrink grout as well as liberal amounts of bitumastic waterproof sealant.
Lifting holes and other penetrations of the pre-cast structure wall shall be sealed with non-
shrinking grout. Grout connections as necessary to make smooth and uniform surfaces on the
inside of the structure. Before placing any tank into operation, remove any dropped grout, sand
or other imperfections and obstructions from the interior of the structure. Specifically, the inside
walls of the tank shall be smooth and uniform. Smooth-finish inverts so that wastewater flow is
confined and directed through the inlet and outlet pipes with easy transition. Tanks shall be
backfilled in accordance with the applicable specifications herein before described. All pipe
penetrations shall be through Press-Seal Cast-A-Seal 402 or approved equal. All joints (mid-
seam, top-seam) shall be sealed using Concrete Sealants butyl sealant #CS-102 meeting
ASTM C-990. Contractor and supplier shall note the bottom connection locations and cast-in-
place rubber boot requirement on all bottom tank interconnections. All service access openings
will be a minimum of 24 inches unless otherwise noted in the Engineering Plans.

14
A 24-hour static water test, in accordance with ASTM standards, shall be performed on all
precast tanks in order to insure they are water tight.
a. The testing shall be performed in the presence of the local health department.
b. Each tank shall be filled with water and the initial water level shall be measured.
c. At the end of the 24-hour period, the level of the water shall be measured again.
d. The LHD shall pass the tank if the water level did not drop more than 0.5 inches
or if the total volume of the displaced water is less than 1 percent of the total
effective liquid capacity of the tank.
e. Tanks may also be leak-tested by applying a vacuum of 5-inches of Hg with riser
assemblies in place.
f. Each failed tank shall be tested again. In the event that the tank does not pass
the second test, the Contractor shall remove and replace the tank at no
additional cost to the owner.

3.2 Equalization System
Design
The equalization system is designed to store peak flow periods (two hours) and equalize the
flow dose to the tertiary treatment system over an approximate 12 hour time frame.

Tankage
A 6,500 gallon precast concrete equalization tank is specified. A Refer to tankage specifications
in Section 3.1. Tank sizing based on providing the required float switch placement with
dedicated floats providing functions as described below.
RED. OFF: Placed to allow for minimum pump submergence
TIMER ON: Placed to provide a minimum of 25% of the DDF for EQ storage.
LAG ON: Placed for sufficient separation from TIMER ON float. Starts both pumps
simultaneously.
ALARM: Placed for sufficient separation from LAG ON float and to allow for
required emergency storage. Auto-dialer used so required storage is 4
hours of Daily Design Flow.

Pumps
The EQ Tank utilizes a duplex submersible pump system will dose the tertiary treatment. The
pumps are duplex submersible centrifugal effluent pumps, Zoeller Mighty-Mate 1/3 HP single
15
phase 230 volt model (refer to the Calculations & Submittals for pump specification sheets) or
equal. The flow rate from the EQ pump is calculated to be 30 gpm. If the flow rate is measured
to exceed 30 gpm, the pump should be throttled with the valving.

Control Panel
The duplex panel must alternate pumps each cycle. The timer settings are the same for each
pump. The flow rate must be adjusted to the specified 30 gpm by throttling the gate valve on
the pump discharge system. The timer settings are based on delivering the 7,010 gallon DDF to
the pretreatment system over 24 cycles in a 24 hour period and a total of 12 hours/day.

The duplex control system shall meet the requirements set forth in NCAC .1952(D). The panel
shall be NEMA 4X stainless steel watertight enclosure and shall be a 4 float time dosing system
with run/rest times as specified on the Engineering Plans. The controller shall alternately
actuate the duplex pumps and both pumps shall activate with a high level (LAG) condition.
Audible visible alarm required.

The panel shall be equipped to send a signal on an alarm condition to a centralized cellular
auto-dialer (RTU) located in the irrigation pump building that will call the operator in a high level
condition. The auto-dialer must be proven to work with the local cellular service and shall be
made for interior control panel mounting applications and shall be equipped with a backup
battery. The unit shall be capable of data logging for pump events Refer to Section 6.6 for the
recommended auto-dialer submittal sheets.

Float Switches

Floats are to be set at the levels specified in the engineering plans prior to the final inspection.
Sealed mercury control floats or similar devices designed for detecting liquid levels in pump tank
effluent shall be provided to control pump cycles. A separate level sensing device is provided to
activate the high-water alarm. Float switch placement is to be set accurately consistent with the
levels depicted in the engineering drawings.

3.3 Aerobic Treatment System
Design
The proposed aerobic pretreatment system is a series of EZ Treat 4L Big EZ system model
recirculating fixed media filters. The model 1200 system is NSF/ANSI Certified for Standards 40
(30/30 standard), 245 (50% nitrogen reduction) and 350 (reuse level treatment). The 4L model
16
was reviewed by NSF and certified for “proportionality scale-up” of the 1200 model for the 4L
model as NSF does not certify units over 1,000 gpd. Note: NSF certifications are provided in
Section 6.3.

The 4L units are designed to treat for 3200 gpd of domestic strength influent for NSF 245/350
effluent quality. The sizing of components is based on the calculated organic loading and
conservatively estimated removal rates. Refer to the calculations process design calculations
design parameters supporting the sizing of pod/filter requirements.

EZ Treat System
The system consists of four (4) EZ Treat model 4L media pods for the entire project. The EZ
Treat fixed media system is based on the principals of a recirculating sand filter but with media
that allows for more surface area. The media also protects against compaction and loss of
surface area as the media is buoyant. The system is designed with 1 and 1/3 of 2 pods
recirculating back to the recirculation tank and 2/3 pod with forward flow through the bypass
valve (allows for 100% recirculation during no flow conditions) from recirculation tanks. Process
calculations are provided in the Calculations & Submittals submittal.

The E-Z Treat treatment system consists of a pump/recirculation tank (sized by E-Z Set
Company standards) and four (4) E-Z Treat Model 4L media pod(s). The effluent entering the
Recirculation Chamber is dosed to the media pod by the duplex recirculation pumps. Each
duplex pump system is connected to a pod that are dosed alternately. The pump doses at a
rate of 40.5 gpm (27 nozzles at 1.5 gpm/nozzle) for 4 minutes and rests for 25 minutes. This
cycle is continuous for each pump. The forward flow consists of 18 nozzles (27 gpm) every
other pod dose cycle. During low flow periods when no flow is entering the recirculation tank,
the bypass valve opens and the recirculation is 100%.

EZ Treat Model 4L Media Pod
The recirculating tank influent and recirculated effluent is sprayed over the media mattress using
a spray manifold with 27 evenly spaced wide-angle spray nozzles. The nozzles are
manufactured of brass with a free passage of 0.0625 diameter. The run rest times are variable
based on the system performance. The resulting spray will deliver approximately 41 gpm
through each media pod for a total dose of 164 gallons. The Recirculation Pump doses at a
schedule of 4 minutes on, 25 minutes off with a 5:1 recirculation ratio. Each pod is dosed
individually with the same dose/rest schedule.
17

The media mattress measures 112 feet square by 2 feet thick. The mattress is fabricated from a
non-biodegradable, chemically resistant, loose-weave polypropylene material. The openings in
the weave allows for effluent and air flow while containing the media. The media inside the
mattress is a uniform styrene material. The lightweight, non-biodegradable material spheres
have a specific gravity of approximately 0.02. The biological contact surface area of the media-
filled mattress is 65,000+ square feet. The specific gravity of this material is (1) light enough to
prevent compaction which results in a loss of effective surface area, and (2) provides a
reduction in channeling across the media (short-circuiting). Effluent passes through the media
and enters the channeled bottom of the pod. The effluent gravity feeds back to the Recirculation
Tank through a 4-inch pipe and in to a bypass/splitter valve. The splitter valve direct the pod
leachate back to the recirculation tank in a low water condition and to the final dose tank in a
high water condition. The daily recirculation ratio is based on the run/rest settings for the
recirculation pumps and can be adjusted as needed. The E-Z Treat units shall be installed in
accordance with the manufacturer’s recommendations and as shown on the contract drawings.

Tankage
Refer to tankage specifications in Section 3.1. Tank sizing based on the manufacturer’s
recommendation at least 1x daily flow rate in total for recirculation.

Recirculation Pumps
The E-Z Treat recirculation pumps shall be Stay-Rite™ brand submersible vertical turbine STEP
50 Series Pumps (1.0 HP, 3 stage) for operation at 41 gallons per minute with the E-Z set spray
nozzle head requirements, or equivalent.

Float Switches
Floats are to be set at the levels specified in the engineering plans prior to the final inspection.
Sealed mercury control floats or similar devices designed for detecting liquid levels in pump tank
effluent shall be provided to control pump cycles. A separate level sensing device is provided to
activate the high-water alarm. Float switches shall providing the required float switch placement
with dedicated floats providing functions as described below.
TIMER OFF/ON: Placed to allow for minimum pump submergence.
ALARM: Placed above the bypass line.

18

Control System
The Control Panel for the E-Z Treat System will consist of: (1) high/low water alarm and (2)
monitoring system. The control panel shall be an E-Z Treat No. 2, RCS1220B Duplex panel.
The panel shall have a low level on/off timer and a high/low water alarm. The control panel
shall be in a NEMA 4X enclosure, installed in accordance with the manufacturer’s
recommendations, and within 10 feet of the E-Z Treat unit. The NEMA IV rated enclosure,
fabricated of heavy gauge steel, and provided with a rigid door designed for locking. All switches
shall be clearly identified, and all internal wiring shall be factory installed. All wire and conduit
required between the treatment plant electrical control enclosure and the electrical power
service shall be furnished by the purchaser. Wiring and conduit between the plant control panel
and the blowers, mixers and pumps, and between the plant panel and special accessory
equipment, when required, also shall be furnished and installed by the owner.
No splices may be placed in the pump tank or riser. All splices shall be made above ground in a
NEMA 4X junction box. Control and alarm circuits shall be on separate circuits. The
audible/visual alarms shall be external to any structure.

The panel shall be equipped to send a signal on an alarm condition to a centralized cellular
auto-dialer (RTU) located in the irrigation pump building that will call the operator in a high level
condition. The auto-dialer must be proven to work with the local cellular service and shall be
made for interior control panel mounting applications and shall be equipped with a backup
battery. The unit shall be capable of data logging for pump events Refer to Section 6.6 for the
recommended auto-dialer specification sheets. The auto-dialer shall be provided by EZ Treat.

Effluent Bypass Valve
The effluent bypass valve shall be by E-Z Set and shall be installed in accordance with the
manufacturer’s recommendations and as shown on the contract drawings.

Interconnecting Piping
All interconnecting supply and return piping and cleanouts are to be schedule 40 PVC sized as
indicated on the engineering plans. EZ Treat does not supply the piping so this shall be the
responsibility of the installation contractor. All supply piping shall be thoroughly flushed prior to
connection to the distributing valves and/or EZ Treat pods and PVC shavings and debris will
cause the system to malfunction.

19

Disc Filtration

The disc filtration shall be dual units, each housed in an E-Z Treat headworks unit. The filter
shall be a 1.5” BioDisc unit with automatic backwashing based on pump cycles. The disc
filtration shall run on a 4 minutes on and 10 minutes off cycle. The flush valve will open, and
dose valve will close, for 15 seconds at the end of each dose cycle. The panel shall be capable
of also be capable of controlling the two solenoids after the turbidity meter from a signal reading
off of the turbidity meter panel. This is a custom panel to be provided by EZ Treat.

The disc filtration system must be feed by a separate pump tank. The tank shall meet the
specifications outlined in Section 3.1. The float switches shall have a single low level off
switch/time dose activate switch. The controls shall be in a NEMA 4X UL certified control panel
for a duplex pumping system. The pump shall be duplex Sta-Rite 0.5 HP 20 GPM STEP model
pumps as specified in the engineering drawings. The pump rate will need to throttled to 15 gpm
(use the weir in the turbidity vault to evaluate). Refer to the cut-sheets for product
recommendation.

Stilling well & Turbidity Monitor
The disc filtration system effluent shall flow in to a stilling well with a 30 degree V-notch weir. A
continuous reading turbidity meter shall be mounted in the well vault sending readings to a
remote reading panel that can transmit an electrical signal based on a set meter reading. At
turbidity readings of greater than 5 NTU the panel shall send a signal to the control panel for the
two solenoid valves provided as part of the control panel for the disc filtration system. This is a
custom panel to be provided by EZ Treat. The valve controlling flow to the final dose tanks shall
close and the valve controlling flow to the upset pond dose tank shall open in a turbid/upset
event. Refer to Section 6.3 for submittals on the turbidity meter.

U.V. Disinfection
The U.V. disinfection system for each treatment plant shall be an EZ-Set 80 gallon per minute
disinfection system (Model 800) with eight (8) chambers of 30” Sanitron™ germicidal bulbs
(model GPH793T5L) with UV-C light. Each lamp shall have a UV output of 254 nanometers at
100 hours and a nominal intensity of 3,700 mW-sec/cm2. Each chamber is rated for 8.8 gpm to
provide a 5 log disinfection. The eight bulb system has 100% redundancy as 4 bulbs will provide
6 log reduction for the 15 gpm for which the system is being fed.

20

Chemical Feed
For this application a calcite feed system is proposed as an additional application to be utilized if
alkalinity is found to be limiting in the nitrification process. The calcite feed system consists of a
dedicated 0.5 HP vertical turbine 20 gpm dose pump dosing a EZ treat model 600 unit filled with
calcite. The pump is on its own timed dose panel that is to be adjusted based on the alkalinity
needs of the system.

3.4 Backup Generator
The Lakeside Produce facility has the entire operations on a backup generator as grow lamps
are powered by electrical feed. The WWTF shall be provided an automatic transfer switch that
shall provide the necessary backup power for all components. The calculated backup power
requirements is 41 kW.

3.5 5-day Upset Storage
Pond
Any effluent not meeting the 5 NTU turbidity limit shall be directed from the final dose tank via
automated solenoid valves to a lined storage pond with 5 days of daily design flow storage
capacity plus two feet of freeboard. The pond is to be lined with a 60 mil reinforced
polyethylene (RPE) liner and shall be constructed such that no stormwater runoff is received in
the pond. Effluent stored during upset conditions should be visually monitored. Release of
effluent back into the WWTP should be facilitated only upon restoration of the WWTP back to
normal operating conditions. The release of effluent back in to the WWTP should be controlled
by manual operation of the outlet valve to the initial septic tank. The valve has been sized such
that the system will not be inundated with water even if the valve is fully opened. The 1/2” line
draining the pond is sized to allow only 15 gpm to drain back into the pump tank (at pond full
level), prohibiting a high water condition in the tank. Drainage should be monitored by the plant
operator to insure a high water condition is not experienced.

Pond Liner
Grading for the pond liner is depicted in the engineering plans. As liner installation can be
manufacturer specific, a manufacturer installation manual shall be provided to the engineering
prior to installation and flowed by the installation contractor. The RPE liner shall have seams
thermo-fusion sealed be anchored and sealed to internal structures in accordance with
21
manufacturer specifications and ASTM D 6497-02. The liner shall be tested in accordance with
manufacturer specifications and ASTM D 6392-08.

3.6 Final Dosing Tank
Properly treated effluent shall be pumped to the hydroponic irrigation system recycle tank where
it is further treated and primed as irrigation water. The line for the make-up water that comes in
to this tank has an air gap such that no recycled irrigation water or treated wastewater can
cross-connect or back siphon in to the potable water system.

Refer to tankage specifications in Section 3.1 for the final dose tank. The pump shall be duplex
Sta-Rite 1.5 HP 50 GPM STEP model pumps as specified in the engineering drawings. Tank
sizing is based on providing the required float switch placement with dedicated floats providing
functions as described below. Refer to Section 3.2 for control panel requirements.
RED. OFF: Placed to allow for minimum pump submergence.
PUMP ON: Activates pump cycle until float switch drops down.
LAG ON: Activates the second duplex pump to run continuously until the float drops
down.
ALARM: Placed for sufficient separation from LAG ON float and to allow for
required emergency storage. Auto-dialer used so required storage is 4
hours of Daily Design Flow.

3.7 Final Storage Tank for Hydroponic Irrigation
All fully treated effluent shall be transferred to the Final irrigation Water storage tanks. The
tanks are provided as part of the hydroponic irrigation system for the greenhouse facility. The
tanks shall be clearly labeled in English and Spanish as such:
WARNING: TREATED WASTEWATER. NONPOTABLE. DO NOT DRINK!

A totalizing flow meter shall be placed in a separate vault on the 2” line to the final storage tank,
after the solenoid valves for the upset condition.

3.8 Security
The entire treatment system area, including the 5-day upset pond, shall be secured by 6’
privacy fencing with locking gate and signage indicating “Entry by Authorized Personnel Only”.

22

4.0 SITE PREPARATION

4.1 Clearing & Grubbing
As the site is placed entirely on fill, no grubbing or clearing is necessary.

4.2 Final Cover
Final cover inside the fenced area is to be a clean stone gravel.

4.3 Erosion Control
These specification and accompanying engineering plans shall not be construed as engineering
plans for erosion control or for erosion control permitting. However, during the construction of
the project, the Contractor shall be required to take the necessary steps to minimize soil erosion
and siltation of rivers, streams, lakes and property. The Contractor shall comply with the
applicable regulations of the appropriate governmental agencies in regard to soil erosion control
and sedimentation prevention.

Temporary and permanent erosion control measures shall be accomplished at the earliest
practicable time. Temporary erosion control measures shall be coordinated with permanent
measures to insure economical effective and continuous erosion control during the life of the
project. Temporary erosion control measures shall include, but are not be limited to the use of
temporary berms, dams, dikes, drainage ditches, silt ditches, silt fences, vegetation, mulches,
mats, netting or any other methods or devices that are necessary. Erosion control measures
installed by the Contractor shall be suitably maintained by the Contractor, until the site is fully
stabilized.

Where excavation is adjacent to streams, lakes or other surface waters, the Contractor shall not
place excavated materials between the excavation and the surface waters. Where live streams
are crossed by the project, the Contractor shall exercise particular care to minimize siltation of
the stream. Temporary erosion control measures shall be constructed. These may include but
not be limited to use of coffer dam in the stream, dikes, diversion ditches and/or temporary
sediment traps at the top of the banks, and silt fences on all creek banks. All temporary erosion
control measures shall be acceptably maintained until permanent erosion control measures are
established.

23
Where runoff on natural ground may cause erosion of the trench or erosion of the backfill in the
trench, the Contractor shall construct temporary erosion control measures. These may include
but not be limited to diversion ditches, check dams and silt basins or other suitable erosion
control measures. Permanent seeding of disturbed areas shall be accomplished at the earliest
practicable time.

24

5.0 INSPECTION AND MONITORING PROCEDINGS

5.1 Pre-Construction Meeting
A pre-construction meeting shall be scheduled which shall include the contractor, the NCDEQ
DWQ representative, the engineer or his representative, the system(s) manufacturer
representative and the certified operator. Scheduling this meeting shall be the responsibility of
the installation contractor and all parties shall receive a minimum of one week’s notice prior to
the meeting date scheduled. Any changes to the plans requested by the contractor or DWQ
representative will be discussed at this meeting and responded to within 3 working days by the
engineer.

5.2 Intermediate Inspection of the System During Construction
The engineer or an employee of the engineer’s firm under direct supervision by the engineer
shall periodically inspect the system installation to verify if the installation is in accordance with
the approved plans. The engineer will not be available to observe the entire installation of all
components but shall inspect the installation with sufficient frequency to reasonably insure that
the quality and methodology of construction was of sufficient consistency to infer the quality and
accuracy of construction of all components. The contractor shall be responsible for keeping the
engineering informed as to the construction schedule for installation of all major system
components.

It is the contractor’s responsibility to submit to the engineer evidence of purchase and
installation of all specified components. Submittal of critical components such as pumps and
tanks are required.

5.3 Final Inspection & System Start-Up
The engineer must receive all Submittals at least one week prior to final start up and inspection.
Submittals must include cut-sheets for all product specific components, tanks, and piping
installed. The contractor shall be responsible for scheduling the final inspection and start-up with
BEA, NCDEQ and an owner’s representative. No wastewater shall be introduced in to the
system prior to final start-up and inspection.
25
EZ Treat Start-up Procedures
Start-up testing shall be required for all electrical and pressurized components of the WWTP.
Start-up procedures in the EZ Treat O&M Manual shall be followed. Potable water shall be
utilized for all start-up procedures. All system components shall be started and run in
“automatic” mode. Testing of all alarm components to insure operation in accordance with
intended function shall be checked and recorded. The potable water shall be run through the
system until influent has run through the system from the EQ Tank through the WWTP
discharge, through all monitoring and disinfection and in to the dose tank. Functionality of all
components shall be checked.

5.4 Operation & Maintenance
Operational monitoring and inspection requirements shall be provided in a separate O&M
document. Regulatory monitoring and inspection shall be outlined in the Permit to Operation.

5.5 Residuals Management
As part of routine O&M procedures, sludge levels are to be checked in the septic tanks and
Recirculation Tanks. As sludge levels approach 1/3 of the tank volume sludge is to be removed
by a vacuum truck and hauled to a permitted POTW facility. The designated facility is the City
of Hendersonville wastewater treatment facility. This facility is an approved residual
disposal/utilization site that provides sludge stabilization in accordance with EPA requirements
40 CRF 503 and 40 CFR Part 257 Appendix II. The facility has sufficient excess capacity and
routinely accepts hauled waste from septage transporters.

5.6 Education Program
The facility ownership shall provide the necessary education to protect workers from direct
contact with the reclaimed water. The education program shall include at a minimum:
 Definition of reclaimed water and locations on site where reclaimed water is found.
 Information on the property use of reclaimed water and examples of improper use of
reclaimed water.
 Clarification that reclaimed water is not for drinking.
 Clarification that reclaimed water can not be discharge to surface waters and should not
be allowed to runoff from the utilization area.
 All education shall be provided in mandatory safety meeting and in printed material.
Classes and material shall be provided in English and Spanish.

6.0 PRODUCT INFORMATION SHEETS

6.1 Flow Diagram for Hydroponic Irrigation System
6.2 Submittal Sheets for Precast Tanks & Effluent Filters
6.3 Submittal Sheets for EZ Treat & UV System
6.4 Submittal Sheets for Pumps

6.1 Flow Diagram for Hydroponic Irrigation System
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6.2 Submittal Sheets for Precast Tanks & Effluent Filters
PL-625 Effluent Filter
PL-625 Test Results:
Testing on the performance of the Polylok PL-625 Effluent Filter took
place at a 140,000 square foot facility located at 3 Fairfield Blvd.
Wallingford, CT. The facility tested, is a light manufacturing and sales
facility with two cafeterias and over 70 employee’s.
Testing was performed over a six month period which began in
November 2009 and ran through April 2010. The test sample was
taken at Test Tank #1, (1 of 2 Test Septic Tanks.) Testing was started
when all effluent was diverted thru a valve to the Test Tank #1.
Because of the amount of employees at this facility this test tank
was loaded at approximately 10 times the capacity of a standard
residential 4 bedroom home.
Results of testing are as follows:
Biochemical Oxygen Demand (BOD):
Before: 697.2
After: 313.3
Total Suspended Solids (TSS):
Before: 1610.
After: 120.
PL-625 Features:
• Rated for 10,000 GPD (gallons per day).
• 625 linear feet of 1/32” filtration.
• Accepts 4’’ and 6’’ SCHD 40 pipe.
• Built in gas deflector.
• Automatic shut-off ball when filter is removed.
• Alarm accessibility.
• Accepts PVC extension handle.
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6.3 Submittal Sheets for EZ Treat & UV System

PO Box 176
Haymarket, Virginia 20168

Re-Circulating Synthetic Sand/Gravel Filter

Reuse Independent Testing
BOD-2.6/TSS-1.8/Turbidity-2/Ph-7/Nitrogen Reduction 66%

Class I

1

E-Z Treat Re-Circulating Synthetic Sand Filter System Overview
EPA Design Guidelines
Figure 1. Typical Recirculating sand filter system

2

E-Z Treat System Technology
As the U.S. EPA document “Technology Assessment of Intermittent Sand Filters” states:
“Intermittent sand filter filtration of wastewater is not new technology” the concept was employed
in the U.S. in the mid-1800’s. “Intermittent sand filters are ideally suited to rural community
clusters, small cluster homes, individual homes and business establishments. They can achieve
advanced secondary or even tertiary levels of treatment consistently with a minimum of attention.”
(Anderson, et al, 1985) The EPA points out that sand filters operate reliably in a trouble free
manner and the technology is very “fail safe” in that it is inherently stable. The biology of the
system is quite diverse, typically including many trophic levels of microorganisms, and some
macro organisms. (Calaw et al, 1952, Calaway, 1957) These characteristics render the process
inherently resistant to upset and also allow it to readil y accommodate sanitations where loading is
highly non-uniform.
Design
Many types of media are used in packed-bed filters. Washed, graded sand was the most
common. Other granular media used include crushed glass, garnet, anthracite, plastic, expanded
clay, expanded shale, open-cell foam, extruded polystyrene, and bottom ash from coal-fired
power plants.

Media characteristics can limit the number of doses possible. Media re-aeration must occur
between doses. As the effective size of the media decreases, the time for drainage and re-
aeration of the media increases. The BOD5loading should decrease with decreasing effective size
of the sand.
Recirculation tank sizing
For single-family home systems, the recirculation tank is typically sized to be equal to .75 to 1
times the design peak daily flow.
Recirculating filter performance

dSingle-family home filters. media: es = 4.0 mm; uc = <2/5. Design hydraulic loading (forward
flow)= 25 gpd/ft2. Recirculation ratio = 5:1. Doses per day = 48. Open surface, winter
operation.

RSFs are extremely reliable treatment devices and are quite resistant to flow variations.
In general, gravel RSF systems are far less prone to odor production than RSFs. Increased
recycle ratios should help minimize such problems. However, power outages will stop the process
from treating the wastewater, and prolonged outages would be likely to generate some odors.
Operating Costs
Power costs for pumping at 3 to 4 kWh/day are in the range of $90 to $120
3
The E-Z Treat System incorporates technology resulting from years of independent research in re-
circulation sand bio filtration. Our system applies each area of this technology in a pre-packaged system,
insuring consistent in the field performance reducing BOD, TSS and Total Nitrogen. E-Z Treat System
addresses media size and composition, drainage and ventilation, optimum dosing cycles per hour, depth
of filter media, pre-treatment of effluent, pre-filtering of effluent to insure particle size, even distribution of
effluent over the media and piping design that optimize treatment within the system.
E-Z Treat Loading Rates
In accordance with the EPA Design Guidelines and field testing of the E-Z Treat re-circulating sand/media
Filter Model # 600 can be continuously loaded at 750 GPD and 2 lb BOD Model# 1200 can be
continuously loaded at 1400 GPD and 4 Lb BOD. EPA research and testing has proven that system
designs, such as the E-Z Treat System, will produce a high quality effluent at loading rates in excess 25
gal/ft2/day.
System Overview
Prior to entering the re-circulating pump tank the effluent will be treated in an anaerobic chamber fitted
with an effluent filter; this filter should remove any solids greater than 1/16 inch. The second chamber will
be a re-circulation chamber fitted with a float ball by-pass valve and re-circulation pump. The float ball by-
pass valve connects, inside the re-circulation tank, to the 4 inch return line from the sand filter. The float
by-pass valve maintains a constant liquid volume in the re-circulation tank. The float by-pass valve allows
the effluent to be constantly re-circulated through the sand/media filter discharging only the daily forward
flow volume after it has passed through the filter. In designs using an external splitter box the float by-
pass valve would be eliminated from the re-circulation chamber.

The following are recommended System & Re-Circulation Chamber sizes and Timer Settings for year
round residential properties.

Design
Min.
Septic Re-Circ
Number
of Number of
Timer
Setting

Timer
Setting
Flow Tank Tank Units Units Mod.#600 Mod.#600 Mod.#1200 Mod.#1200
GPD Sizing
Min.
Gal. Mod.#600 Mod.#1200 Min./On Min./Off Min./On Min./Off
300 750 300 1 1 2.5 24 2.5 39
400 750 400 1 1 2.5 20 2.5 28
500 900 500 1 1 2.5 16 2.5 22
600 900 600 1 1 2.5 14 2.5 18
700 1000 700 1 1 2.5 21 2.5 15
800 1000 800 2 1 2.5 18 2.5 13
900 1500 900 2 1 2.5 15 2.5 11
1000 1500 1000 2 1 2.5 13 2.5 9
1100 1500 1100 2 1 2.5 12 2.5 8
1200 2000 1200 2 1 2.5 10 2.5 7.5
1300 2000 1300 2 1 2.5 9 2.5 7
1400 2000 1400 2 1 2.5 8 2.5 6

Note: Tank sizing are not exact and may vary (+ or – 10%) based on availability of locally produced
tanks.

4

Spray Manifold System

To maximize the effectiveness of every cubic inch of the media material, the E-Z Treat Model #600
employs a spray manifold with 8 evenly spaced wide-angle spray nozzles and the Model#1200 employs
12 nozzles. The nozzles are brass construction with a free passage of .0625” in diameter; this large free
passage helps prevent nozzle clogging while maintaining a consistent misting spray. The manifold is
assembled with a pressure gauge and valves allowing for flow rate adjustments.
Filter Media Mattress Material

E-Z Treat synthetic sand filter employs a manufactured synthetic media which is encapsulated in a
mattress like container. The mattress is fabricated from a non-biodegradable; chemically resistant, loose
weave polypropylene material with a weave pattern at 90 degree intersections creating .078 square
openings allowing effluent and air to flow freely while containing the media material.
Polypropylene Mattress Material

Styrene Media

I
1 1/2" SUPPLY T"'r
11,
4" RETURN LiINL
PROPRIETARY AND CONFIDENTIAL
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
E-Z TREAT INC. ANY
REPRODUCTION IN PART OR AS A WHOLE NEXT ASSY
WITHOUT THE WRITTEN PERMISSION OF
E-Z TREAT INC. IS
PROHIBITED,
DIMENSIONS ARE IN INCHES
DRAWN
TOLERANCES:
FRACTIONAL ±
CHECKED
ANGULAR; MACH *- ME ±
ENG APPR,
TWO PLACE DECIMAL
THREE PLACE DECIMAL ±
MFG APPR.
INTERPRET GEOMETRIC
Q.A.
TOLERANCING PER:
COMMENTS
USED ON
APPLICATION DO NOT SCALE DRAWING
1 1/2" MANIFULD
TITLE:
THE BIG EZ 4L
SIZE DWG. NO, REV
A
SCALE: 1:50 EIGHT: SHEET 1 OF 1
o
1

5
This media is very uniform and provides ample surface area for biological growth. The media also has
enough voids to accommodate good air and liquid flow; these void spaces also allow the passage of very
small solids that would clog many filters. The media is very lightweight making it resistant to compaction
which can lead to poor air and liquid flows, a problem that plagues many media filters. The media
consists of lightweight, non-biodegradable plastic spheres.
Model # E-Z Treat 600

E-Z Treat Model# 1200

Catalog 70 USSection BB5
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B5 - FullJet® Spray Nozzles, Standard Spray
Performance Data
*At the stated pressure in psi.
Inlet
Con
n.
(in.)
Nozzle Type
Capa
city
Size
Orific
e
Dia.
Nom.
(in.)
Max.
Free
Pass
age
Dia.
(in.)
Capacity
(gallons per minute)*
Spray
Angle
(°)* Standard
Type
Wall
Mounted Angle
G G
G H H
H
G
D
H
D
G
G
D
GA
G
G
A
5 7 10 20 30 40 60 80 100 150 7 20 80
1/8
• • • • • 1 .031 .025 .07 .08 .10 .14 .17 .19 .23 .26 .29 .35 – 58 53
• • • 1.5 .047 .025 .11 .13 .15 .21 .25 .28 .34 .39 .43 .52 52 65 59
• • • • • • • 2 .047 .040 .15 .17 .20 .28 .33 .38 .46 .52 .58 .70 43 50 46
• • • • • • • 3 .063 .040 .22 .25 .30 .41 .50 .57 .68 .78 .87 1.0 52 65 59
• • • • • • • 3.5 .063 .050 .25 .30 .35 .48 .58 .66 .80 .91 1.0 1.2 43 50 46
• • 3.9 .078 .040 .28 .33 .39 .54 .65 .74 .89 1.0 1.1 1.4 77 84 79
• • • • • • • 5 .078 .050 .36 .42 .50 .69 .83 .95 1.1 1.3 1.4 1.7 52 65 59
• • 6.1 .094 .050 .44 .52 .61 .84 1.0 1.2 1.4 1.6 1.8 2.1 69 74 68
1/4
• • • • • • • 6.5 .094 .063 .47 .55 .65 .89 1.1 1.2 1.5 1.7 1.9 2.3 45 50 46
• • • • • • • 10 .109 .063 .73 .85 1.0 1.4 1.7 1.9 2.3 2.6 2.9 3.5 58 67 61
• • 12.5 .125 .063 .91 1.1 1.3 1.7 2.1 2.4 2.9 3.3 3.6 4.3 69 74 68
3/8
• • • • • • • 9.5 .109 .094 .69 .81 .95 1.3 1.6 1.8 2.2 2.5 2.7 3.3 45 50 46
• • • • • • • 15 .141 .094 1.1 1.3 1.5 2.1 2.5 2.8 3.4 3.9 4.3 5.2 64 67 61
• • 20 .156 .109 1.5 1.7 2.0 2.8 3.3 3.8 4.6 5.2 5.8 7.0 76 80 73
• • • • • 22 .188 .109 1.6 1.9 2.2 3.0 3.6 4.2 5.0 5.7 6.3 7.6 87 90 82
1/2
• • • • • • 16 .141 .125 1.2 1.4 1.6 2.2 2.7 3.0 3.6 4.2 4.6 5.6 48 50 46
• • • • • • • 25 .188 .125 1.8 2.1 2.5 3.4 4.1 4.7 5.7 6.5 7.2 8.7 64 67 61
• • • • 32 .203 .141 2.3 2.7 3.2 4.4 5.3 6.1 7.3 8.3 9.2 11.
1 72 75 68
• • • • • 40 .250 .141 2.9 3.4 4.0 5.5 6.6 7.6 9.1 10.
4
11.
5
13.
9 88 91 83
• • 50 .266 .156 3.6 4.2 5.0 6.9 8.3 9.5 11.
4
13.
0
14.
4
17.
4 91 94 86
3/4
• • • 2.5 .188 .172 2.1 2.5 2.9 4.1 4.9 5.6 6.7 7.7 8.5 10.
2 48 50 46
• • • 4.0 .250 .172 3.4 4.0 4.7 6.5 7.8 8.9 10.
7
12.
3
13.
6
16.
4 67 70 63

December 2008

Spin-Clean Filters

Description
The filters are placed between the pump and dripfield to screen out any debris. The
Spin-Clean type filter is most commonly used with E-Z Set Drip systems. (Other filters
are available).
Body – Two-piece threaded housing with O-ring seal. Molded from chemical
resistant glass reinforced plastic.
Screen - Sintered stainless steel. Sintering is a process in which three pieces of
stainless steel mesh are transformed into one; a perforated plate, 30m then 150
mesh. Screen collars molded from vinyl for long life and durability.
Spin Plate - Directional spin plate is molded of PVC or fiberglass.
Vortex Spin Action - 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 ¾” flush outlet at the base of the filter.

To stay clean, the filter flush valve must be partially to fully open allowing debris to flush
away. This can be done with continuous or automatic flushing.

Item
Number
Size
(MPT)
Max. Flow
(GPM)
Max.
Pressure
Width Height Size of
flush
port
Area of
filtration
(sq. inches)
AP4E-1 1” 15gpm 150 psi 6” 7” ¾” MPT 23.4
AP4E-1.5 1.5” 45gpm 150 psi 12” 15.5” ¾” MPT 60.8
AP4E-2 2.0” 70gpm 150 psi 12” 16” ¾” MPT 60.8

Note: Filters can be used in parallel to deliver higher flow rates and/or decrease
pressure loss through the filters.

Specifications:

1” Filter:
The Y filter body shall be molded from glass reinforced engineering grade black plastic
with a 1 inch male pipe thread (MIPT) inlet and outlet. The two piece body shall be
capable of being serviced by untwisting and shall include an O-ring seal. An additional
3/4 inch MIPT outlet shall be capable of periodic flushing. The 150 mesh filter screen is
all stainless steel, providing a 28.4 square inch filtration area. The screen collar shall be
molded from vinyl. The 1” filter shall be E-Z Set Drip Spin-Clean filter model number
AP4E-1.
Vortex Filters
December 2008

1.5” Filter:
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 ½” filter shall be E-Z Set Drip Spin-Clean filter model number
AP4E-1.5.

2” Filter:
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 E-Z Set Drip Spin-Clean filter model number
AP4E-2.

December 2008

Pressure loss charts for Spin-Clean filters
Total Differential Pressure - PSI 10 20 30 40 50 60 70 80 90
2” Vortex Filter
8
6
4
2
0
Flow - GPMTotal Differential Pressure - PSIFlow - GPM
0 1 2 3 4 5 6 7 8 9 10 11 12
16
12
8
4
3/4” Vortex Filter
Total Differential Pressure - PSIFlow - GPM
5 10 15 20
20
18
16
14
12
10
8
6
4
2
1 Vortex Filter
Total Differential Pressure - PSIFlow - GPM
12
10
8
6
4
2
0
10 20 30 40 5 0
1.5” Vortex Filter
December 2008

.
Solenoid Valves

Standard products:
SLV-100-NC 1” Normally Closed Valve
SLV-100-NO 1” Normally Open Valve
SLV-150-NC 1.5” Normally Closed Valve
SLV-150-NO 1.5” Normally Open Valve
SLV-200-NC 2” Normaly Closed Valve
SLV-200-NO 2” Normally Open Valve
(Other valves are also available).

Solenoid valve specification:

A. The Solenoid Valve is electrically operated and used as zone valves, to flush the
dripfield and Vortex filter and to “quick fill” the drip system. When used for zones
and flushing it is normally closed and when used for “quick fill” it is normally
open.
B. The valve shall have a dual ported diaphragm. In operation, the diaphragm ports
constantly flex, inhibiting sand, silt and debris from blocking the valve action.
C. The porting design permits equal pressure on both sides of the diaphragm wall,
regardless of line pressure when valve is not operating, and nearly equal
pressure across the wall when operating. This feature prevents diaphragm
“stretching”, a common cause of valve failure in valves that are ported through
the seat.
D. The DW Valve diaphragm shall be made of nylon fabric reinforced Buna-N
rubber; a grooved rib interlocks with cover and body to prevent leakage.
E. Nylon exhaust orifice shall be non-corrosive and have an opening sized larger
than the diaphragm ports so that any pieces of sand or silt passing through the
diaphragm will not be trapped beneath the solenoid actuator.
F. The solenoid shall be constructed of molded epoxy resin having no carbon steel
components exposed thereby eliminating possible external corrosion and
deterioration. The solenoid shall be completely waterproof, with an O-ring seal,
and comply with NEC Class II circuit requirements for 24VAC operation.

G. The actuator shall be Teflon coated stainless steel and brass with a molded-in
place rubber exhaust port seal; a stainless steel spring assures positive seating.
H. The valve shall have a high strength plastic glass-filled body and cover
designed to operate in heavy duty commercial applications. The valve
shall have stainless steel cover bolts or screws for service access.
I. There shall be a shock cone on diaphragm seat to eliminate water hammer in all
except extreme cases.
J. The valve shall have a flow control stem for throttling the valve from full open to
close positions.
K. The valve shall have an easy-to use, hand operated manual bleed lever control
that bleeds valve to downstream; has stops for open and closed positions.

L. The solenoid valves shall be model number SLV-_ _ _ - _ _ by E-Z Set Drip.

Solenoid Valve +
December 2008

Electrical data:

Wiring requires a single lead from the controller to each
solenoid valve, plus a common neutral to all solenoids. (Type
UF wire, UL listed, is typically used).
Standard 24V ACV (50-60Hz)
Current Holding 0.24A 5.76 VA
Current Inrush 0.46A 11.04VA
Maximum allowable loss 4.8 Volts for the 24V AC system.

WIRE
GAUGE
RESISTANCE
(OHM/1000’)
MAXIMUM
LENGTH WIRE
18 6.39 800’
16 4.02 1,275’
14 2.58 2,000’
12 1.62 3,200’
10 1.02 5,100’
8 0.641 8,000’
6 0.403 12,750’
4 0.253 20,500’
2 0.158 32,500’

2”1”14
12
10
8
6
4
2
0
20406080100200400600800PRESSURELOSS-PSIFLOWRATE-GPM
1.5”3”
SolenoidValveFlowvspressureChart

December 2008

Model No. Size
(FPT)
Length Height Width Weight PSI
Range
SLV-100 1” 4.3” 4.5” 3.0” 12.5 oz 10-150
SLV-150 1.5” 6.3” 7.2” 5.0” 2.2 lbs. 10-150
SLV-200 2” 9.0” 7.4” 5.4” 2.97 lbs. 7-140

FPT
Pressure rating ANSI: Class 125
ISO: PN 10
Max Temperature 180 degrees F

61.40
4"INLET 4"OUTLET
4" WELL CAPACCESS TOLAMP
DO NOT SCALE DRAWING
UV-808 TOP VIEW
SHEET 1 OF 1
UNLESS OTHERWISE SPECIFIED:
SCALE: 1:50 WEIGHT:
REVDWG. NO.ASIZE
TITLE:
NAME DATE
COMMENTS:
Q.A.
MFG APPR.
ENG APPR.
CHECKED
DRAWN
FINISH
MATERIAL
INTERPRET GEOMETRIC
TOLERANCING PER:
DIMENSIONS ARE IN INCHES
TOLERANCES:
FRACTIONAL
ANGULAR: MACH BEND
TWO PLACE DECIMAL
THREE PLACE DECIMAL
APPLICATION
USED ONNEXT ASSY
PROPRIETARY AND CONFIDENTIAL
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
RP MANUFACTURING LLC. ANY
REPRODUCTION IN PART OR AS A WHOLE
WITHOUT THE WRITTEN PERMISSION OF
RP MANUFACTURING LLC IS
PROHIBITED.
5 4 3 2 1
37.7561.50
4" INLET 4" OUTLET
DO NOT SCALE DRAWING
UV-808 SIDE VIEW-1
SHEET 1 OF 1
UNLESS OTHERWISE SPECIFIED:
SCALE: 1:50 WEIGHT:
REVDWG. NO.ASIZE
TITLE:
NAME DATE
COMMENTS:
Q.A.
MFG APPR.
ENG APPR.
CHECKED
DRAWN
FINISH
MATERIAL
INTERPRET GEOMETRIC
TOLERANCING PER:
DIMENSIONS ARE IN INCHES
TOLERANCES:
FRACTIONAL
ANGULAR: MACH BEND
TWO PLACE DECIMAL
THREE PLACE DECIMAL
APPLICATION
USED ONNEXT ASSY
PROPRIETARY AND CONFIDENTIAL
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
RP MANUFACTURING LLC. ANY
REPRODUCTION IN PART OR AS A WHOLE
WITHOUT THE WRITTEN PERMISSION OF
RP MANUFACTURING LLC IS
PROHIBITED.
5 4 3 2 1

6.4 Submittal Sheets for Pumps

SECTION: 2.15.020
FM2778
0515
Supersedes
0315TECHNICAL DATA SHEET
MIGHTY-MATE SERIES
Cast Iron Models 53, 57 and Bronze Models 55, 59Submersible Effluent / Dewatering Pumps
1 1/2” NPT4 5/8” (117 mm)
6 3/16” (157 mm)3 7/8”
(98 mm)
4” (104 mm)
3 7/8”
(98 mm)
10 1/16”
(258 mm)
3 3/32”
(79 mm)
SK858
PRODUCT SPECIFICATIONS
MOTORHorse Power 3/10
Voltage 115 or 230
Phase 1 Ph
Hertz 60 Hz
RPM 1550
Type Shaded pole
Insulation Class B
Amps 4.8 - 9.7 PUMPOperation Automatic or nonautomatic
Auto On/Off Points 7-1/4" (18.4 cm) / 3" (7.6 cm)
Discharge Size 1-1/2" NPT
Solids Handling 1/2" (12 mm) spherical solids
Cord Length 9' (3 m) automatic, 15' (5 m) nonautomatic
Cord Type UL listed, 3-wire, grounded plug
Max. Head 19.25' (5.9 m)
Max. Flow Rate 43 GPM (163 LPM)
Max. Operating Temp.130° F (54° C)
Cooling Oil filled
Motor Protection Auto reset thermal overload
MATERIALSCap Cast iron or bronze
Motor Housing Cast iron or bronze
Pump Housing Cast iron or bronze
Base Cast iron, bronze or engineered thermoplastic
Upper Bearing Sleeve bearing
Lower Bearing Sleeve bearing
Mechanical Seals Carbon and ceramic
Impeller Type Non-clogging vortex
Impeller Plastic, cast iron or bronze
Hardware Stainless steel
Motor Shaft AISI 1215 cold rolled steel
Gasket Neoprene
Product information presented here reflects conditions at time of publication. Consult factory regarding discrepancies or inconsistencies.
®
Your Peace of Mind is Our Top Priority ®
Tested to Standard UL778 and
Certified to CSA
Standard C22.2 No. 108
R
R LU
NOTE: See model comparison chart for specific details.
© Copyright 2015 Zoeller® Co. All rights reserved.
502-778-2731 | 800-928-7867 | 3649 Cane Run Road | Louisville, KY 40211-1961 | www.zoeller.com
SELECTION GUIDE
1. Integral float-operated mechanical switch, no external control required.
2. Single piggyback variable level float switch or double piggyback variable level float switch. Refer to FM0477.
3. See FM0712 for correct model of Electrical Alternator.
4. Variable level control switch 10-0743 used as a control activator with electrical alternator (3) or (4) float system.
PUMP PERFORMANCE CURVE
MODELS 53/55/57/59
FLOW PER MINUTE
LITERS 0 80
5
20
15
10
GALLONSTOTAL DYNAMIC HEAD0
2
4
6
10 20 30
160
40 50FEETMETERS 009897
Model MODEL COMPARISON
Seal Mode Volts Ph Amps HP Hz Lbs Kg Simplex Duplex
M53/M55 Single Auto 115 1 9.7 3/10 60 23 10 1 ---
N53/N55 Single Non 115 1 9.7 3/10 60 23 10 2 3 & 4
* BN53 Single Auto 115 1 9.7 3/10 60 25 11 *---
* BE53/BE57 Single Auto 230 1 4.8 3/10 60 24 / 30 11 / 13 *---
D53 Single Auto 230 1 4.8 3/10 60 23 10 1 ---
E53/E55 Single Non 230 1 4.8 3/10 60 22 10 2 3 & 4
M57/M59 Single Auto 115 1 9.7 3/10 60 29 / 33 13 / 15 1 ---
N57/N59 Single Non 115 1 9.7 3/10 60 28 / 29 12 / 13 2 3 & 4
* BN57 Single Auto 115 1 9.7 3/10 60 30 13 *---
D57/D59 Single Auto 230 1 4.8 3/10 60 30 / 33 13 / 15 1 ---
E57/E59 Single Non 230 1 4.8 3/10 60 28 / 29 12 / 13 2 3 & 4
E59 Single Non 230 1 4.8 3/10 60 29 13 2 3 & 4
TOTAL DYNAMIC HEAD
FLOW PER MINUTE
© Copyright 2015 Zoeller® Co. All rights reserved.
502-778-2731 | 800-928-7867 | 3649 Cane Run Road | Louisville, KY 40211-1961 | www.zoeller.com
All installation of controls, protection devices and wiring should be done by a qualified licensed electrician. All electrical and safety codes should be
followed including the most recent National Electrical Code (NEC) and the Occupational Safety and Health Act (OSHA).CAUTION
* Single piggyback switch included.
Additional cord lengths are available in 15' (5 m), 25' (8 m) and 35' (11 m). 50' (15 m) cord lengths available for 230 V units only.
BE and BN models include a piggyback variable level pump switch.
Model 53: cast iron switch case, motor and pump housing, a plastic impeller and base. Model 57: all cast iron construction with a cast iron impeller.
Model 55: bronze switch case, motor and pump housing, a plastic impeller and base. Model 59: bronze construction with a bronze impeller.
Optional pump stand (P/N 10-2421).
SPECIAL MODEL FEATURES
OPTIONAL PUMP STAND P/N 10-2421
• Reduces potential clogging by debris
• Replaces rocks or bricks under the pump
• Made of durable, noncorrosive ABS
• Raises pump 2" (5 cm) off bottom of basin
• Provides the ability to raise intake by adding sections of 1½" or 2"
(DN40 or DN50) PVC piping
• Attaches securely to pump
• Accommodates sump, dewatering and effluent applications
NOTE: Make sure float is free from obstruction.
"Easy assembly"
(pump & discharge pipe
not included.)
TOTAL DYNAMIC HEAD/FLOW
PER MINUTE
EFFLUENT AND DEWATERING
19.25 ft.(5.9m)
53/55/57/59
Shut-off Head:
MODEL
15
10
Feet
5
4.6
3.0 34
19
1.5
Meters
43
Gal.
72
129
163
Liters
ST.E.P.Plus ®
STA-RITE EFFLUENT PUMP
FEATURES
Proven “Floating Impeller”
Staging System – Incorporates
1st -in-class performance, sand
handling and thrust management
staging system with the industry
exclusive “dry-run” design element.
Reinforced engineered composites
and stainless steel, offering high
resistance to corrosion and abrasion.
Discharge – Tested-tough, fiberglass-
reinforced thermoplastic, with proven
internal check valve. Large wrench
flats and rope hole.
Shell – 300-grade stainless steel
pump shell offers high corrosion
resistance.
Shaft – Hexagonal 3/8", 300-grade
stainless steel pump shaft; offers
generous impeller drive surfaces.
Shaft Bearing – Exclusive self-
lubricating Nylatron bearing resists
wear surface from sand.
Motor Bracket – Tested-tough,
fiberglass-reinforced thermoplastic;
incorporates an integral suction
screen.
The STEP Plus ®4" submersible
filtered effluent pumps in 10,
20, 30 and 50 GPM models offer
dependable performance and
value for high pressure filtered
effluent applications.
These STEP Plus pumps will
handle “dry run” conditions
where other manufacturers fail.
The 10, 20, 30 and 50 GPM are
industry standard 3-3/4" in
diameter.
APPLICATIONS
Filtered Effluent… for residential,
commercial, and agricultural use.
SPECIFICATIONS
Shell – Stainless steel
Discharge –
10, 20 and 30 GPM models:
fiberglass-reinforced thermoplastic;
50 GPM models: stainless steel
Discharge Bearing – Nylatron®
Impellers – Delrin®
Diffusers – Polycarbonate
Suction Caps – Polycarbonate with
stainless steel wear ring
Thrust Pads – Proprietary spec.
Shaft and coupling – Stainless steel
300 grade
Intake – Fiberglass-reinforced
thermoplastic
Intake Screen – Polypropylene
Jacketed Cord –300 Volt “SOOW”
jacketed 10' leads (2-wire with
ground); optional 20', 30', 50' and
100' lengths available
Delrin® is a registered trademark of
E.I. DuPont de Nemours and Co.
Nylatron® is a registered trademark
of Polymer Corp. ST.E.P.Plus®is a
registered trademark of Pentair Water.
In order to provide the best products
possible, specifications are subject to
change.
high head multi-stage submersible effluent pumps
Customer Service: [phone] •Fax Orders: [phone] •www.pumps.com •Pentair Water •Delavan, WI 53115 USA •S5594SES
1
N O W
A V A I L A B L E :
•H i g h e r H P
•H i g h e r G P M
•L o n g e r C o r d s
high head multi-stage submersible effluent pumps
Customer Service: [phone] •Fax Orders: [phone] •www.pumps.com •Pentair Water •Delavan, WI 53115 USA •S5594SES
2
ORDERING INFORMATION
Max.
Catalog Load Phase/ Cord
Number HP Stages Amps Volts Cycles Length
STEP10 1/2 6 10.5 115 1/60 10'
STEP20 1/2 5 10.5 115 1/60 10'
STEP30-05121 1/2 3 9.5 115 1/60 10'
STEP30X20FT-05121 1/2 3 9.5 115 1/60 20'
STEP30X30FT-05121 1/2 3 9.5 115 1/60 30'
STEP30-05221 1/2 3 4.7 230 1/60 10'
STEP30X20FT-05221 1/2 3 4.7 230 1/60 20'
STEP30X30FT-05221 1/2 3 4.7 230 1/60 30'
STEP30-10221 1 5 9.1 230 1/60 10'
STEP30X20FT-10221 1 5 9.1 230 1/60 20'
STEP30X30FT-10221 1 5 9.1 230 1/60 30'
STEP30-15221 1-1/2 6 11.0 230 1/60 10'
STEP30X20FT-15221 1-1/2 6 11.0 230 1/60 20'
STEP30X30FT-15221 1-1/2 6 11.0 230 1/60 30'
STEP50-10221 1 3 9.1 230 1/60 10'
STEP50X20FT-10221 1 3 9.1 230 1/60 20'
STEP50X30FT-10221 1 3 9.1 230 1/60 30'
STEP50-15221 1-1/2 4 11.0 230 1/60 10'
STEP50X20FT-15221 1-1/2 4 11.0 230 1/60 20'
STEP50X30FT-15221 1-1/2 4 11.0 230 1/60 30'
PUMP PERFORMANCE
Catalog Gallons/Liters Head
Number per Minute (Feet/Meters) PSI
0/0 255/78 110
5/19 228/69 99STEP10
10/38 170/52 74
12.5/47 120/37 52
0/0 180/55 78
7.5/28 160/49 69
STEP20 15/57 135/41 58
20/76 115/35 50
25/95 75/23 32
0/0 102/31 44
8/30 100/30 43
STEP30-05221 &16/61 97/30 42
STEP30-05121 24/91 84/26 36
30/114 68/21 29
36/136 47/14 20
0/0 171/52 74
8/30 166/51 72
STEP30-10221 16/61 162/49 70
24/91 140/43 61
30/114 114/35 49
36/136 78/24 34
0/0 206/63 89
8/30 203/62 88
STEP30-15221 16/61 199/61 86
24/91 176/54 76
30/114 146/45 63
36/136 101/31 44
0/0 90/27 39
10/38 86/26 37
20/76 83/25 36
STEP50-10221 30/114 79/24 34
40/152 71/22 31
50/190 62/19 27
60/227 49/15 21
70/265 27/8 12
0/0 120/37 52
10/38 115/35 50
20/76 110/34 48
STEP50-15221 30/114 104/32 45
40/152 95/29 41
50/190 82/25 35
60/227 65/20 28
70/265 36/11 16
high head multi-stage submersible effluent pumps
Customer Service: [phone] •Fax Orders: [phone] •www.pumps.com •Pentair Water •Delavan, WI 53115 USA •S5594SES
3
PUMP PERFORMANCE – 10 GPM
CAPACITY GALLONS PER MINUTETOTALHEADINFEETCAPACITYLITERS PER MINUTE
TOTALHEADINMETERS010
300
250
200
150
100
50
20 30
0 100
80
60
40
20
0
25 50 75
STEP1
0
1
/
2
HPPUMP PERFORMANCE – 20 GPM
CAPACITY GALLONS PER MINUTETOTALHEADINFEETCAPACITYLITERS PER MINUTE
TOTALHEADINMETERS010
300
250
200
150
100
50
20 30
0 100
80
60
40
20
0
25 50 75
STE
P
20
1/2
H
P
PUMP PERFORMANCE – 30 GPM
CAPACITY GALLONS PER MINUTETOTALHEADINFEETCAPACITYLITERS PER MINUTE
TOTALHEADINMETERSSTEP30
1/2
HP
225
200
175
150
125
100
75
50
25
60
50
40
30
20
10
0
05040302010
0 175150125100507525
S
T
E
P
3
0
1
H
P
S
T
E
P3
0
1
-
1
/
2
HP
PUMP PERFORMANCE – 50 GPM
CAPACITY GALLONS PER MINUTETOTALHEADINFEETCAPACITYLITERS PER MINUTE
TOTALHEADINMETERS120
100
80
60
40
20
35
30
25
20
15
10
5
0
07050308060402010
0 30025020015050 100
S
T
E
P
50
1
H
P
S
T
E
P
5
0
1
-
1
/2
H
P
high head multi-stage submersible effluent pumps
4
Customer Service: [phone] •Fax Orders: [phone] •www.pumps.com •Pentair Water •Delavan, WI 53115 USA •S5594SES (12/07)
10 GPM,1/2 HP =21-1/2"
20 GPM,1/2 HP =22-1/4"
30 GPM,1/2 HP = 22-1/2"
30 GPM,1 HP =27-1/2"
30 GPM,1-1/2 HP = 30-1/4"
50 GPM,1 HP =26-3/4"
50 GPM,1-1/2 HP = 30-1/4"
3-7/8"
DISCHARGE
1-1/4" NPT
(50 GPM ONLY)
2" NPT DISCHARGE
10 GPM,1/2 HP = 12-1/2"
20 GPM,1/2 HP = 13-1/4"
30 GPM,1/2 HP = 11-1/2"
30 GPM,1 HP =14"
30 GPM,1-1/2 HP = 15-1/4"
50 GPM,1 HP =13-1/4"
50 GPM,1-1/2 HP = 15-1/4"
Jacketed Cord
Dimensions (in inches) are for estimating purposes only.
OUTLINE DIMENSIONS

SECTION: 2.25.050
FM2798
0119
Supersedes
0118
SK1621
PRODUCT SPECIFICATIONS
MOTORHorse Power 1.0 - 2.0
Voltage 115* / 200 - 575
Phase 1 or 3 Ph
Hertz 60 Hz
RPM 3450
Type Capacitor start / capacitor run or 3 Ph
Insulation Class B
Amps 6.5 - 15.5 PUMPOperation Automatic** or nonautomatic
Auto On / Off Variable level float switch, customer sets
Discharge Size 1-1/4" NPT vertical discharge
Cord Length 20' (6 m) standard
Cord Type SOW or SOOW multi-wire neoprene
Max. Head 107' (32.6 m)
Max. Flow Rate 46 GPM (174 LPM)
Max. Operating Temp.130 °F (54 °C)
Cooling Oil filled
Motor Protection Auto reset thermal overload (1 Phase)MATERIALSCap Cast iron
Motor Housing Cast iron
Adapter Cast iron
Pump Housing Cast iron
Upper Bearing Ball bearing
Lower Bearing Ball bearing
Mechanical Seals Carbon/ceramic
Impeller Type Vortex
Impeller Engineered plastic with stainless steel insert
Hardware 304 Stainless steel
Motor Shaft 416 Stainless steel
Gasket & Square Ring Neoprene
Cutter Type 440C stainless steel hardened to
Rockwell C55-60
1-1/4" NPT
18-5/8" [473 mm]
5" [127 mm]
6-1/2"
[165 mm]
4" [102 mm]
4" [102 mm]
7-5/8"
[194 mm]
4"
[102 mm]
Product information presented
here reflects conditions at time
of publication. Consult factory
regarding discrepancies or
inconsistencies.
© Copyright 2019 Zoeller® Co. All rights reserved.
502-778-2731 | 800-928-7867 | 3649 Cane Run Road | Louisville, KY 40211-1961 | zoeller.com
TECHNICAL DATA SHEET
SHARK GRINDER
Model 818/819/820 Single Seal Grinder Pumps
SK2977
26-3/16” (59 cm)
5-13/16” (15 cm)
S.S. LIFTING BAIL
(NOT INCLUDED
P/N 10-0789)
WEEPHOLE
2” (5 cm)
UNICHECK
3/4” S.S. OR
GALV. STL. PIPE.
GUIDE RAIL
TYPICAL Z-RAIL® MOUNTED SYSTEM
Tested to UL778 and
cCSAus 22.2 108
Standards.
NOTE: See model comparison chart for specific details.
*115 Volt is for model 818 only
** Single phase units only
U.S. Patent No.
8,562,287
154108 20
30
40
50
60
10 15 20 25 30 35 40 45 50 555
20 40 60 80 100 120 140 160 180 200
0 METERSFEETPUMP PERFORMANCE CURVE
MODELS 818/819/820
0TOTAL DYNAMIC HEADFLOW PER MINUTE
U.S. GALLONS
LITERS
70
10
80
90
100
110
4
8
12
16
20
24
28
32 820
819
818
TOTAL DYNAMIC HEAD
FLOW PER MINUTE
TOTAL DYNAMIC HEAD/FLOW
PER MINUTE
SEWAGE AND DEWATERING
Shut-off Head:
90
100
80
70
53 ft. (16.2m)
27.4
30.5
24.4
21.3
-
-
-
-
MODEL
60
50
40
30
20
10
5
Feet
-
-
16.5
28
37
42
15.2
18.3
12.2
6.1
9.1
3.0
-
-
62
140
106
159
43
Gal.
1.5
Meters
820
Liters
163
-
-
12
81 ft. (24.7m)
-
-
-
-
45
22
32
39
42
43
43
121
83
148
159
43
Gal.
819
LitersGal.
818
Liters
-
-
-
-
16.7
27
36
107 ft. (32.6m)
7
63
26
102
136
43
46
46
46
46
46
174
163
174
174
174
174
46 174
15 40
35 41
25 33
434.6
7.6
10.7
163
163
163151
125
8322
163
155
43 163
46 174
46 174
46 174
© Copyright 2019 Zoeller® Co. All rights reserved.
502-778-2731 | 800-928-7867 | 3649 Cane Run Road | Louisville, KY 40211-1961 | zoeller.com
All installation of controls, protection devices and wiring should be done by a qualified licensed electrician. All electrical and safety codes should be
followed including the most recent National Electrical Code (NEC) and the Occupational Safety and Health Act (OSHA).CAUTION
MODEL 818/819/820 GRINDER PUMPS, 1.0/1.5/2.0 HP, 1.25" NPT VERTICAL DISCHARGE, 20' CORDS
Model MODEL COMPARISON
P/N Mode Volts Ph Amps HP Hz Lbs Kg
WM818 818-0006 Auto 115 1 13.6 1.0 60 89 40.3
N818 818-0002 Non 115 1 13.6 1.0 60 88 39.9
WH818 818-0008 Auto 200-208 1 7.7 1.0 60 89 40.3
I818 818-0005 Non 200-208 1 7.7 1.0 60 88 39.9
WD818 818-0007 Auto 230 1 6.5 1.0 60 89 40.3
E818 818-0004 Non 230 1 6.5 1.0 60 88 39.9
F818 818-0018 Non 230 3 6.9 1.0 60 91 / 99 41.0 / 44.0
J818 818-0017 Non 200 3 7.5 1.0 60 91 / 99 41.0 / 44.0
G818 818-0020 Non 460 3 3.7 1.0 60 91 / 99 41.0 / 44.0
BA818 818-0021 Non 575 3 2.7 1.0 60 91 41.0
WH819 819-0007 Auto 200-208 1 12.0 1.5 60 89 40.3
I819 819-0005 Non 200-208 1 12.0 1.5 60 88 39.9
WD819 819-0006 Auto 230 1 10.8 1.5 60 89 40.3
E819 819-0004 Non 230 1 10.8 1.5 60 88 39.9
F819 819-0014 Non 230 3 8.2 1.5 60 91 / 99 41.0 / 44.0
J819 819-0013 Non 200 3 9.2 1.5 60 91 / 99 41.0 / 44.0
G819 819-0016 Non 460 3 4.2 1.5 60 91 / 99 41.0 / 44.0
BA819 819-0017 Non 575 3 3.2 1.5 60 91 41.0
WH820 820-0005 Auto 200-208 1 15.5 2.0 60 89 40.3
I820 820-0006 Non 200-208 1 15.5 2.0 60 88 39.9
WD820 820-0011 Auto 230 1 13.7 2.0 60 89 40.3
E820 820-0004 Non 230 1 13.7 2.0 60 88 39.9
F820 820-0008 Non 230 3 9.9 2.0 60 91 / 99 41.0 / 44.0
J820 820-0007 Non 200 3 11.0 2.0 60 91 / 99 41.0 / 44.0
G820 820-0009 Non 460 3 5.0 2.0 60 91 / 99 41.0 / 44.0
BA820 820-0010 Non 575 3 3.9 2.0 60 91 41.0
SK1691
(A) GRINDER PUMP STANDARD FEATURES:
• Tri-slice® two-bladed, high-torque cutter
• Scissor-style cutting action cuts solids down to 7/32"
and smaller
• 1-1/4" NPT vertical discharge
• Carbon/ceramic seal
• Thermal overload protection
• Engineered, glass-filled plastic impeller with
stainless steel insert
• Stainless steel cutter and plate
• Stainless steel motor shaft
• Stainless steel hardware
• 20' (6 m) power cord
Options:
 Extra length cords
____ 25' ____ 35' ____50'
(B) CONTROL PANELS & ALARM SYSTEMS
STANDARD PANEL FEATURES:
• NEMA 4x
• Hand-Off-Automatic (H.O.A.) selector switch
• Lockable hasp
• Audible and visual high water alarm switch with
silent switch
• Dry contacts
• Test switch for alarm and light
• UL listed
SIMPLEX PANELS: (For use with non-automatic pumps)
P/N 10-4463 1 Ph, 0-7.0 Amps
 P/N 10-4465 1 Ph, 7.0-15.0 Amps
 P/N 10-1078 3 Ph, 2.5-4.0 Amps, 200-460 V
 P/N 10-1080 3 Ph, 4.0-6.3 Amps, 200-460 V
 P/N 10-1082 3 Ph, 6.0-10.0 Amps, 200-460 V
 P/N 10-1083 3 Ph, 9.0-14.0 Amps, 200-460 V
 P/N 10-1134 3 Ph, 2.5-4.0 Amps, 575 V
DUPLEX PANELS: (For use with non-automatic pumps)
 P/N 10-4462 1 Ph, 0-7.0 Amps
 P/N 10-4464 1 Ph, 7.0-15.0 Amps
 P/N 10-1106 3 Ph, 2.5-4.0 Amps, 200-460 V
 P/N 10-1108 3 Ph, 4.0-6.3 Amps, 200-460 V
 P/N 10-1110 3 Ph, 6.0-10.0 Amps, 200-460 V
 P/N 10-1111 3 Ph, 9.0-14.0 Amps, 200-460 V
 P/N 10-1156 3 Ph, 2.5-4.0 Amps, 575 V
HIGH WATER ALARMS: (For use with automatic pumps)
All alarms come with 15' variable level float switch.
 P/N 10-0412 indoor only
 P/N 10-0623 indoor/outdoor
 P/N 10-0126 indoor/outdoor w/ dry alarm contacts
(C) FLOAT SWITCHES
• 3 float switches required for simplex applications
• 3 or 4 float switches required for duplex applications
• Weight optional for high water alarms
 P/N 10-0744 Float switch w/ 20' cord
 P/N 10-1878 Float switch w/ 35' cord
 P/N 10-1879 Float switch w/ 50' cord
 P/N 10-0689 Weight only
(D) JUNCTION BOXES (optional)
SIMPLEX SYSTEM:
 P/N 10-0579 Qwik Box, 115 Volt, 15 Amp Max.
 P/N 10-0580 Qwik Box, 230 Volt, 20 Amp Max.
 P/N 10-0647 For 3-float outdoor package
DUPLEX SYSTEM:
 P/N 10-0648 For 3-float systems
 P/N 10-0649 For 4-float systems
(E) PREPACKAGED INDOOR SYSTEM STANDARD EQUIPMENT
• Fiberglass basin w/ fiberglass anti-flotation ring
• Rust-resistant steel cover (epoxy coated)
• Inspection plate
• Pump access cover (2) for duplex
• (1) 3" Adaptaflex vent seal
• (1) 1-1/4" Adaptaflex discharge pipe seal
• Cord seal
• (1) 4" Adaptaflex inlet pipe seal (field-installed)
• Pump support hardware
• 1-1/4" NPT cast iron check valve (2) for duplex
• 1-1/4" PVC Ball valve (2) for duplex
SIMPLEX SYSTEM:
 P/N 32-0011 Automatic models
24" x 36" Fiberglass w/ inspection plate
DUPLEX SYSTEM:
 P/N 32-0009 30" x 36" Fiberglass w/ 3 float
inspection plate
 P/N 32-0010 30" x 36" Inspection plate basin w/
4 float inspection plate
PUMP SYSTEM COMPONENTS
© Copyright 2019 Zoeller® Co. All rights reserved.
502-778-2731 | 800-928-7867 | 3649 Cane Run Road | Louisville, KY 40211-1961 | zoeller.com
TYPICAL SIMPLEX INDOOR SYSTEM
PREPACKAGED AND JOB READY SYSTEMS - INDOOR
REQ.
Grinder (auto or nonauto)P/N _____________________ (A)
Control Panel or alarm P/N _____________________ (B)
Floats and weights P/N _____________________ (C)
Junction Box (optional)P/N _____________________ (D)
Basin, cover and hardware P/N _____________________ (E)
SILENCE
INPUT 1
POWER
ON
(FIELD INSTALLED)
ALARM
4" RUBBER INLET
PUMP SUPPORT
HARDWARE
OFF
24" NOMINAL
TO ALARM PANEL BALL VALVE
(FIELD INSTALLED)
GALVANIZED PIPE
1-1/4"
GALVANIZED PIPE
1-1/4"
2HP AUTOMATIC
GRINDER PUMP
1-1/4" GROMMET SEAL
(FIELD INSTALLED)
CAST IRON CHECK VALVE
1-1/4" FEMALE NPT
36"
1-1/4" PVC SLIP X SLIPOPTIONAL HIGH WATER ALARM
(FIELD INSTALLED)
PIPE SEAL
SK3110
© Copyright 2019 Zoeller® Co. All rights reserved.
502-778-2731 | 800-928-7867 | 3649 Cane Run Road | Louisville, KY 40211-1961 | zoeller.com
PREPACKAGED AND JOB READY SYSTEMS -
OUTDOOR
REQ.
Grinder (auto or nonauto)P/N ______________ (A)
Control panel/alarm system P/N ______________ (B)
Floats and weights P/N ______________ (C)
Junction Box (optional)P/N ______________ (D)
Basin, cover and rail system P/N ______________ (F)
TYPICAL SIMPLEX OUTDOOR SYSTEM
RLOUISVILLE, KY
SILENCE
INPUT 1
POWER
4" PIPE SEAL(FIELD INSTALLED)
2" PIPE SEAL(FIELD INSTALLED)
24" MIN.
FIBERGLASS AFD
1.25-2" Z-RAIL
2" CAST IRON CHECK VALVE
3/4" GUIDE RAILS
2" SCH. 80 BALL VALVE
2" FLEX BOOT FITTING
(LOCATION VARIES
WITH BASIN DEPTH)
FLOAT TREE ASSEMBLY
2HP GRINDER PUMP
2" PVC SCH. 80 PLBG.
1/8" 302 STAINLESS STEEL
LIFTING CABLE
ALARM
ON
OFF
SOLID FIBERGLASS COVER
HIGH WATER ALARM
OR SIMPLEX
CONTROL PANEL
(FIELD INSTALLED)
(F) PREPACKAGED OUTDOOR SYSTEM WITH Z-RAIL® TECHNOLOGY
• Fiberglass basin with fiberglass anti-flotation ring
• 2" Schedule 80 PVC discharge piping
• 1-1/4" x 2" Z-Rail® disconnect system, epoxy coated
ductile iron
• 3/4" Galvanized rail pipes
• Stainless steel lifting cable and bail
• 2" PVC ball valve (installed)
• 2" cast iron check valve (installed)
• Pre-wired PVC float tree
• (1) 4" rubber inlet pipe seal (field install)
• (1) 2" pipe seal (field install) for electrical conduit
• Solid fiberglass cover with Zoeller imprint
FIELD-ASSEMBLED
SYSTEM COMPONENTS
Z-Rail ® Disconnect System for 1-1/4" pump discharges (Rail System discharge is 2" NPT male thread)
Ductile iron construction
 P/N 39-0134 WGT. 43 lb (19.5 kg)
With stainless steel upper rail support
 P/N 39-0135 WGT. 43 lb (19.5 kg)
Stainless Steel Lifting Bail
 P/N 10-0789 Required
Intermediate Stabilizer Bracket for every 12' (3.7 m) of depth
Stainless steel construction
 P/N 39-0139 WGT. 6 lb (2.7 kg)
Check Valves
1-1/4" Cast iron NPT female
 P/N 30-0163 WGT. 7.5 lb (3.4 kg)
2" Cast iron NPT female
 P/N 30-0152 WGT. 10 lb (4.5 kg)
Ball Valves
1-1/4" Slip to slip
 P/N 30-0165 WGT. 2 lb (0.9 kg)
2" Slip to slip
 P/N 30-0167 WGT. 2.5 lb (1.1 kg)
Stainless Steel Lifting Cable
8' (2.4 m)
 P/N 39-0031 WGT. 1 lb (0.5 kg)
12' (3.7 m)
 P/N 39-0032 WGT. 1 lb (0.5 kg)
 24" x 48" (61 x 122 cm) P/N 33-2054
 24" x 60" (61 x 152 cm)P/N 33-2057
 24" x 72" (61 x 183 cm)P/N 33-2060
 24" x 84" (61 x 213 cm)P/N 33-2063
 24" x 96" (61 x 244 cm)P/N 33-2069
 24" x 108" (61 x 274 cm)P/N 33-2075
 24" x 120" (61 x 305 cm) P/N 33-2078
 30" x 48" (76 x 122 cm) P/N 33-2081
 30" x 60" (76 x 152 cm)P/N 33-2084
 30" x 72" (76 x 183 cm)P/N 33-2087
 30" x 84" (76 x 213 cm)P/N 33-2090
 30" x 96" (76 x 244 cm)P/N 33-2096
 30" x 108" (76 x 274 cm) P/N 33-2102
 30" x 120" (76 x 305 cm) P/N 33-2105
 36" x 48" (91 x 122 cm) P/N 33-2108
 36" x 60" (91 x 152 cm) P/N 33-2111
 36" x 72" (91 x 183 cm) P/N 33-2114
 36" x 84" (91 x 213 cm) P/N 33-2117
 36" x 96" (91 x 244 cm) P/N 33-2123
 36" x 108" (91 x 274 cm) P/N 33-2129
 36" x 120" (91 x 305 cm) P/N 33-2132
 48" x 48" (122 x 122 cm) P/N 33-2135
 48" x 60" (122 x 152 cm) P/N 33-2138
 48" x 72" (122 x 183 cm) P/N 33-2141
 48" x 84" (122 x 213 cm) P/N 33-2144
 48" x 96" (122 x 244 cm) P/N 33-2150
 48" x 108" (122 x 274 cm) P/N 33-2156
 48" x 120" (122 x 305 cm) P/N 33-2159
DUPLEX
SIMPLEX
OPTIONS
• Steel hatch cover
• Aluminum hatch cover
• Special sizes and configurations (consult factory)
BOUYANCY CALCULATIONS
For Tank:EZ Treat pods
TANK
Soil Depth = 3 ft
3 feet
Anti-bouyancy collars
Tank Width 7.50 ft
Tank Height 3.17 ft
Tank Length 16.13 ft
Volume of Tank 383.01 Cubic Feet
Tank Weight (dry)1,250 lbs
Up Force from Displaced Water: (assumes water to tank top) 23,861.5 Lbs
Minimum Tank Water Volume 0 gal
Weight of Water Permanently in Tank 0.0 lbs
Volume of Soil above Anti-bouyancy collars 290.25 Cubic Feet
Soil Density 115 lb/c.f.
Soil Weight 33379 lb
Down Force From Tank, Water and Soil: 34,628.8 Lbs
Factor of Safety:1.451242 -Factory of Safety OK
Predicted Height of Water at Tank for Bouyancy 4.60 ft
REUSE WASTEWATER SYSTEM
GENERAL CONSTRUCTION NOTES
A. NO CONSTRUCTION SHALL COMMENCE PRIOR TO A PRECONSTRUCTION MEETING WITH THE PROJECT ENGINEER, THE CONTRACTOR AND
A REPRESENTATIVE OF THE DEQ PRESENT.
B. ALL WORK AND MATERIALS MUST MEET OR EXCEED THE STANDARDS SET FORTH IN THE LAWS OF SEWAGE TREATMENT AND DISPOSAL
SYSTEMS SET FORTH BY THE N.C. DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES 15A NCAC 02T.
C. ALL ELECTRICAL & PLUMBING WORK SHALL MEET OR EXCEED N.C. BUILDING CODE AND BE APPROVED BY THE CITY/COUNTY BUILDING
INSPECTIONS.
D. ANY ALTERATIONS TO THE PLANS MUST BE APPROVED BY THE PROJECT ENGINEER AND THE DEQ.
E. CONTRACTOR SHALL COORDINATE WITH THE PROPER UTILITY COMPANIES AND GOVERNMENT AGENCIES PRIOR TO COMMENCEMENT OF
WORK. THE CONTRACTOR SHALL OBTAIN AND PAY FOR, PRIOR TO THE,BEGINNING OF ANY WORK, ALL PERMITS AND LICENSES
NECESSARY TO ACCOMPLISH THE WORK. PERMITS CAN INCLUDE, BUT ARE NOT LIMITED TO NCDOT ENCROACHMENT PERMIT, GRADING
PERMIT, EROSION CONTROL PERMIT, AND UTILITY COMPANY'S PERMIT FOR THE WORK TO BE PERFORMED ON THEIR RESPECTIVE
FACILITIES.
F. ANY CONTRACTOR PERFDRMING WORK ON THIS PROJECT SHALL FAMILIARIZE HIMSELF WITH THE JOB SITE AND LOCATION OF ALL
EXISTING FACILITIES AND UNDERGROUND UTILITIES SHOWN OR NOT SHOWN ON THESE PLANS. THE CONTRACTOR WILL BE
UNILATERALLY RESPONSIBLE FOR ANY DAMAGE DONE TO EXISTING FACILITIES AND UNDERGROUND UTILITIES THAT ARE SHOWN OR NOT
SHOWN ON THESE PLANS; AND IF DAMAGED, SHALL BE REPAIRED OR REPLACED TO THE SATISFACTION OF THE OWNER AT NO COST TO
THE OWNER.
G. PROTECT UNDERGROUND UTILITIES AND THEIR APPURTENANCES TO REMAIN ON SITE FROM DAMAGE DURING CONSTRUCTION
OPERATIONS. PROVIDE SHORING AND OTHER METHODS OF PROTECTIONS AS NEEDED TO ENSURE THE CONDITION AND OPERATION OF
THOSE UTILITIES TO REMAIN. CONTRACTOR SHALL CONFIRM AS ENCOUNTERED AND COORDINATE AS NECESSARY,
H. CONTRACTOR(S) SHALL BE RESPONSIBLE FOR ADEQUATE SUPERVISION TO PREVENT DAMAGE AND MOVEMENT FROM EQUIPMENT
WORKING AROUND CONSTRUCTION STAKES. THESE CONSTRUCTION STAKES SHALL REMAIN IN PLACE AND BE PROTECTED UNTIL OWNER
APPROVES THEIR REMOVAL. ANY STAKES THAT HAVE BEEN DISPLACED AS A RESULT OF CONSTRUCTION ACTIVITY ARE TO BE REPLACED
BY A LICENSED LAND SURVEYOR ENGAGED BY THE CONTRACTOR AT NO COST TO THE OWNER.
I. UPON COMPLETION OF THE WORK, THE CONTRACTOR SHALL CLEAN THE ENTIRE SITE OF ALL CONSTRUCTION RELATED MATERIAL OR
DEBRIS TO THE OWNERS SATISFACTION.
J. THE ENGINEER WILL NOT BE CONTINUOUSLY PRESENT IN THE FIELD. IT IS SPECIFICALLY UNDERSTOOD THAT HE DOES NOT UNDERTAKE
NOR ASSUME ANY OBLIGATION FOR SUPERVISION OF CONSTRUCTION, SAFETY MEASURES TAKEN DURING THE COURSE OF
CONSTRUCTION, RESPONSIBILITY FOR SCHEDULING THE WORK FOR INSURING COMPLETE COMPLIANCE WITH THE CONTRACT
DOCUMENTS AND/OR ALL CODE REQUIREMENTS, RULES AND REGULATION OF ANY PUBLIC OR PRIVATE AUTHORITY HAVING JURISDICTION
OVER THE WHOLE OR ANY PART OF THE WORK. IN ADDITION, THE ENGINEER NEITHER UNDERTAKES, ASSUMES, NOR GUARANTEES THE
WORK AND/OR PERFORMANCE OF THE CONTRACTOR.
K. NO PORTION OF THE SYSTEM MAY BE BACKFILLED UNTIL THE ENTIRE SYSTEM HAS BEEN APPROVED BY THE PROJECT ENGINEER.
L. THE PROJECT ENGINEER'S REPORT INCLUDE THE SPECIFICATIONS, TESTING REQUIREMENTS, SPECIFIED PRODUCT INFORMATION AND
CALCULATIONS. SPECIFICATIONS IN THE ENGINEER'S REPORT SUPERCEDED ANY INTERPRETED FROM THESE DRAWINGS.
M. THESE ENGINEERING DRAWINGS ARE INTENDED SPECIFICALLY AND SOLELY FOR PERMITTING OF THE WASTE WATER TREATMENT AND
IRRIGATION SYSTEM. OTHER PERMITTING DEALING WITH LAND DISTURBANCE OR OTHER IMPACTS MAY BE REQUIRED BUT ARE NOT
COVERED BY THE SCOPE OF THESE PLANS.
PROJECT SCOPE —NOTES
A. DESIGN FLOW OF 7,010 GPD BASED ON THE FOLLOWING:
- 2 WORK CAMP CABINS WITH 48 TENANTS EASH @ 60 GPD/WORKER = 5,760 GPD
- 50 DAYTIME EMPLOYEES AT 25 GPD/EMPLOYEE = 1,250 GPD
B. SYSTEM DESIGN INTENDED TO MEET 15A NCAC 02U RULES WITH TYPE 1 RECLAIMED STANDARDS.
C. TREATED WASTEWATER FROM WORK CAMP CABINS AND OFFICE FACILITIES IS TO BE TREATED AND INTEGRATED INTO THE
GREENHOUSE HYDROPONIC IRRIGATION SYSTEM.
GENERAL SURVEY NOTES
A. PROPERTY LINES AS PROVIDED BY THE PROJECT SURVEYOR.
B. CONTOURS SHOWN FROM CIVIL DESIGN DOCUMENTS.
C. PROPERTY ADDRESS: 648 LADSON RD. MILLS RIVER, NC 28759
D. HENDERSON COUNTY PIN: 9640-28-9092
E. DEED BOOK 3219, PAGE 404 HENDERSON COUNTY REGISTER
REQUIRED INSPECTION SCHEDULE
BY PROJECT ENGINEER
A. PRECONSTRUCTION MEETING.
B. HYDROSTATIC OR PNEUMATIC PRESSURE TESTING OF ALL SYSTEM COMPONENTS PRIOR TO BACKFILLING.
C. CONTRACTOR SHALL PROVIDE COMPONENT SUBMITTALS- INCLUDING, BUT NOT LIMITED TO: TANKS, PUMPS, CONTROL PANELS, FLOATS OR
PRESSURE BELL ASSEMBLIES, AND ANY OTHER PERTINENT ITEMS INSTALLED FOR THIS PROJECT. PACKAGE MUST BE SUBMITTED PRIOR TO
CONSTRUCTION FOR ITEMS REQUIRING SUBSTITUTION APPROVAL OR AT FINAL INSPECTION FOR ITEMS NOT CHANGED FROM APPROVED PLANS.
INVOICES, PACKING SLIPS OR DELIVERY CONFIRMATION PAPERWORK ARE ACCEPTABLE. FINAL ENGINEERING CERTIFICATION WILL NOT BE
RELEASED TO THE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT UNTIL THIS PACKAGE IS RECEIVED BY THE ENGINEER.
D. FINAL INSPECTION TO INCLUDE OPERATION OF ALL SYSTEM COMPONENTS.
BEFORE YOU DIG!
CALL 811
N.C. ONE -CALL CENTER
IT'S THE LAW!
GENERAL L 0 CA Tl'* MA
VICINITY MAa
HENDERSON COUNTY
DEVELOPER & APPLICANT:
CERVINI FARMS NORTH CAROLINA, INC.
OWNER0
:
2606778 US HOLDINGS, INC.
MAILING ADDRESS:
P.O. BOX 32660
DETROIT, MI 48232
ENGINEER:
BROOKS ENGINEERING ASSOCIATES, PA
SURVEYOR:
CONTACT INFO:
SAJEESH NAMBIAR
132 ELLIOTT ST.
LEAMINGTON, ON, N8H 1A4, CANADA
519-322-1959
[e-mail]
CONTACT INFO:
CHRIS CERVINI
132 ELLIOTT ST.
LEAMINGTON, ON, N8H 1A4, CANADA
519-322-1959
[e-mail]
CONTACT INFO:
MARK BROOKS
17 ARLINGTON STREET
ASHEVILLE, NC 28801
828-232-4700
[e-mail]
CONTACT INFO:
WAGGONER & RHODES LAND SURVEYORS, PLLC, LACY KENT RHODES
828-693-1022
SHEET INDEX
NO.: TITLE:
N-0 COVER
N-1.1 SITE MAP
N-1.2 OVERALL FACILITY PLAN
N-2 PROCESS OVERVIEW
N-3.1 COLLECTION SYSTEM LAYOUT & DETAILS
N-4.1 OVERALL SYSTEM LAYOUT
N-4.2 TREATMENT SYSTEM LAYOUT
N-4.3 UPSET POND LAYOUT
N-5.1 TREATMENT SYSTEM DETAIL
N-5.2 TREATMENT SYSTEM DETAIL
N-5.3 TREATMENT SYSTEM DETAIL
N-5.4 TREATMENT SYSTEM DETAIL
N-5.5 UPSET POND DETAIL
NO.: TITLE:
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. 1 PROPO - SED PHASE 1-A. 1-B, & 2 GREENHOUSE FACILITY, I Vill- — - I
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TREATMENT SCHEMATIC
ENGINEER'S NOTES:
1. THE EZ TREAT SYSTEM HAS ONE POD THAT FEEDS BACK TO RECIRCULATION
TANK. 1/3 OF SECOND POD GOES TO RECIRCULATION TANK WITH 2/3 GOING
TO BYPASS VALVE. TIMER SETTINGS FOR DOSING ARE 4 MINUTES ON / 25
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ALTERNATE.
2. THE DISC FILTRATION SYSTEM IS AN EZ-TREAT HEADWORKS BOX RATED AT
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LEGEND
SEPTIC /PUMP TANK
0
UPSET POND
pd
MANUAL GATE VALVE
D4
ELECTRICALLY ACTUATED VALVE
D4
MANUAL BALL VALVE
PUMP
BYPASS VALVE
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2070
2065
2060
2055
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2075
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2065
t.n
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W
J
Q
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Cn
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W
HORZ, SCALE: 1"=10'
LAKESIDE PRODUCE GREENHOUSE
AVG. FLOW = 4.9 GPM
PEAK FLOW = 9.8 GPM
PEAKING FACTOR = 2.0
8,000 GAL
SEPTIC TANK
WITH FILTER
81000 GAL
SEPTIC TANK
WITH FILTER
61500 GAL 30
EQ TANK GPM
TIME
EZ TREAT FILTER EZ TREAT FILTER
MEDIA PODS (2) MEDIA PODS (2)
� POD TO BYPASS 3 POD TO BYPASS
13 TO 100% RECYCLE l� TO 100% RECYCLE
�: WASTEWATER PROCESS SCHEMATIC
FLOW DIAGRAM
CLEAN EFFLUENT PROFILE
11500 GAL DISC FILTRATION UV
SYSTEM (2) TURBIDITY
PUMP TANK I METER TREATMENT
Boni inin Cl n r-onncn onn. I nQn n1 Tkll INLET SOLENOID VALVE
0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25
TURBID FLOW PROFILE
T,,,, ■,.. �, „�a POND INLET
2+25 2+50 3+00 3+25 3+50 3+75 4+00
2 WASTEWATER FLOW
"� "": HYDRAULIC PROFILE
2080
2075
2070
2065
2060
2055
4+25
NORMALLY FLOW
OPEN METER
If c%% i
7W 32 GPM
sC DEMAND DOSE
NORMALLY
CLOSED
2150
2145
2140
7-1
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WATER
NEMA I
4" RUB
2" TO
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FIBI
ANI
GRINDER PUMP PACKAGE-
ZOELLER 6820 WITH 3.5" IMPELLER.
DUPLEX GRINDER PUMP PACKAGE SYSTEM
DETAIL
^T" `'T'E AS SPECIFIED ON PLANS
CARRIER PIPE (PVC)
PIPE CLASS SPECIFIED
ON DWGS.
_... _._. EVATIONS
AND GRADES SPECIFIED
ON DWGS.
DIP ENCASEMENT
NYLOK FOAM PIPE INSULATION
"'WALL THICKNESS
OR APPROVED EQUAL
NYLOK FOAM PIPE INSULATION
'WALL THICKNESS
ENDS OF CASING TO
HAVE MASONRY SEAL
NOTE: WITH 8 THICKNESS
1. NYLOK PIPE INSULATION SHALL BE MINIMUM
USED FOR SUPPORT OF THE CARRIER
PIPE WITHIN THE CASING PIPE.
INSULATED PVC ENCASED IN DIP
DETAIL
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SYSTEM MANHOLE.
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KEYNOTES:
PROPOSED STANDARD 3 ' MANHOLE FOR RAW WASTEWATER INFLUENT FROM GRINDER PUMPS.
PROPOSED 6" SCH 40 PVC GRAVITY SEWER PIPE.
PROPOSED 8,000 GAL. SEPTIC TANK. SEE SHEET N-5.1 FOR DETAIL.
PROPOSED 4" SCH 40 PVC GRAVITY SEWER PIPE.
PROPOSED 6,500 GAL. EQUALIZATION TANK. SEE SHEET N-5.1 FOR DETAIL.
PROPOSED 2" SCH 40 FORCEMAIN FROM EQ TANK TO PROPOSED RECIRCULATION
TANK,
PROPOSED 5,000 GAL. RECIRCULATION TANK # 1. SEE SHEET N-5.2 FOR DETAIL.
PROPOSED 2" SCH 40 EZ-TREAT POD DOSING LINE.
PROPOSED EZ-TREAT MODEL BIG EZ 4L FILTER MEDIA POD. ALL EFFLUENT TO RETURN TO
RECIRC TANK. SEE SHEET N-5.2 FOR DETAIL.
PROPOSED 4" SCH 40 PVC GRAVITY PIPE FROM POD TO RECIRCULATION TANK.
PROPOSED EZ-TREAT MODEL BIG EZ 4L FILTER MEDIA POD WITH BAFFLE WALL. 3 OF EFFLUENT
TO RETURN TO RECIRC TANK. 3 OF EFFLUENT TO BYPASS VALVE. SEE SHEET N-5.2 FOR DETAIL.
PROPOSED 4" SCH 40 PVC GRAVITY PIPE FROM POD TO RECIRCULATION TANK BYPASS VALVE.
PROPOSED 5,000 GAL. RECIRCULATION TANK #2. SEE SHEET N-5.2 FOR DETAIL.
PROPOSED RECIRC TANK # 1 AND #2 CONTROL PANELS, CALCITE POD PUMP AND
EQ-TANK CONTROL PANELS. SEE SHEET N-5.4 FOR DETAIL.
PROPOSED EZ-TREAT CALCITE ALKALINITY FEED POD. SEE SHEET N-5.1 FOR DETAIL.
PROPOSED 4" SCH 40 PVC GRAVITY PIPE FROM ALKALINITY FEED TO EQ TANK.
PROPOSED 1,500 GAL. FILTER DOSE TANK WITH DUPLEX, TURBINE PUMP
SYSTEM. SEE SHEET N-5.3 FOR DETAIL.
PROPOSED TWO (2) 1.5" SCH 40 DOSING LINES FROM DOSE TANK TO DISC
FILTRATION UNITS,
PROPOSED DISC FILTRATION UNITS SET IN 30" RISER VAULT. SEE SHEET N-5.3 FOR DETAIL.
PROPOSED 1.5" SCH 40 FLUSHING LINE FROM DISC FILTRATION UNITS TO SEPTIC TANK # 1.
PROPOSED T-W x T-L x 4'-D PRECAST CONCRETE VAULT WITH STILLING BASIN AND V-NOTCH
WEIR. SEE SHEET N-5.3 FOR DETAIL.
PROPOSED UV DISINFECTION UNIT INSTALLED IN 4'-W x 6'-L x 6'-D PRECAST CONCRETE VAULT.
SEE SHEET N-5.3 FOR DETAIL.
PROPOSED 1,500 GAL. PUMP TANK. SEE SHEET N-5.3 FOR DETAIL.
PROPOSED 2" SCH 40 PVC FORCEMAIN WITH CONTINUOUS READ TURBIDITY CENSOR.
PROPOSED NORMALLY OPEN MANUAL BALL VALVE INSIDE STEEL VALVE VAULT (TYP.).
PROPOSED NORMALLY CLOSED MANUAL BALL VALVE INSIDE STEEL VALVE VAULT (TYP.).
PROPOSED NORMALLY OPEN ELECTRICALLY ACUATED SOLENOID VALVE INSIDE STEEL
VALVE VAULT (TYP.).
PROPOSED NORMALLY CLOSED ELECTRICALLY ACUATED SOLENOID VALVE INSIDE STEEL
VALVE VAULT (TYP.).
PROPOSED TOTALIZING FLOW METER IN VALVE VAULT (TYP.).
PROPOSED 2" SCH 40 PVC FORCEMAIN TO GREENHOUSE FACILITY'S TREATED IRRIGATION
WATER TANK,
PROPOSED DISC FILTER PUMP TANK, UV UNIT CONTROL PANEL, TURBIDITY METER, AND
PUMP TANK CONTROL PANEL. SEE SHEET N-5.4 FOR DETAIL.
PROPOSED 2" SCH 40 PVC FORCEMAIN TO UPSET POND.
PROPOSED 2" SCH 40 PVC EFFLUENT BY-PASS LINE TO MANHOLE.
PROPOSED MANUAL DRAIN VALVE SIZED TO RESTRICT FLOW ON 4" SCH 40 PVC GRAVITY LINE
FROM UPSET POND. SEE SHEET N-5.4 FOR DETAIL..
PROPOSED STAND-UP WATER SPIGOT WITH BACKFLOW PREVENTION ASSEMBLY.
SEE DETAIL ON SHEET N-5.4.
PROPOSED FENCING AROUND ENTIRE FACILITY WITH SIGNAGE INDICATING
ENTRY BY AUTHORIZED PERSONNEL ONLY. SEE SHEET N-5.5 FOR DETAIL.
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NCDEQ APPROVED 24" PRECAST RISER
BROUGHT TO A MINIMUM 6" ABOVE GROUND _
SURFACE. DIVERT SURFACE DRAINAGE AWAY
FROM RISER.
GROUND = 2,080' 1'..
..-
INLET INVERT =
2,074.31
NCDEQ APPROVED 24" PRECAST RISER
BROUGHT TO A MINIMUM 6" ABOVE GROUND
SURFACE. DIVERT SURFACE DRAINAGE AWAY
FROM RISER.
WATERTIGHT JOINT AROUND
RISER (TYP.)
NCDEQ APPROVED 24" PRECAST RISER
BROUGHT TO A MINIMUM 6" ABOVE GROUND
SURFACE. DIVERT SURFACE DRAINAGE AWAY
FROM RISER.
NCDEQ APPROVED 24" PRECAST RISER
BROUGHT TO A MINIMUM 6" ABOVE GROUND
SURFACE. DIVERT SURFACE DRAINAGE AWAY
FROM RISER.
WATERTIGHT JOINT AROUND
RISER (TYP.)
4 4
24" 4 24A.,
HANDLE MUST
EXTEND INTO 24"
a RISER
' e
4 •. •a 4 •
i
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• i
4
VENT
4" PVC VENT
INLETINVERT =.............................. .------------------..........
21074.01 a
•
•
24
73" (5) 6" DIA. HOLES POLYLOCK PL-525
SEALED RUBBER TANK BOOT .r 0 EFFLUENT FILTER 73„ (5) 6" DIA. HOLES
ON INLET AND OUTLET WITH CASE BALL
CONNECTIONS 0
STAND. 1/16" FILTER
(TYP. ALL TANKS) 0
• :264" 55" AUTO -SHUT-OFF •
55"
44" BALL 264"
4411
4 4" SCH 40 PVC STAND
INT. WIDTH = 120" PIPE (HOLES ARE TO
°• ' • 4 BE DRILLED IN THE Me INT. WIDTH = 120"
SCH 40 STAND PIPE 4..... ,' . It A. 4.
AT DEPTH INTERVAL
PROVIDE 6" OF WASHED STONE FOR TANK STABILIZATION- SHOWN)
EXTEND 6" ON ALL SIDES OF TANK FOOTPRINT- (TYPICAL ALL TANKS) PROVIDE 6" OF WASHED STONE FOR TANK STABILIZATION -
EXTEND 6" ON ALL SIDES OF TANK FOOTPRINT- (TYPICAL ALL TANKS)
TANK NOTES:
TANK NOTES:
1. PRECAST SEPTIC TANK SHALL BE CONSTRUCTED IN ACCORDANCE
WITH NCAC 18A.1954. DENR APPROVAL NO. SHALL BE STAMPED ON 1. PRECAST SEPTIC TANK SHALL BE CONSTRUCTED IN ACCORDANCE
TANK. WITH NCAC 18A.1954. DENR APPROVAL NO. SHALL BE STAMPED ON
TANK.
2. DELLINGER PRECAST 8,000 GAL. TRAFFIC RATED SEPTIC TANK
SHOWN. NCDENR APPROVAL NO. STB-580. 2. DELLINGER PRECAST 2,000 GAL. TRAFFIC RATED SEPTIC TANK
SHOWN. NCDENR APPROVAL NO. STB-445.
SHEETED OPEN
TRENCH I TRENCH
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BACKFILL MATERIAL
COMPACTED IN 6"
LIFTS
BACKFILL MATERIAL
COMPACTED IN 3"
LIFTS
UNUID 1 UMDCU
EARTH
OVERCUT EXCAVATION
/1- 1-", 8,000 GALLON SEPTIC
TANK DETAIL
SHEETED OPEN
TD cAlr"4u I TD cKlrlu
BACKFILL MATERIP
COMPACTED IN E
LIFT
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IN WET CONDITIONS
SHEETED OPEN
TRENCH
TRENCH
BACKFILL MATERIAL
.............................................................
COMPACTED IN 6"
.'........................................................'.'
............::::::::::::................................
LIFTS
'
' ' ' ' ' ' ' ' ' ' ' ' ' ' ' "':':':':':':.:':':.:.:':':':':.:':':':' . . ' ' ' ' ' ' ' ' .'.'" ' ' ' ' ":
24" MAX :' ':':':':':":':':"::':':':':' ':' 12" MAX'
......................................................
12" MIN ::::::::::::::::::::::::::::::::
:: 6" MIN :.
�PRINGLINEOF
PIPE
.....
...............
.......
ptiP� .................
WASHED
6" MIN
STONE
EMBEDMENT
ADDITIONAL WASHED STONE
o 0 0 0 0 0 0
/\
FOR UNDERCUT EXCAVATION
ONLY AS DIRECTED BY
ENGINEER\
UNDISTURBED
EARTH
UNDERCUT EXCAVATION
IN UNSTABLE SOILS TYPES
NOTES:
1. ALL PIPING TO HAVE TRACER WIRE.
2. CONSTRUCTION OF TRENCHES SHALL BE IN ACCORDANCE WITH THE LATEST OSHA
REGULATIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLIANCE WITH ALL
APPLICABLE REGULATIONS.
3. NO BOULDERS OR STONES IN EXCESS OF 2" IN SIZE SHALL BE USED AS PART OF THE
INITIAL BACKFILL.
4. BELL HOLES NOT SHOWN.
5. PIPE BEDDING MATERIAL SHALL CONSIST OF NATURAL GROUND; FREE OF ROCKS >
211, FROZEN GROUND, ORGANIC MATTER OR OTHER DELETERIOUS MATERIAL. IF
UNSUITABLE MATERIAL OR ROCK IS PRESENT IN THE TRENCH BOTTOM OR SIDE
WALLS, AN ADDITIONAL 3" SHALL BE EXCAVATED AND SHALL BE REPLACED WITH
GRAVEL OR CRUSHED STONE MEETING REQUIREMENTS OF ASTM C-33, GRADATION
#67 (3/411 TO NO. 4) OR BE A TYPE I OR II SOIL.
a PIPET ENCH
DETAIL
2� 8,000 GALLON SEPTIC
TANK DETAIL
2" VENT (OPTIONAL W/
CARBON FILTER)
E-Z TREAT POD FILTER
EIIIIIIIIIIZ TREAT FILTER POD MODEL 600
87.50"
No
PLAN VIEW
36" ALL AROUND
SELECT BACKFILL
FREE OF DEBRIS
`O 1 FTN_ C;RAnE
ALKALINITY
MEDIA - CALCITE
(MARBLE CHIPS)
FLOOR GRATE
POD BOTTOM
ELEV. = 2076A
'_ s ­"" EZMT EAT ALKALINITY FEED
------------
DETAIL
CONDUIT TO BE CONNECTED TO
CONTROL PANEL. SEE SHEET N-5.4
CONDUIT MUST BE SEALED WITH GAS -PROOF
SEALANT AT INLET AND OUTLET AT BOTH
JUNCTION BOX AND IN RISER. DO NOT USE
GALVANIZED PIPING FOR CONDUIT.
I —I I I„I I I, ,I I I. I I I' ' i I I;_
K15tK A5 NL
CHECK VALVE
ON VERTICAL PIPING
JUNCTION BOX- NEMA
4X- MOUNTED OUTSIDE
OF RISER, MIN. 1211
ABOVE FINISHED GRADE
3011 PRECAST SQUARE
RISER WITH ALUMINUM
HALIDAY HATCH
PLASTIC FLOAT CORD BRACKET
30"
Now
BALL VALVE
SCH 40 PVC
VALVE
'VC TEE
1.51, PVC
)N
SERIES PUMP
HANDLE MUST
EXTEND INTO 24" 2" SCH 40 PVC FORCE MAIN
RISER ELECTRICAL CONDUIT SEAL s'
, a
i
41, PVC
8"
INLET
1 CHECK VALVE
INVERT =
i f
2,073.7' • ° 32"
PEAK
• 3611 ENABLE
PVC 2" PIPING TO PUMP DISCHAGE
POLYLOCK PL-525 ALARM
EFFLUENT FILTER ASSEMBLY.
WITH CASE BALL 54 DOSE ZOELLER MIGHTY MATE E5/55 MODEL
:.
STAND. 1/32" FILTER :. ENABLE PUMPS. REFER TO SPECIFICATIONS.
i
(2) 12" DIA. HOLES
AUTO -SHUT-OFF
OFF
BALLa i
4 f 18"
4" SCH 40 PVC STAND
PIPE (HOLES ARE TO .: a-—
................
240 .
• BE DRILLED IN THE
INT. WIDTH = 120"
SCH 40 STAND PIPE 4. .. . I
AT DEPTH INTERVAL
SHOWN)
PROVIDE 6" OF WASHED STONE FOR TANK STABILIZATION- PUMP SYSTEM NOTES:
EXTEND 6" ALL SIDES OF TANK FOOTPRINT- (TYPICAL ALL TANKS)
1. DUPLEX TIME DOSE PUMP SYSTEM
TANK NOTES:
1. PRECAST REINFORCED PUMP TANK SHALL BE CONSTRUCTED IN 2. EQUALIZED DAILY FLOW RATE IS 7,010 GPD. PUMPS SHALL BE FIELD
TESTED BASED ON DRAWDOWN TEST FOR FLOW RATE CONFIRMATION.
ACCORDANCE WITH NCAC 18A.1954. DENR APPROVAL NO. SHALL BE TANK IS 42.3 GAL/IN.
STAMPED ON TANK.
2. DELLINGER PRECAST 6,500 GAL. TRAFFIC RATED PUMP TANK SHOWN. 3. TIMER SETTINGS ANTICIPATED TO BE: 23 MIN. ON/ 2 HR & 1 MIN. OFF NCDENR APPROVAL NO. PT-2030. TANK CAPACITY CALCULATED TO BE x 10 TIMES/DAY = 71010 GPD BASED ON 30 GPM.
124.68 GAL/IN.
3:1
TIME DEFAULT:
1. SETTINGS: 3 MINS. ON - 45 MINS. OFF
2. ADJUST AS NEEDED BASED ON ALKALINITY REQUIREMENTS.
'� 6,500 GALLON EQ=TANK
DETAIL
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MANUFACTURER NOTES,
1. NOTIFY UNDERGROUND UTILITIES LOCATOR PRIOR TO ANY
EXCAVATION. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF
ALL TRADES AND SUBCONTRACTORS. CONTRACTOR IS RESPONSIBLE
FOR FIELD VERIFYING ALL DIMENSIONS, ELEVATIONS, AND LOCATION
OF ALL EXISTING CONDITIONS AND UTILITIES.
2. ALL PIPING SHALL BE SCH 40 PVC UNLESS OTHERWISE NOTED ON
PLANS. ALL PVC PIPES SHALL BE BURIED A MINIMUM OF 3 FEET
UNLESS SHOWN OTHERWISE.
3. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE SOIL EROSION
AND SEDIMENTATION CONTROL REQUIREMENTS,
4. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE OSHA, NCDOT,
AND OTHER RELATED SAFETY REQUIREMENTS.
5. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ALL
CONSTRUCTION DAMAGE EXPEDITIOUSLY AND AT NO ADDITIONAL
COST TO THE OWNER.
6. PRE-TREATMNENT SHALL COMPLY WITH IWWS-2014-01-R2.
7. SEPTIC TANKS SHALL BE CONSTRUCTED WITH A BAFFLE WALL
DIVIDING THE TANK INTERIOR 2/3rd TO 1/3 rd. THE BAFFLE WALL
SHALL BE CONSTRUCTED TO PERMIT PASSAGE OF EFFLUENT
THROUGH A SLOT OR HOLES LOCATED BETWEEN 45 AND 55 PERCENT
OF THE INTERIOR DEPTH.
8. RECIRC TANKS SHALL BE ONE COMPARTMENT TANKS AS SHOWN.
NCDEQ APPROVED PUMP TANKS SHALL BE UTILIZED.
9. ALL TANKS SHALL HAVE A MINIMUM 28-DAY CONCRETE STRENGTH OF
4500 PSI.
10. TANKS SHALL MEET REINFORCING REQUIREMENTS TO ACCOMMODATE
300 POUNDS PER SQUARE FOOT. EITHER STEEL REINFORCING WIRE,
REBAR OR APPROVED FIBER MAY BE USED.
11. ALL SERVICE ACCESS OPENINGS WILL BE A MINIMUM OF 24 INCHES.
EXCEPTIONS MAY BE MADE ON A CASE BY CASE BASIS WITH
DELLINGER PRECAST INC'S PRIOR WRITTEN APPROVAL. ALL ACCESS
OPENINGS SHALL BE FITTED WITH DELLINGER PRECAST INC RISER
ASSEMBLIES RATE FOR H-20 LOADING. SERVICE ACCESS OPENINGS
FOR THE RE -CIRCULATION CYLINDER SHALL BE A 30-INCH OPENING
AND FITTED WITH AN DELLINGER PRECAST INC 30-INCH RISER
ASSEMBLY RATE FOR H-20 LOADING. TRAFFIC RATED TANKS SHALL
HAVE CONCRETE RISERS.
12. ALL TANKS AND EFFLUENT FILTERS SHALL BE APPROVED BY E-Z SET
AND ON -SITE WASTEWATER. EFFLUENT FILTERS SHALL BE SIZED FOR
DESIGN FLOW AND EXTEND DOWN TO BETWEEN 25 AND 40 PERCENT
OF LIQUID LEVEL.
13. ALL JOINTS (MID -SEAM, TOP -SEAM) SHALL BE SEALED USING
CONCRETE SEALANTS BUTYL SEALANT # CS-102 MEETING ASTM C-990.
14. TANKS SHALL BE LEAK -TESTED PRIOR TO SYSTEM START UP BY
APPLYING A VACUUM OF 5-INCHES OF MERCURY WITH RISER
ASSEMBLIES IN PLACE OR WITH APPROVAL BY E-Z SET, A 24-HOUR
STATIC WATER TEST, IN ACCORDANCE WITH ASTM STANDARDS.
15. ALL PIPE PENETRATIONS THROUGH PRECAST CONCRETE TANKS SHALL
BE PRESS -SEAL CAST -A -SEAL 402 RUBBER BOOTS AND GROUTED.
16. THE FILTER POD INVERT OUT SHALL BE A MINIMUM OF 6" ABOVE THE
INVERT IN OF THE RECIRCULATION TANK OR 1/4-INCH PER FOOT
SLOPE, WHICHEVER IS GREATER.
17. REFER TO APPLICABLE TANK CHART.
18. EZ TREAT TIMER SETTINGS PER MANUFACTURER RECOMMENDATIONS.
19. EZ TREAT DRIP TIMER SETTINGS ARE 10 MIN. ON, 100 MIN. OFF.
3' ANTI -
BUOYANCY COLLAR
STONE
12"
MIN.
i CIO^ TAII = 1 TAIL
SEPTIC AND PUMP TANK CHART
DELLINGER PRECAST TANKS
TANK CAPACITY (GALLONS)
51000
STATE APPROVAL NUMBER
PT-407
'W' WIDTH (INSIDE)
66"
'L' LENGTH (INSIDE)
15511
'D' DEPTH (INSIDE)
12411
13T�i ► � � � �T�
'J-II_111�
' X+ '-.~' wixi• "il"- \_ V I rIll..l, t/'.J/ J 1 VIVG
INV. = 2,161.7' BEDDING (TYP.)
SECTION'B'
D
SCALE: NTS
L'?
c SECTION'C'
SCALE: NTS
f"ucrry X I A I Xic
BAFFLE (IF REQL
SELECT BACKFILL
FREE OF DEBRIS
r3' ANTI-
BUOYANCY COLLAR
4"0 RETURN LINE (IF REQUIRED)
INV. = 21161.7
f" PVC LNU LAN NU I L: UU
JOT GLUE ONTO RISER PIPE
)RILL 1/4" VENT HOLE IN CAP
E" PVC RISER PIPE - EXTEND
kBOVE BOTTOM OF TANK LID
E" 900 BEND
I" TO FIELD DOSING TANK
=Z SET BYPASS VALVE
70 BE SET AT INFLUENT INVERT
kLL TANKS REQUIRE A
i" THICK STONE BASE
TYP)
c
ko
tUE UNION
)NNECTION
FROM PUMP 2" LINE TO FILTER
POD
o SECTION'D'
SCALE: NTS
2" FORCEMAIN FROM
EQ TANK
30" SQUARE RISER
WITH COVER
4
3011 SQUARE HALLIDAY
HATCH RISER SHALL BE -�
6" ABOVE EXISTING
GRADE
CHECK VALVE
BALL VALVE -
ce
CHECK VALVE _
ON POD DOSE u
LINE z
2" BALL VALVE
w
Li
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36"0 RISER WITH
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'L' SEE TANK CHART
PLAN
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3611 SQUARE RISER WITH
HALLIDAY HATCH (W1S3636)
GAS -PROOF SHALL BE 6" ABOVE EXISTING
SEALED OUTLET GRADE
CONDUIT TO CHECK VALVE
CONNECT TO
BALL VALVE
CONTROL PANEL.
SEE SHEET N-5.4
� EFFLUENT
BYPASS VALVE
SIMPLEX
STEP 30 TURBINE
PUMP
3611 SQUARE RISER -
WITH COVER
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SHALL BE 6" ABOVE
GAS -PROOF
EXISTING GRADE
SEALED OUTLET
CONDUIT TO
CONNECT TO
CHECK VALVE
BALL VALVE
CONTROL PANEL.
SEE SHEET N-5.4
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IiI-ITI ►T1-T •' - ..=III- -iI=ITI- ITI-T=T-ITI 11 11
=III=III=III=I I
2 SUPPLY TO 2 SUPPLY TO 2 SUPPLY TO
I -I I-) I -I I FILTER POD FILTER POD ALKALINITY FEED
.11 l=III=I I �.. s �� 50"
_
FULL UNION FROM BY PASS
2" FORCEMAIN FROM . ° °>
VALVE
EQ TANK FLOAT BRACKET
Now HIGH LEVEL
INV ELEV. (5) 6" DIA. HOLES 4" PVC CROSS TO DOSE TANK
21176.61 a SET AT SAME ELEVATIONS AS
WEIGHTED MERCURY
• INLET
0
FLOAT SWITCHES
° '�E-Z SET BYPASS VALVE
DOSE ACTIVATION
• F '�
REDUNDANT OFF _
° (2) 12" DIA. HOLES NOTE:
"
33
2424FACTORY TIMER SETTINGS
3 3 " "
FOR POD DOSING PUMPS:
ON: 4 MINS.
OFF: 25 MINS.
N d8` ° ',; `" .Fk ` .. ",b> ° .°°°_ "� '' a °' �& ° • , °$_ >° ° _ ' _ d � >
6"in I _j
DUPLEX STA-RITE STEP 1.5 HP 50
GPM TURBINE PUMP OR EQUAL
a SECTION"A'
SCALE: NTS
DUPLEX STA-RITE STEP 1.5 HP 50-/ SECTION
GPM TURBINE PUMP OR EQUAL
5,000 GALLON RECIRC TANK
DETAIL
I
'L' SEE TANK CHART
U
jN PLAN
NTS
36" RISER SHALL BE 6" ABOVE
EXISTING GRADE
GAS -PROOF
SEALED OUTLET
CONDUIT TO CHECK VALVE
CONNECT TO BALL VALVE -
CONTROL PANEL.
SEE SHEET N-5.4
SUPPLY
FILTER POD
TO FILTER PUMP TANK
50"
� EFFLUENT
BYPASS VALVE
�J
GAS -PROOF
SEALED OUTLET
CONDUIT TO
CONNECT TO
CONTROL PANEL
SEE SHEET N-5.4
��- 2" SUPPLY TO
FILTER POD
TO FILTER
PUMP TANK
FULL UNION
FLOAT BRACKET
4"
INV ELEV. _ (5) 6" DIA. HOLES 4" PVC CROSS TO DOSE TANK
21176.1TWO PAIR OF FLOATS: SET AT SAME ELEVATIONS AS
WEIGHTED MERCURY '
• • . 1 FOR MEDIA PODS INLET
1 FOR ALKALINTY POD FLOAT SWITCHES 0// c
'�E-Z SET BYPASS VALVE
DOSE ACTIVATION
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STEP 30 TURBINE PUMP
FOR ALKALINITY POD. SEPARATE
TIMER SETTINGS (REFER TO SPECS).
DUPLEX STA-RITE STEP 1.5 HP 50-'
GPM TURBINE PUMP OR EQUAL
5.000 GALLON RECIRC TANK
DETAIL
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RISER AS NOTED.
FLEX SCH 40 PVC , ' s ♦ ♦ . t 0
I I •
BALL VALVE 1 O
3 00 N
• ♦ STEEL WEIR PLATE WITH 300 V-NOTCH -w
1.511 PVC SET IN CONCRETE VAULT °
E.
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CHECK VALVE
ON VERTICAL PIPING F °
E
1.511 PVC 1.5" BIO-DISC 1.5" FORCEMAIN x �,
1.51, PVC -1.5 FILTER FROM DISC FILTER cf)U)
MAINLINE 1.5" FLUSH VALVE: `♦ °
JUNCTION BOX- NEMA �, Z Z �
4X- MOUNTED OUTSIDE NORMALLY OPEN ♦ > 3 6 0 -1 LJ N
OF RISER, MIN. 12" FULL UNION cn Q
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ABOVE FINISHED GRADE 3611 PRECAST SQUARE STARITE Imo- v
RISER WITH ALUMINUM MP FROM DOSING � _ � _r„. 1.5" PVC LINE TO ' , , �� � �� 0
SERIES PU TANK
HALIDAY HATCH TURBIDITY METER 1.5" FORCEMAIN 4 SCH 40 PVC GRAVITY m U °
1.5" FILTER FLUSH 6 SEWER LINE TO UV UNIT m v,
CONDUIT MUST BE SEALED WITH GAS -PROOF VALVE: FROM DISC FILTER ,. m °
SEALANT AT INLET AND OUTLET AT BOTH NORMALLY CLOSED \ LJ
PLASTIC FLOAT CORD BRACKET '
)UNCTION BOX AND IN RISER. DO NOT USE IPS FLEX PVC �° - � � m °
GALVANIZED PIPING FOR CONDUIT. RETURN T0�_ ca G'O Z Q
_ CONTROL CONDUIT TO CONTROL 36'� SEPTIC TANK �� O _ 0 •3
GROUND = 21080' PANEL. SEE SHEET N-5.4 BALL VALVE
�! _ _ 1.5" FILTER FLUSH > - Z
II III_III_IIi,;,lll.,;lll,. _ it _I I_ _ >
.' -11 �=1! I �-11• ,, ,; : I I � I I III.
LINE
• ,,�Tlf ail I �- SCH. 80 UNION (TYP.) LJ Lli°
24 f,. m O
Now
ELECTRICAL CONDUIT SEAL : PLAN VIEW •N
-' TWO (2) 1.511 SCH 40 PVC E
d • • :• • i d• .. • I I • TxT HALLIDAY HATCH LID (W257248)
• .. a.' ' : • 4 •. SPLIT SEAM ALUMINUM COVER
c
TOP VIEW •co
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4 PVC 0
6„ 30" RISER GRADE: 2,080.0' Z
INLET
• . . . .. 14" CHECK VALVE
INVERT =
21075.7° •4 38�� FINISH GRADE SCH. 80 UNION (TYP)
0, AR
C
42 ALARM 1.5" FIELD\`\ p�;.••� �S SIp ''••.�� 0
w'. <J. PEAK
PVC 2 PIPING TO PUMP DISCHAGE 1.5" PVC yvz
��
ENABLE ASSEMBLY. FLUSH VALVE o
MAINLINE STEEL WEIR PLATE WITH 30 V-NOTCH. ,
DOSE INVERT OF NOTCH TO MATCH TOP SE
rn
---------------------------------
60" DUPLEX STA-RITE STEP 30 0.5 HP 3
r ENABLE STAGE TURBINE PUMPS. REFER TO OF OUTLET PIPE. - 02 _
SPECIFICATIONS. FLOW `� 4'
• 1.5" BIO-DISC �' 11 .. -----------------•----------... --•• .--..-------- ---
(2) 10" DIA. HOLES
-1.5 FILTER 1.5 FORCEMAIN FROM DISC No
'� \
.. LNG
PVC LINE TO TURBIDITY FILTER ....IN... O \ z
c p Z
OFF METER INVERT EL.: 21078.3'
18} 4" SCH 40 PVC GRAVITY SEWER I I ► (n U
11 O
RETURN TO _91 1 IPS FLEX PVC
LINE TO UV UNIT W00.00
126' SEPTIC TANK 211 INVERT EL.: 21078.01 0 0
INT. WIDTH = 64 U.
• d . ... ,' .. d ' :: :• ... , ... • 1.5 PVC SCH. 80 Q 0
G 1 NEER
COUPLING AS UNION �,� �/�/ Z W
„ REQUIRED 1.5" FIELD � � � �
PROVIDE 6 OF WASHED STONE FOR TANK STABILIZATION- FLUSH VALVE �i1� Q
EXTEND 6" ALL SIDES OF TANK FOOTPRINT- (TYPICAL ALL TANKS) PUMP SYSTEM NOTES: FILTER FLUSH LINE o NORTH cn W
12 MIN. --►-) ry 0 J
TANK NOTES: 1. DUPLEX DEMAND DOSE PUMP SYSTEM.CD CAROLINA 0 W
DC
2. STA-RITE STEP 30 PUMPS.
1. PRECAST REINFORCED PUMP TANK SHALL BE CONSTRUCTED IN 3. PANELS AND ALL PUMP COMPONENTS PROVIDED BY EZ-TREAT. PROVIDE 6" OF WASHED STONE FOR VAULT STABILIZATION- c
ACCORDANCE WITH NCAC 18A.1954. DENR APPROVAL NO. SHALL BE 6 MIN. EXTEND 12" ON ALL SIDES OF VAULT FOOTPRINT ��Q 2� 0
STAMPED ON TANK.
�#C-3� z
SECTION VIEW
2. DELLINGER PRECAST 1,500 GAL. TRAFFIC RATED PUMP TANK SHOWN. WASHED #57 STONE
NCDENR APPROVAL NO. PT-555. TANK CAPACITY CALCULATED TO BE 34.91 (OR EQUAL)
GAL/IN.
- L�J
� �- m CO
.�-' O M E
pC7CJ D
D
SECTION VIEW 3r m .. o -� ° N I "-
a) U W i U) M (V
.> a Q N U N N
cn o O z ONO oo O
� � 00 � O
I �500 AL. PUMP TANK DETAIL 2 3TU BIDITY VAULT
I`X
N1S N-5�3 N1'S N-5�3 N1S N-5.3 D TAIL 0 Q _c U
DETAIL FOR DISC FILT TION a�
•0) m 3 U m
C) 0 U
RISER AS NOTED. W
FLEX SCH 40 PVC �--
Q
BALL VALVE _ C
6'
PVC TEE
1'-9.511
0 � '�
4
2" PVCNo. MIN
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:,•CCn r r r , �
CHECK VALVE
JUNCTION BOX- NEMA �r
4X- MOUNTED OUTSIDE ON VERTICAL PIPING
4" SCH 40 PVC GRAVITY 1 11 4" SCH 40 PVC GRAVITY
OF RISER, MIN. 12 Z
5 -1.5 SEWER LINE TO DOSE TANK "
SEWER LINE FROM MANHOLE FULL UNION �
ABOVE FINISHED GRADE 36 PRECAST SQUARE - �
RISER WITH ALUMINUM STARITE W
Y HATCH SERIES PUMP
HALIDA C W ♦ _
CONDUIT MUST BE SEALED WITH GAS -PROOF W
4" WELL CAP SEALANT AT INLET AND OUTLET AT BOTH
TO ACCESS LIGHT
JUNCTION BOX AND IN RISER. DO NOT USE PLASTIC FLOAT CORD BRACKET Z ' � W
GALVANIZED PIPING FOR CONDUIT.
PLAN VIEW CONTROL CONDUIT TO CONTROL 36" [� cz
GROUND = 2,080' PANEL. SEE SHEET N-5.4 BALL VALVE
11=1 I I�11E,LI,, -i=1 I I III -I 11- ' W
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ELECTRICAL CONDUIT SEAL
6'x4' HALLIDAY HATCH LID (W257248) 2" SCH 40 PVC FORCE MAIN -�
SPLIT SEAM ALUMINUM COVER " ` TO FLOW METER ANDLLJ H � �
d J
IRRIGATION SYSTEM TANK N--I U
GRADE: 2,080.01 4" PV U _ C FROM UV UNIT
91, (.l)
Q
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UV LIGHT BULB V-3.75" INVERT = z
(37 WATTS)
21077.1' 21" W
42�� ALARM
' � z
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PVC 2" PIPING TO PUMP DISCHAGE �=
ENABLE ASSEMBLY. O
6
60" DOSE DUPLEX STA-RITE STEP 50 1.5 HP 3
77, ENABLE STAGE TURBINE PUMPS. REFER TO z Q
-♦-- -�- SPECIFICATIONS. W
2 10" DIA. HOLES W
4" SCH 40 PVC GRAVITY OFF
4 SCH 40 PVC GRAVITY
SEWER LINE FROM MANHOLE 3'-1.75" 4'-6" SEWER LINE TO DOSE TANK
INVERT EL.: 2 077.2' INVERT EL.: 21077.21 18„ W
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126 H
INT. WIDTH = 64"
• • d i , •. • d • • ,, y e. d d • • ' a
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12" MIN.
PROVIDE 6 OF WASHED STONE FOR TANK STABILIZATION
D " ALL SIDES F TANK FOOTPRINT- TYPICAL ALL TANKS)PUMP SYSTEM NOTES: 0
EXTEND 6 S S O ( Q z
TANK NOTES: 1. DUPLEX DEMAND DOSE PUMP SYSTEM. 0
1, PROVIDE 6" OF WASHED STONE FOR VAULT STABILIZATION- _ w U
6 MIN. 1. PRECAST REINFORCED PUMP TANK SHALL BE CONSTRUCTED IN 2. STA RITE STEP 50 PUMPS. Q w z W
EXTEND 12 ON ALL SIDES OF VAULT FOOTPRINT 3. PANELS AND ALL PUMP COMPONENTS PROVIDED BY EZ-TREAT.
ACCORDANCE WITH NCAC 18A.1954. DENR APPROVAL NO. SHALL BE H V) 0
SECTION VIEW STAMPED ON TANK. � (n
W L� Lu
2. DELLINGER PRECAST 1,500 GAL. TRAFFIC RATED PUMP TANK SHOWN. ry
Q
NCDENR APPROVAL NO. PT-555. TANK CAPACITY CALCULATED TO BE 34.91 LLJ
GAL/IN. _
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4" UNION QUICK DISCONNECT 4" MANUAL CUTOFF (GATE) VALVE
4" MANUAL CUTOFF (GATE) VALVE PVC THREADED BUSHING
PVC THREADED BUSHING WITH "SEAL-TITE" CONNECTOR 0
LOCKING HOLE WITH "SEAL-TITE" CONNECTOR o �— N •;
4 PVC RETURN LINE BACK Z 0
TO BE LOCKED CHECK 4" SCH 40 PVC RETURN PIPE
GATE VALVE FROM WET WEATHER POND TO SEPTIC TANK #1
VALVE
FREEZELESS YARD HYDRANT ASSEMBLY HEATED / INSULATED
27-1/2 FIBERGLASS ENCLOSURE \\\\� ��•••C•AI� 0
FLOW �r ,•�
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