WQ0041643_Application_20200428

Initial Review
INITIAL REVIEW
Reviewer Thornburg, Nathaniel
Is this submittal an application? (Excluding additional information.)*
r Yes r No
Is this a complete
application?* Complete App Date
r Yes r No 04/28/2020
Project Number* WQ0041643
Applicant/Permittee The East Coast Migrant Head Start Project
Applicant/Permittee 2301 Sugar Bush Road, Suite 400 Raleigh, NC 27612
Address
Is the owner in BIMS? Is the facility in BIMS?
r Yes r No r Yes r No
Owner Type Organization
Facility Name East Coast at Montague WWTF
County Pender
Fee Category Fee Amount
Minor 810
Signature Authority
Signature Authority Title
Signature Authority Email
Document Type (if
non -application)
Email Notifications
Does this need review by the hydrogeologist?*
r Yes r No
Regional Office Wilmington
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
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 * James W. Holland
Email Address*
[e-mail]
Project Information
Submittal Type* r New Permit Application
r Renewal
r Annual Report
r Other
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 WQ0041643
currently has project
Phone Number*
9104098717
Applicant\Permittee * The East Coast Migrant Head Start Project
r Modification (Major or Minor)
r Additional Information
r Residual Annual Report
r High -Rate Infiltration
r Reclaimed Water
r Residuals
r Other
Applicant/Permittee 2301 Sugar Bush Road, Suite 400 Raleigh, NC 27612
Address*
Facility Name * East Coast at Montague
Please provide comments/notes on your current submittal below.
Please attach all information required or requested for this submittal to be review here.
Application Forma Engineering Rans, Specifications, Calculations, Etc.)
20200423_Signed and Sealed Package for
24.63MB
submission —Revised Applicant.pdf
Upload only 1 PDF document. NL@iple documents must be combined into one FCF 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
C"a"111f, W_ i_e
Submission Date 4/24/2020

A. APPLICATION COVER LETTER

Mr. Jon Risgaard
Land Application Unit
Unit Supervisor
NCDENR- Division of Water Quality
1636 Mail Service Center
Raleigh, NC 27699-1636
Re: Montague Wastewater Treatment Facilities
Dear Mr. Risgaard:
This cover letter is in regards to the desire for East Coast Migrant Head Start Project to obtain a permit
for the construction and operation of a wastewater treatment system for the treatment and disposal of
2,082 gallons per day. The items requested for permit action consist of the following components:
➢ The installation of a Wastewater Treatment system that allows for treatment of 2,082
gallons per day;
➢ The installation of an AquaPoint treatment system;
➢ Installation of drip irrigation for effluent utilization.
The above conditions will enable the East Coast Migrant Head Start Project at Montague residential
development and daycare center to utilize an infiltration basin for disposal of the effluent on the site.
This Permit Review Package is the culmination of diligent efforts of all parties involved and represents a
solution for the treatment and responsible management of wastewater associated with the
development.
The following is an outline of the included components of the Application Package:
A. Application Form: (Attached)
B. Watershed Classification Attachment: (Attached)
C. Application Fee: $810.00 check payable to NCDENR (Attached)
D. Cover Letter: (Attached)
E. Property Ownership Documentation: (Attached)
F. Environmental Assessments: Not Applicable
G. Certificates of Public Convenience and Necessity: Not Applicable
H. Operational Agreements: (Attached)
I. Analysis of Wastewater: Not Applicable
J. Soil Evaluation: (Attached)
K. Water Balance: (Attached)
L. Agronomist Evaluation: (Attached)
M. Hydrogeologic Report: Not Applicable
N. Detailed Plans: (Attached)
O. Site Map: (Attached)
P. Specifications: (Attached)
Q. Engineering Calculations: (Attached)
R. Reliability: (Attached)
S. Operations and Maintenance Plan: (Attached)
T. Residuals Management Plan: Not Applicable

U. General: See Attached Plans
If upon receipt and review of this application package, you should have any questions, comments or
concerns, please do not hesitate to contact me at your earliest convenience. Otherwise, I look forward
to your response and issuance of the requested permit.
Regards,
doJaoi6es W. Holland, PE
ct Manager
W.K. Dickson & Co., Inc
Office: 704-334-5348

B. APPLICATION FEE
Enclosed, please find a check made payable to North Carolina Department of
Environmental Quality (NCDEQ) in the amount of eight -hundred and ten dollars
($810.00), in accordance with the Department's Standard Review Fees, a copy of which
is also enclosed.

C. APPLICATION FORM WWIS 06-16
The appropriately executed Wastewater Irrigation Systems (Form: WWIS 06-16)
application is enclosed.
Documentation that the applicant is registered for business in the State of North
Carolina is enclosed.

State of North Carolina
DWR
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0500 — WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION
Plans, specifications and supporting documents shall be prepared in accordance with 15A NCAC 02H .0400 (if necessary), 15A
NCAC 02L .0100, 15A NCAC 02T .01009 15A NCAC 02T .0700, Division Policies and good engineering practices. Failure to
submit all required items will necessitate additional processing and review time.
For more information, visit the Water Quality Permitting Section's Non -Discharge Permitting Unit website
General — When submitting an application to the Water Quality Permitting Section's Non -Discharge Permitting Unit, please use the
following instructions as a checklist in order to ensure all required items are submitted. Adherence to these instructions and checking
the provided boxes will help produce a quicker review time and reduce the amount of requested additional information.
Unless otherwise noted, the Applicant shall submit one original and two copies of the application and supporting documentation.
A. Cover Letter (All Application Packages):
® List all items included in the application package, as well as a brief description of the requested permitting action.
B. Application Fee (All New and Major Modification Application Packages):
® Submit a check, money order or electronic funds transfer made payable to: North Carolina Department of Environmental
Quality (NCDEQ). The appropriate fee amount for new and major modification applications may be found at: Standard Review
Project Fees.
C. Wastewater Irrigation Systems (FORM: WWIS 06-16) Application (All Application Packages):
® Submit the completed and appropriately executed Wastewater Irrigation Systems (FORM: WWIS 06-16) application. Any
unauthorized content changes to this form shall result in the application package being returned. If necessary for clarity or due
to space restrictions, attachments to the application may be made, as long as the attachments are numbered to correspond to the
section and item to which they refer.
® If the Applicant Type in Item I.2. is a corporation or company, provide documentation it is registered for business with the
North Carolina Secretary of State.
❑ If the Applicant Type in Item I.2. is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of Deeds in
the county of business.
® 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 12 of the application shall be signed, sealed and dated by a North Carolina
licensed Professional Engineer.
® The Applicant's Certification on Page 12 of the application shall be signed in accordance with 15A NCAC 02T .0106(b). Per
15A NCAC 02T .0106(c), an alternate person may be designated as the signing official if a delegation letter is provided from
a person who meets the criteria in 15A NCAC 02T .0106(b).
❑ If this project is for a renewal without modification, use the Non -Discharge System Renewal (FORM: NDSR) application.
D. Property Ownership Documentation (All Application Packages):
➢ Per 15A NCAC 02T .0504(fl, the Applicant shall demonstrate they are the owner of all property containing the wastewater
treatment, storage and irrigation facilities:
® Legal documentation of ownership (i.e., GIS, deed or article of incorporation), or
❑ Written notarized intent to purchase agreement signed by both parties with a plat or survey map, or
❑ Written notarized lease agreement that specifically indicates the intended use of the property and has been signed by both
parties, as well as a plat or survey map. Lease agreements shall adhere to the requirements of 15A NCAC 02L .0107.
® Provide all agreements, easements, setback waivers, etc. that have a direct impact on the wastewater treatment, conveyance,
storage and irrigation facilities.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 1 of 6

E. Soil Evaluation (All Application Packages that include new irrigation sites):
® Per 15A NCAC 02T .0504(b) and the Soil Scientist Evaluation Policy, submit a detailed soil evaluation that has been signed,
sealed and dated by a North Carolina Licensed Soil Scientist and includes at a minimum:
® The report shall identify all the sites/fields with project name, location, and include a statement that the sites/fields were
recommended for the proposed land application activity.
® Field delineated detailed soils map meeting all of the requirements of the Soil Scientist Evaluation Policy.
® Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Policy.
® Provide all soil boring logs performed at the site.
® Standard soil fertility analysis conducted no more than one year prior to permit application for each map unit in the soil
map legend for the following parameters:
❑ Acidity ❑ Exchangeable sodium percentage (by calculation) ❑ Phosphorus
❑ Base saturation (by calculation) ❑ Magnesium ❑ Potassium
❑ Calcium ❑ Manganese ❑ Sodium
❑ Cation exchange capacity ❑ Percent humic matter ❑ Zinc
❑ Copper ❑ pH
➢ Saturated hydraulic conductivity (KSAT) data that shall include at a minimum:
® A minimum of three KsAT tests shall be conducted in the most restrictive horizon for each soil series in the soil map.
® All KsAT tests shall be conducted in areas representative of the site.
® All KsAT tests shall be run until steady-state equilibrium has been achieved.
® All collected KsAT data shall be submitted, including copies of field worksheets showing all collected readings.
® Submit a soil profile description for each KsAT data point that shall extend at least one foot below the tested horizon.
➢ Soil evaluation recommendations shall include at a minimum:
® A brief summary of each map unit and its composition and identification of minor contrasting soils.
® Maximum irrigation precipitation rate (in/hr) for each soil/map unit within the proposed irrigation areas.
® Seasonal irrigation restrictions, if appropriate.
® Identification of areas not suitable for wastewater irrigation.
® Recommended geometric mean KsAT rate to be used in the water balance for each soil/map unit based upon in -situ
measurement of the saturated hydraulic conductivity from the most restrictive horizon.
® Recommended drainage coefficient to be used in the water balance based upon comprehensive site evaluation, review
of collected onsite data, minor amounts of contrasting soils and the nature of the wastewater to be applied.
® Recommended annual hydraulic loading rate (in/yr) for each soil/map unit within the proposed irrigation areas based
upon in -situ KsAT measurements form the most restrictive soil horizon.
NOTE — If the soil evaluation was performed more than one year prior to the submittal of this application package, a statement shall
be included indicating that the site has not changed since the original investigation.
F. Agronomist Evaluation (All Application Packages that include new irrigation sites or new crops for existing irrigation sites):
® Per 15A NCAC 02T .0504(i), submit an agronomist evaluation that has been signed, sealed and dated by a qualified professional
and includes at a minimum:
® Proposed nutrient uptake values for each cover crop based upon each field's dominant soil series and percent slope.
® Plant available nitrogen calculations for each cover crop using the designed effluent concentrations in Application Item
V.1. and proposed mineralization and volatilization rates.
® Historical site consideration, soil binding and plant uptake of phosphorus.
® Seasonal irrigation restrictions, if appropriate.
® A clear and reproducible map showing all areas investigated and their relation to proposed fields and crops.
® Maintenance and management plan for all specified crops.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 2 of 6

G. Hydrogeologic Report (All Application Packages treating industrial waste or having a design flow over 25,000 GPD):
❑ Per 15A NCAC 02T .0504(e), the Hydrogeologic Investigation and Reporting Policy, the Groundwater Modeling Policy and
the Performance and Analysis of Aquifer Slug Tests and Pumping Tests Policy, submit a detailed hydrogeologic description
that has been signed, sealed and dated by a qualified professional and includes at a minimum:
❑ A hydrogeologic description to a depth of 20 feet below land surface or bedrock, whichever is less. A greater depth of
investigation is required if the respective depth is used in predictive calculations.
❑ Representative borings within the irrigation areas and all proposed earthen impoundments.
❑ A description of the regional and local geology and hydrogeology.
❑ A description, based on field observations of the site, of the site topographic setting, streams, springs and other groundwater
discharge features, drainage features, existing and abandoned wells, rock outcrops, and other features that may affect the
movement of the contaminant plume and treated wastewater.
❑ Changes in lithology underlying the site.
❑ Depth to bedrock and occurrence of any rock outcrops.
❑ The hydraulic conductivity and transmissivity of the affected aquifer(s).
❑ Depth to the seasonal high water table (SHWT).
❑ A discussion of the relationship between the affected aquifers of the site to local and regional geologic and hydrogeologic
features.
❑ A discussion of the groundwater flow regime of the site prior to operation of the proposed facility and post operation of
the proposed facility focusing on the relationship of the system to groundwater receptors, groundwater discharge features,
and groundwater flow media.
❑ If the SHWT is within six feet of the surface, a mounding analysis to predict the level of the SHWT after wastewater
application.
H. Water Balance (All Application Packages that include new or modified irrigation sites, changes in flow or changes in storage):
® Per 15A NCAC 02T .0504(k) and the Water Balance Calculation Policy, submit a water balance that has been signed, sealed
and dated by a qualified professional and includes at a minimum:
® At least a two-year iteration of data computation that considers precipitation into and evaporation from all open atmosphere
storage impoundments, and uses a variable number of days per month.
® Precipitation based on the 80' percentile and a minimum of 30 years of observed data.
® Potential Evapotranspiration (PET) using the Thomthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
® Soil drainage based on the geometric mean of the in -situ KSAT tests in the most restrictive horizon and a drainage coefficient
ranging from 4 to 10% (unless otherwise technically documented).
➢ Other factors that may restrict the hydraulic loading rate when determining a water balance include:
® Depth to the SHWT and groundwater lateral movement that may result in groundwater mounding.
❑ Nutrient limitations and seasonal application times to ensure wastewater irrigation does not exceed agronomic rates.
❑ Crop management activities resulting in cessation of irrigation for crop removal.
NOTE — Wastewater Irrigation Systems serving residential facilities shall have a minimum of 14 days of wet weather storage.
L Engineering Plans (All Application Packages):
® Per 15A NCAC 02T .0504(c)(1), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer, and shall include at a minimum:
® Table of contents with each sheet numbered.
® A general location map with at least two geographic references and a vicinity map.
® A process and instrumentation diagram showing all flow, recycle/return, aeration, chemical, electrical and wasting paths.
® Plan and profile views of all treatment and storage units, including their piping, valves, and equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), as well as their dimensions and elevations.
® Details of all piping, valves, pumps, blowers, mixers, diffusers, recording devices, fencing, auxiliary power, etc.
® A hydraulic profile from the treatment plant headworks to the highest irrigation point.
® The irrigation area with an overlay of the suitable irrigation areas depicted in the Soil Evaluation.
® Each nozzle/emitter and their wetted area influence, and each irrigation zone labeled as it will be operated.
® Locations within the irrigation system of air releases, drains, control valves, highest irrigation nozzle/emitter, etc.
® For automated irrigation systems, provide the location and details of the precipitation/soil moisture sensor.
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the plans may be
labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 3 of 6

Specifications (All Application Packages):
® Per 15A NCAC 02T .0504(c)(2), submit specifications that have been signed, sealed and dated by a North Carolina licensed
Professional Engineer, and shall include at a minimum:
® Table of contents with each section/page numbered.
® Detailed specifications for each treatment/storage/irrigation unit, as well as all piping, valves, equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), nozzles/emitters, precipitation/soil moisture sensor (if applicable),
audible/visual high water alarms, liner material, etc.
® Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
® Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
❑ Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc.)
® Means for ensuring quality and integrity of the finished product, including leakage, pressure and liner testing.
® Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY,
NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the
specifications may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
K. Engineering Calculations (All Application Packages):
❑ Per 15A NCAC 02T .0504(c)(3), submit engineering calculations that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer, and shall include at a minimum:
® Hydraulic and pollutant loading calculations for each treatment unit demonstrating how the designed effluent
concentrations in Application Item V.1. were determined.
® Sizing criteria for each treatment unit and associated equipment (i.e., blowers, mixers, flow meters, pumps, etc.).
® Total and effective storage calculations for each storage unit.
® Friction/total dynamic head calculations and system curve analysis for each pump used.
® Manufacturer's information for all treatment units, pumps, blowers, mixers, diffusers, flow meters, irrigation system, etc.
® Flotation calculations for all treatment and storage units constructed partially or entirely below grade.
® A demonstration that the designed maximum precipitation and annual loading rates do not exceed the recommended rates.
❑ A demonstration that the specified auxiliary power source is capable of powering all essential treatment units.
L. Site Map (All Application Packages):
® Per 15A NCAC 02T .0504(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer and/or Professional Land Surveyor, and shall include at a minimum:
® A scaled map of the site with topographic contour intervals not exceeding 10 feet or 25 percent of total site relief and
showing all facility -related structures and fences within the wastewater treatment, storage and irrigation areas.
® Soil mapping units shown on all irrigation sites.
® The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial), springs, lakes, ponds, and other surface drainage features within 500 feet of all wastewater treatment, storage
and irrigation sites.
® Delineation of the compliance and review boundaries per 15A NCAC 02L .0107 and .0108, and 15A NCAC 02T .0506(c)
if applicable.
® Setbacks as required by 15A NCAC 02T .0506.
® Site property boundaries within 500 feet of all wastewater treatment, storage and irrigation sites.
® All habitable residences or places of public assembly within 500 feet of all treatment, storage and irrigation sites.
NOTE — For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
M. Power Reliability Plan (All Application Packages):
® Per 15A NCAC 02T .0505(1), submit documentation of power reliability that shall consist of at a minimum:
❑ An automatically activated standby power supply onsite that is capable of powering all essential treatment units under
design conditions, OR
➢ Approval from the Director that the facility:
® Serves a private water distribution system that has automatic shut-off during power failures and has no elevated water
storage tanks,
® Has sufficient storage capacity that no potential for overflow exists, and
® Can tolerate septic wastewater due to prolonged detention.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 4 of 6

N. Operation and Maintenance Plan (All Application Packages):
® Per 15A NCAC 02T .0507, submit an operation and maintenance (O&M) plan encompassing all wastewater treatment, storage
and irrigation systems that shall include at a minimum a description of-
® Operation of the wastewater treatment, storage and irrigation systems in sufficient detail to show what operations are
necessary for the system to function and by whom the functions are to be conducted.
® Anticipated maintenance of the wastewater treatment, storage and irrigation systems.
® Safety measures, including restriction of access to the site and equipment.
® Spill prevention provisions such as response to upsets and bypasses, including how to control, contain and remediate.
® Contact information for plant personnel, emergency responders and regulatory agencies.
NOTE — A final O&M Plan shall be submitted with the partial and/or final Engineering Certification required under 15A NCAC
02T .0116, however, a preliminary O&M Plan shall be submitted with each application package.
O. Residuals Management Plan (All Application Packages with new, expanding or replacement wastewater treatment systems):
® Per 15A NCAC 02T .0504(i) and .0508, submit a Residuals Management Plan that shall include at a minimum:
® A detailed explanation of how generated residuals (including trash, sediment and grit) will be collected, handled, processed,
stored, treated, and disposed.
❑ An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
❑ A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil/grease removal and collection are a designed unit process, submit an oil/grease disposal plan detailing how the
oil/grease will be collected, handled, processed, stored and disposed.
NOTE — Per 15A NCAC 02T .0505(o), a minimum of 30 days of residual storage shall be provided.
NOTE — Per 15A NCAC 02T .0504(i), a written commitment to the Applicant from a Permittee of a Department approved residuals
disposal/utilization program is not required at the time of this application, however, it shall be provided prior to operation of any
permitted facilities herein.
NOTE — If an on -site restaurant or other business with food preparation is contributing wastewater to this system, an oil/grease
disposal plan shall be submitted.
P. Additional Documentation:
➢ Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
❑ Per 15A NCAC 02T .0115(a)(1) and .0504(a), provide the Certificate of Public Convenience and Necessity from the North
Carolina Utilities Commission demonstrating the Applicant is authorized to hold the utility franchise for the area to be
served by the wastewater treatment and irrigation system, or
❑ Provide a letter from the North Carolina Utilities Commission's Water and Sewer Division Public Staff stating an
application for a franchise has been received and that the service area is contiguous to an existing franchised area or that
franchise approval is expected.
➢ Existing Permit (All Modification Packages):
❑ Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the permit modification
(i.e., compliance schedules, permit description, monitoring, permit conditions, etc.).
➢ Final Environmental Document (All Application Packages using public monies or lands subject to the North Carolina
Environmental Policy Act under 15A NCAC 01C.0100 to .0400):
❑ Per 15A NCAC 02T .0105(c)(4), submit one copy of the environmental assessment and three copies of the final
environmental document (i.e., Finding of No Significant Impact or Record of Decision).
❑ Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the wastewater treatment and irrigation system.
➢ Floodway Regulation Compliance (All Application Packages where any portion of the wastewater treatment, storage and
irrigation system is located within the 100-year floodplain):
❑ Per 15A NCAC 02T .0105(c)(8), provide written documentation from all local governing entities that the facility is in
compliance with all local ordinances regarding construction or operation of wastewater treatment and/or disposal facilities
within the floodplain.
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P. Additional Documentation (continued):
➢ Operational Agreements (All Application Packages for Home/Property Owners' Associations and Developers of lots to be
sold):
➢ Home/Property Owners' Associations
❑ Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreement (FORM: HOA).
❑ Per 15A NCAC 02T .0115(c), submit the proposed or approved Articles of Incorporation, Declarations and By-laws.
➢ Developers of lots to be sold
® Per 15A NCAC 02T .0115(b), submit the properly executed Operational Agreement (FORM: DEV).
➢ Threatened or Endangered Aquatic Species Documentation (All Application Packages):
® Per 15A NCAC 02T .0105(c)(10), submit documentation from the Department's Natural Heritage Program demonstrating
the presence or absence of threatened or endangered aquatic species within the boundary of the wastewater treatment,
storage and irrigation facilities.
❑ If the facility directly impacts such species, this documentation shall provide information on the need for permit conditions
pursuant to 15A NCAC 02B .0110.
➢ Wastewater Chemical Analysis (All Application Packages treating Industrial Waste):
❑ Per 15A NCAC 02T .0504(h), provide a complete Division certified laboratory chemical analysis of the effluent to be
irrigated for the following parameters (For new facilities, an analysis from a similar facility's effluent is acceptable):
❑ Ammonia Nitrogen (NH3-N) ❑ Nitrate Nitrogen (NOs-N) ❑ Total Organic Carbon
❑ Calcium ❑ pH ❑ Total Phosphorus
❑ Chemical Oxygen Demand (COD) ❑ Phenol ❑ Total Trihalomethanes
❑ Chloride ❑ Sodium ❑ Total Volatile Organic Compounds
❑ Fecal Coliform ❑ Sodium Adsorption Ratio (SAR) ❑ Toxicity Test Parameters
❑ 5-day Biochemical Oxygen Demand (BOD5) ❑ Total Dissolved Solids
❑ Magnesium ❑ Total Kjeldahl Nitrogen (TKN)
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617
TELEPHONE NUMBER: [phone]
By Courier/Special Delivery:
512 N. SALISBURY ST.
RALEIGH, NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 6 of 6

State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
15A NCAC 02T .0500 — WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources FORM: WWIS 06-16
L APPLICANT INFORMATION:
1. Applicant's name: The East Coast Migrant Head Start Project
2. Applicant type: ❑ Individual ® Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State ❑ Municipal ❑ County
3. Signature authority's name: Steven C. Mayne per 15A NCAC 02T .0106(b) Title: CFO
4. Applicant's mailing address: 2301 Sugar Bush Road, Suite 400.
City: Raleigh State: NC Zip: 27612-
5. Applicant's contact information:
Phone number: [phone] Email Address: smaynegECMHSP.org
IL FACILITY INFORMATION:
1. Facility name: East Coast At Montague
2. Facility status: Proposed
3. Facility type: Minor (< 10,000 GPD or < 300 disposal acres)
4. Facility's physical address: Montague Road
City: Currie State: NC Zip: 28435- County: Pender
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 34.443' Longitude:-78.051'
Datum: Unknown Level of accuracy: Unknown Method of measurement: Geodetic quality GPS survey
6. USGS Map Name: Google Earth
III. CONSULTANT INFORMATION:
1. Professional Engineer: James HollandLicense Number: 33716
Firm: W.K. Dickson
Mailing address: 1213 W. Morehead Street, Suite 300
City: Charlotte State: NC
Zip: 28208-
Phone number: [phone]
Email Address: jhollandkwkdickson.com
2. Soil Scientist: Walter Giese, LSS
License Number: 1274
Firm: Applied Resource Management, PC
Mailing address: PO Box 882
City: Hampstead State: NC
Zip: 28443-
Phone number: [phone]
Email Address: wdgiesekgmail.com
3. Geologist: NA
License Number:
Finn:
Mailing address:
City: State:
Zip: -
Phone number: (_) _-
Email Address:
4. Agronomist: Walter Geise, LSS
Firm: Applied Resource Management, PC
Mailing address: PO Box 882
City: Hampstead State: NC
Zip: 28443-
Phone number: [phone]
Email Address: wdgiese&gmail.com
FORM: WWIS 06-16 Page 1 of 12

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100:
1. Application type: ® New ❑ Major Modification ❑ Minor Modification
If a modification, provide the existing permit number: WQ00 and most recent issuance date:
2. Application fee: $810 -Standard -Minor Facility -New Permit
3. Does this project utilize public monies or lands? ❑ Yes or ® No
If yes, was an Environmental Assessment required under 15A NCAC 01C? ❑ Yes or ❑ No
If yes, which final environmental document is submitted? ❑ Finding of No Significant Impact or ❑ Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility:
4. What is the status of the following permits/certifications applicable to the subject facility?
Permit/Certification
Date
Submitted
Date
Approved
Permit/Certification
Number
Agency Reviewer
Collection System (Q > 200,000 GPD)
N/A
Dam Safety
N/A
Erosion & Sedimentation Control Plan
By Others
Nationwide 12 / Section 404
N/A
Pretreatment
N/A
Sewer System
N/A
Stormwater Management Plan
6/20/18
In Review
SW8050118
Alida Lewis
Wetlands 401
Other:
5. What is the wastewater type? ® Domestic or Industrial (See 15A NCAC 02T .0103(20))
Is there a Pretreatment Program in effect? ❑ Yes or ❑ No
Has a wastewater chemical analysis been submitted'? ❑ Yes or ❑ No
6. Wastewater flow: 2,082 GPD
Limited by: ❑ Treatment, ❑ Storage, ❑ Field Hydraulics, ® Field Agronomics or ❑ Groundwater Mounding
7. Explain how the wastewater flow was determined: ® 15A NCAC 02T .0114 or ❑ Representative Data
Has a flow reduction been approved under 15A NCAC 02T .0114(I)? ❑ Yes or ® No
Establishment Type
Daily Design Flow a
No. of Units
Flow
Daycare
25 gal/person per day
83
2082 GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Total
2082 GPD
a See 15A NCAC 02T .0114(b), (d), (e)(1) and (e)(2), for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S. 42A-4).
FORM: WWIS 06-16 Page 2 of 12

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100 (continued):
8. What is the nearest 100-year flood elevation to the facility? 13 feet mean sea level. Source: FIRM Panel 2285
Are any treatment, storage or irrigation facilities located within the 100-year flood plain? ❑ Yes or ® No
I� If yes, which facilities are affected and what measures are being taken to protect them against flooding?
If yes, has the Applicant submitted written documentation of compliance with & 143 Article 21 Part 6? ❑ Yes or ❑ No
9. Has the Applicant provided documentation of the presence or absence of threatened or endangered aquatic species utilizing
information provided by the Department's Natural Heritage Program? ® Yes or ❑ No
10. Does the facility have a proposed or existing groundwater monitoring well network? ❑ Yes or ® No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed: It is requested that NCDEO
propose their prefered well monitoring locations for this site.
If yes, complete the following table (NOTE — This table may be expanded for additional wells):
Well Name
Status
Latitude a
Longitude a
Gradient
Location
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
a Provide the following latitude and longitude coordinate determination information:
Datum: Select Level of accuracy: Select Method of measurement: Select
11. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
❑ Yes, ❑No or ®N/A
12. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FORM: DEV) been submitted?
® Yes, ❑No or ❑N/A
13. If the Applicant is a Home/Property Owners' Association, has an Association Operational Agreement (FORM: HOA) been
submitted? ❑ Yes, ❑No or ®N/A
14. Demonstration of historical consideration for permit approval — 15A NCAC 02T .0120:
Has the Applicant or any parent, subsidiary or other affiliate exhibited the following?
a. Has been convicted of environmental crimes under Federal law or G.S. 143-215.613? ❑ Yes or ® No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or ® No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or ® No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or ® No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(e)(2)? ❑ Yes or ® No
FORM: WWIS 06-16 Page 3 of 12

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

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
11. Provide the requested treatment unit and mechanical equipment information:
a. PRELIMINARY / PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
Treatment Unit
Treatment Unit7
No. of
Manufacturer or
Dimensions (ft) /
Volume
Plan Sheet
Specification
Units
Material
Spacings in
(gallons)
Reference
Reference
Flow Equalization
1
Precast concrete
10' x 7' liquid
2,500
C.8
5.02-A.
e t5''
Sedimentation Tank
1
Precast concrete
16' x 8'dxe5.55' liquid
5,000
C.8
5.02-B.
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit
No. of
Manufacturer or
Dimensions (ft)
Volume
Plan Sheet
Specification
Units
Material
(gallons)Reference
Reference
Other
2
AquaPoint Bioclere
8' diam x 14.75'
950
C.11
5.02-C.
Filter w/ Clarifier
deep
Other
1
Precast concrete
6'x6'x6' liquid depth
1,615
C.11
5.02-G.
Secondary Sand Filter
2
AquaPoint GMFD-
3' x 4.25' x6'
1,000
C.12
5.02-I.
2403 w. UV
Select
Select
Select
Select
Select
c. DISINFECTION
No. of
Manufacturer or
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
Units
Material
(gallons)
Reference
Reference
Ultraviolet
2
Hallet
N/A
120 gpm
C.12
5.02-J.
Select
➢ If chlorination is the proposed method of disinfection, specify detention time provided: minutes (NOTE — 30
minutes minimum required), and indicate what treatment unit chlorine contact occurs:
➢ If ultraviolet (UV) light is the proposed method of disinfection, specify the number of banks: 2, number of lamps per
bank: 2 and maximum disinfection capacity: 120 GPM.
d. RESIDUAL TREATMENT
No. of
Manufacturer or
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
Units
Material
(gallons)
Reference
Reference
Other
pump and haul
0
0
N/A
N/A
Select
FORM: WWIS 06-16 Page 5 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
e. PUMPS
Location
No. of
purpose
Manufacturer /
Capacity
Plan Sheet
Specification
GPI
TDH
Pumps
Type
Reference
Reference
Equalization Tank
2
Provide steady, well
Barnes SE 411
50
9.5
C.8.
5.02.A
mixed flow to filters
Provide steady flow
Lift Station
2
to Moving Bed
Barnes SE 411
50
11.5
C.8
5.02-F.
Anoxic Reactor
Wet Weather Storage
2
pump effluent to
Crane 3SE2094L
14
54
C.8
5.02-K.
Tank
irri anon field
Control Building
2
Chemical Feed
Neptune PZ-61
24
265
C.11
5.02-D&E
Pumps
Sludge Sedement
2
recycle sludge to
Barnes SE 411
50
10
C.8
5.02-H.
Tank
primary tank
Wet Weather Storage
2
Provide backwash for
Goulds WE Series
233
27
C.8
5.02-I&K
Tank
GMF filters
GMF Filter Feed
2
Pump to GMF Filters
Goulds WE Series
62
19.7
C.8
5.02-H&I
Tank
f. BLOWERS
Location
No. of
No.
Units Served
Manufacturer /
Type
Capacity
(CFM)
Plan Sheet
Reference
Specification
Reference
g. MIXERS
Location
No. of
Mixers
Units Served
Manufacturer /
Type
Power
(h
Plan Sheet
Reference
Specification
Reference
Moving Bed Anoxic
Reactor
1
Moving Bed Anoxic
Reactor
UET Xce14
1
C.11
5.2-G.
h. RECORDING DEVICES & RELIABILITY
Device
No. of
Units
Location
Manufacturer
Maximum
Capacity
Plan Sheet
Reference
Specification
Reference
Select
Select
Select
Select
i. EFFLUENT PUMP / FIELD DOSING TANK (IF APPLICABLE):
FORM: WWIS 06-16 Page 6 of 12

Plan Sheet
Specification
Reference
Reference
Internal dimensions (L x W x H or (p x H)
20.5 ft
9 ft
12 ft
C.8
5.02-K.
Total volume
1968 ft'
14721
gallons
Dosing volume
1476 ft'
11041 gallons
Audible & visual alarms
Equipment to prevent irrigation during rain
events
FORM: WWIS 06-16 Page 7 of 12

VI. EARTHEN IMPOUNDMENT DESIGN CRITERIA —15A NCAC 02T .0505:
IF MORE THAN ONE IMPOUNDMENT, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. What is the earthen impoundment type? Select
2. Storage Impoundment Coordinates (Decimal Degrees): Latitude: Longitude: - °
Datum: Select Level of accuracy: Select Method of measurement: Select
3. Do any impoundments include a discharge point (pipe, spillway, etc)? ❑ Yes or ❑ No
4. Are subsurface drains present beneath or around the impoundment to control groundwater elevation? ❑ Yes or ❑ No
5. Is the impoundment designed to receive surface runoff? ❑ Yes or ❑ No
If yes, what is the drainage area? ft2, and was this runoff incorporated into the water balance? ❑ Yes or ❑ No
6. If a liner is present, how will it be protected from wind driven wave action?:
7. Will the earthen impoundment water be placed directly into or in contact with GA classified groundwater? ❑ Yes or ❑ No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
8. What is the depth to bedrock from the earthen impoundment bottom elevation? ft
If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater than
I x 10-' cm/s? ❑ Yes, or ❑ N/A
Has the Applicant provided predictive calculations or modeling demonstrating that surface
water or groundwater standards will not be contravened? ❑ Yes or ❑ No
If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ❑ N/A
9. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom
elevation, how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)?
10. If applicable, provide the specification page references for the liner installation and testing requirements:
11. If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
12. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
Liner type:
❑ Clay
❑ Synthetic
Top of embankment elevation:
ft
❑ Other
I ❑ Unlined
Liner hydraulic conductivity:
x cm/s
Freeboard elevation:
ft
Hazard class:
Select
Toe of slope elevation:
ft
Designed freeboard:
ft
Impoundment bottom elevation:
ft
Total volume:
ft3
gallons
Mean seasonal high water table depth:
ft
Effective volume:
ft3
gallons
Embankment slope:
Effective storage time:
days
Top of dam water surface area:
ft2
Plan Sheet Reference:
Freeboard elevation water surface area:
ft2
Specification Section:
Bottom of impoundment surface area:
ft2
NOTE — The effective volume shall be the volume between the two foot freeboard elevation and the: (1) pump intake pipe
elevation; (2) impoundment bottom elevation or (3) mean seasonal high water table, whichever is closest to the two foot
freeboard elevation.
FORM: WWIS 06-16 Page 8 of 12

VIL IRRIGATION SYSTEM DESIGN CRITERIA —15A NCAC 02T .0505:
1. Provide the minimum depth to the seasonal high water table within the irrigation area: 3.2 It
NOTE — The vertical separation between the seasonal high water table and the ground surface shall be at least one foot.
2. Are there any artificial drainage or water movement structures (e.g., surface water or groundwater) within 200 feet of the
irrigation area? ❑ Yes or ® No
If yes, were these structures addressed in the Soil Evaluation and/or Hydrogeologic Report, and are these structures to be
maintained or modified?
3. Soil Evaluation recommended loading rates (NOTE — This table may be expanded for additional soil series):
Soil Series
Fields within
Soil Series
Recommended
Loading Rate
(in/hr)
Recommended
Loading Rate
(in/ r)
Annual /Seasonal
Loading
If Seasonal, list
appropriate
months
Leon Fine Sand
1, 2, 3 4
1.25
65
Annual
Select
Select
Select
Select
Select
4. Are the designed loading rates less than or equal to Soil Evaluation recommended loading rates? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(n)?
5. How does the Applicant propose to prohibit public access to the irrigation system? LPP field and proposed treatment system
will be surrounded with a 4 foot tall chain link fence
6. Has the irrigation system been equipped with a flow meter to accurately determine the volume of effluent applied to each
field as listed in VIL8.? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(t)?
7. Provide the required cover crop information and demonstrate the effluent will be applied at or below agronomic rates:
Cover Crop
Soil Series
% Slope
Nitrogen Uptake Rate
Phosphorus Uptake
(lbs/ac r)
Rate (lbs/ac r)
Hybrid
Bermudagrass
Leon Fine Sands
143
44
Overseeded with
Rescu ass (Hay)
FORM: WWIS 06-16 Page 9 of 12

a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained: Cerified Soil Evaluation by
Paramounte Engineering
b. Proposed nitrogen mineralization rate: 0_2
c. Proposed nitrogen volatilization rate: 0_2
d. Minimum irrigation area from the Agronomist Evaluation's nitrogen balance: 18,295 ft2
e. Minimum irrigation area from the Agronomist Evaluation's phosphorus balance: 18,295 ft2
f. Minimum irrigation area from the water balance: 18,295 ft2
FORM: WWIS 06-16 Page 10 of 12

VIL IRRIGATION SYSTEM DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
8. Field Information (NOTE — This table may be expanded for additional fields):
Field
Area
(acres)
Dominant
Soil Series
Designed
Loading
Rate
(in/hr
Designed
Loading
Rate
in/ r
Latitude a
Longitude a
Waterbody
Stream Index
No. b
Classification
1
0.101
Leon Fine Sand
1.25
65
34.443880
-78.051110
18-74-55-8
C;SW
2
0.097
Leon Fine Sand
1.25
65
34.443590
-78.051110
18-74-55-8
C;SW
3
0.114
Leon Fine Sand
1.25
65
34.443930
-78.051390
18-74-55-8
C;SW
4
0.108
Leon Fine Sand
1.25
65
34.443580
-78.051390
18-74-55-8
C;SW
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
0.576
a Provide the following latitude and longitude coordinate determination information:
Datum: NAD83 Level of accuracy: Nearest second Method of measurement:
Aerial photo ranhv with ground control
b For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: http://deg.nc.gov/about/divisions/water-resources/planning/classification-standards/classifications
FORM: WWIS 06-16 Page 11 of 12

Spray Irrigation Design Elements
Drip Irrigation Design Elements
Nozzle wetted diameter:
ft
Emitter wetted area:
4 ft'
Nozzle wetted area:
ft2
Distance between laterals:
2 ft
Nozzle capacity:
GPM
Distance between emitters:
2 ft
Nozzle manufacturer/model:
/
Emitter capacity:
0.51 GPH
Elevation of highest nozzle:
ft
Emitter manufacturer/model:
GeoFlow / WFPC 16-2-34
Specification Section:
Elevation of highest emitter:
34 ft
Specification Section:
Section 6
VIIL SETBACKS —15A NCAC 02T .0506:
1. Does the project comply with all setbacks found in the river basin rules (15A NCAC 02B .0200)? ® Yes or ❑ No
If no, list non -compliant setbacks:
2. Have any setback waivers been obtained in order to comply with 15A NCAC 02T .506(a) and .0506(b)? ❑ Yes or ® No
If yes, have these waivers been written, notarized and signed by all parties involved and recorded with the County Register of
Deeds? ❑ Yes or ❑ No
3. Provide the minimum field observed distances (ft) for each setback parameter to the irrigation system and treatment/storage
units (NOTE — Distances greater than 500 feet may be marked N/A):
Setback Parameter
Irrigation
System
Treatment /
�Storage Unit
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site
350
440
Any habitable residence or place of assembly owned by the Permittee to be maintained as
art of the project site
250
Any private or public water supply source
N/A
N/A
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
N/A
N/A
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
N/A
Subsurface groundwater lowering drainage systems
N/A
Surface water diversions (ephemeral streams, waterways, ditches)
25
Any well with exception of monitoring wells
N/A
N/A
Any property line
50
50
Top of slope of embankments or cuts of two feet or more in vertical height
120
Any water line from a disposal system
55
Any swimming pool
N/A
Public right of way
50
Nitrification field
N/A
Any building foundation or basement
15
Impounded public water supplies
N/A
Public shallow groundwater supply (less than 50 feet deep)
N/A
4. Does the Applicant intend on complying with 15A NCAC 02T .0506(c) in order to have reduced irrigation setbacks to
property lines? ❑ Yes or ® No
If yes, complete the following table by providing the required concentrations as determined in the Engineering Calculations:
FORM: WWIS 06-16 Page 12 of 12

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

IX. COASTAL WASTE TREATMENT DISPOSAL REQUIREMENTS —15A NCAC 02H .0400:
1. Is this facility located in a Coastal Area as defined per 15A NCAC 02H .0403? ® Yes or ❑ No
For assistance determining if the facility is located within the Coastal Area, a reference map may be downloaded at: Coastal
Areas Boundary.
2. Is this an Interim Treatment and Disposal Facility per 15A NCAC 02H .0404(g)? ® Yes or ❑ No
NOTE — Interim facilities do not include County and Municipal area -wide collection and treatment systems.
IF ANSWERED YES TO ITEMS IX.1. AND IX.2., THEN COMPLETE ITEMS IX.3. THROUGH IX.17.
3. Is equalization of at least 25% of the average daily flow provided? ® Yes or ❑ No
4. How will noise and odor be controlled? No excessive noise or odor is anticipated due to design and treatment technology
proposed.
5. Is an automatically activated standby power source provided? ❑ Yes or ® No
6. Are all essential treatment units provided in duplicate? ® Yes or ❑ No
NOTE — Per 15A NCAC 02T .010306), essential treatment units are defined as any unit associated with the wastewater
treatment process whose loss would likely render the facility incapable of meeting the required performance criteria, including
aeration units or other main treatment units, clarification equipment, filters, disinfection equipment, pumps and blowers.
7. Are the disposal units (i.e., irrigation fields) provided in duplicate (e.g., more than one field)? ® Yes or ❑ No
8. Is there an impounded public surface water supply within 500 feet of the wetted area? ❑ Yes or ® No
9. Is there a public shallow groundwater supply (less than 50 feet deep) within 500 feet of the wetted area? ❑ Yes or ® No
10. Is there a private groundwater supply within 100 feet of the wetted area? ❑ Yes or ® No
11. Are there any SA classified waters within 100 feet of the wetted area? ❑ Yes or ® No
12. Are there any non -SA classified waters within 50 feet of the wetted area? ❑ Yes or ® No
13. Are there any surface water diversions (i.e., drainage ditches) within 25 feet of the wetted area? ❑ Yes or ® No
14. Per the requirements in 15A NCAC 02H .0404(g)(7), how much green area is provided? 18,295 W
15. Is the green area clearly delineated on the plans? ® Yes or ❑ No
16. Is the spray irrigation wetted area within 200 feet of any adjoining properties? ❑ Yes, ❑ No or ® N/A (i.e., drip irrigation)
17. Does the designed annual loading rate exceed 91 inches? ❑ Yes or ® No
FORM: WWIS 06-16 Page 14 of 12

Professional Engineer's Certification:
I, James W. Holland, PE attest that this application for
(Professional Engineer's name from Application Item III,1.)
East Coast at Montague WWTF
(Facility name from Application Item II.1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications, engineering
calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best of my knowledge the
proposed design has been prepared in accordance with this application package and its instructions, as well as all applicable regulations
and statutes. Although other professionals may have developed certain portions of this submittal package, inclusion of these materials
under my signature and seal signifies that I have reviewed this material and have judged it to be consistent with the proposed design.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000, as well as civil penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
Applicant's Certification per 15A NCAC 02T .0106(b):
I,
C--"
East Coast at Montague WWTF
4CARO i��i
�� Q'•
ESS/C '•fry%
L.
4 Q�B C
I 1
's name & title from Application Item I.3.)
(Facility name from. Application Item II.1.)
that this application for
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a condition
of this permit be violated. I also understand that if all required parts of this application package are not completed and that if all required
supporting information and attachments are not included, this application package will be returned to me as incomplete. I further certify
that the Applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater facility without
proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are compliant with any
active compliance schedule, and do not have any overdue annual fees per l 5A NCAC 02T .0I 05(e).
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B. any person who knowingly makes any false statement,
representation, or certificatiOfleanyties
application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000 as well as nal$25,000 per violation.
Signature: Date: f2= ?- (�
FORM: WWIS 06-16

SOSID: 1010667
Date Filed: 11/5/2007 12:47:00 PM
Elaine F. Marshall
State of North Carolina North Carolina Secretary of State
Department of the Secretary of State C200725300032
APPLICATION FOR CERTIFICATE OF AUTHORIT
FOR NONPROFIT CORPORATION
Pursuant to §55A-15-03 of the General Statutes of North Carolina, the undersigned corporation hereby applies br a Certificate of
Authority to conduct affairs in the State of North Carolina, and for that purpose submits the following:
7& East Coast Migrant Head Start Project
1. The name of the corporation is _ g __ J
and if that name is unavailable for use in the State of North Carolina, the name the corporation wishes
to use is:
2. The state or country under whose laws the corporation was organized is: Virginia
3. The.date of incorporation was 9/23/1981its period of duration is: Perpetual
4. The street address of the principal office of the corporation is:
Number and Street 4901 Glenwood Avenue — Suite 300
City, State, Zip Code Ral P; gh,_W('. 27612
5. The mailing address if different from the street address of the principal office of the corporation is:
6. The street address and county of the registered office in the State of North Carolina is:
Number and Street 4Qn1 G1 Priwood A ven„e — C,,; to 3nn
City, State, Zip Code Raleigh, NC 27612 County: W2- e _
7. The' mailing address if different from the street address of the registered office in the State of North Carolin i is:
8. The name of the registered agent in the State of North Carolina is: Rafael Guerra
9. The names and usual business addresses of the current officers of the corporation are:
Name Title Business Address
S. Kathryn Freudenberg President 35 Pelham Drive — Mantua, N 1 08061
Ida M. Baker Treasurer 110 Hackamore Lane - Warnq r Robpins, GA 31088
Josh Sim6n Villa Vice President 1136 Brookside Drive - Newa <, OH 43055
Jane S. Martin, Ph. D. Secretary 2027 Stone Brook Drive - Birr ingham, AL 35242
Rafael Guerra Chief Executive Officer 4027 Dogberry Lane - Fairfax VA ' 2033
Revised January 2000 Form N-09
CORPORATIONS DIVISION P. 0. BOX 29622 RALEIG 1, NC 27626.0622

APPLICATION FOR CERTIFICATE OF AUTHORITY
FOR NONPROFIT CORPORATION
Page 2
10. (Check one of the following. )
a. _ '� The corporation has members.
b. The corporation does not have members.
I
11. Attached is a certificate of existence (or document of similar import), duly authenticated by the Secretary of State or other
official having custody of corporate records in the state or country of incorporation.
12. If the corporation is required to use a fictitious name in order to conduct affairs in this State, a copy of th resolution of its board
of directors, certified by its secretary, adopting the fictitious name is attached.
13. This application will be effective upon filing, unless a date and/or time is specified:
This the 9th day of September
20 07
5 cash Loris f� � [CAAF k04 SAS �17'�c(
Name of Corporate i
Signs re
S " I q yA�e)-i —
Type or Print Name ind title
B06-Aid _�1es,A W„-t
Notes:
1. Filing fee is $125. This document and one exact or conformed copy of this application must be filed w4 the Secretary of State.
Revised January 2000
CORPORATIONS DIVISION
P. O. BOX 29622
Form N-09
RALEI 3H, NC 27626-0622

I Certjzy- the Eoflowin9 from the Records of the Commism 3n:
THE EAST COAST MIGRANT HEAD START PROJECT is a corporation existing u ider, and by
virtue of the laws of Virginia, and is in good standing.
The date of incorporation is September 23, 1981.
Nothing more is hereby certified.
oP AT I O/y
Sc I
U1 I v 2
Iso3
CIS0353
,S'ig�ned andSeafedat Richmondor, this Date:
,7uly 20, 2007
loeW. (Peck ('Cerk of the Commission

SOSID: 1010667
Date Filed: 9/14/2016
Elaine F. Marshall
STATE OF NORTH CAROLINA North Carolina Secretary of State
Department of the Secretary of State C2016 258 36347
AGENT'S STATEMENT OF CHANGE OF REGISTERED OFFICE ADDRESS
Pursuant to §55D-31 of the General Statutes of North Carolina, the undersigned submits the following for the purpose of changing the
address of the registered office in the State of North Carolina of the entity named below:
1
The name of the entity is: The East Coast Migrant Head Start Project
Entity Type: Non -Profit Corporation
2. The street address and county of the current registered office of the entity is:
Number and Street: 150 Fayetteville Street, Box 1011
City, State, Zip Code: Raleigh, NC 27601
County: Wake
3. The mailing address if different from the street address of the current registered office is:
4. The street address and county of the new registered office of the entity is:
Number and Street: 160 MINE LAKE CT STE 200
City, State, Zip Code: RALEIGH, NC 27615-6417
County: Wake
5. The mailing address if different from the street address of the new registered office is:
6. The name of the current registered agent is:
C T Corporation Svstem
7.
8.
9.
The address of the entity's registered office and the address of the business office of its registered agent, as changed, will be
identical.
The undersigned certifies that the entity has been notified in writing of the change of address of the business office of
the registered agent.
This statement will be effective upon filing, unless a date and/or time is specified: September 14, 2016
This is the 9th day of September 20 16
C T Corporation System
(Name of Entity)
4—
(Signature)
Marie Hauer, Asst. Secy.
(Type or Print Name and Title)
Notes: Filing Fee is $5.00. One executed statement must be filed with the Secretary of State.
CORPORATIONS DIVISION P. O. BOX 29622
0622
(Revised January 2002)
RALEIGH, NC 27626-
(Form BE-12)

AGENT'S STATEMENT OF CHANGE OF REGISTERED OFFICE ADDRESS
INSTRUCTIONS FOR FILING
(Form BE-12)
Item 1 Enter the complete name of the entity exactly as it appears in the records of the Secretary of
State.
Item 2 Enter the complete street address and county of the current registered office exactly as it appears
in the records of the Secretary of State.
Item 3 Enter the complete mailing address of the registered office only if it is different from the street
address shown in Item 2.
Item 4 Enter the complete street address and county of the new registered office.
Item 5 Enter the complete mailing address of the new registered office only if it is different from the
street address shown in Item 4.
Item 6 Enter the name of the registered agent exactly as it appears in the records of the Secretary of
State.
Item 7 See form.
Item 8 See form.
Item 9 The document will be effective on the date and at the time of filing, unless a delayed date or an
effective time (on the day of filing) is specified. If a delayed effective date is specified without
a time, the document will be effective at 11:59:59 p.m. on the day specified. If a delayed
effective date is specified with a time, the document will be effective on the day and at the time
specified. A delayed effective date may be specified up to and including the 90th day after the
day of filing.
Date and Execution
Enter the date the document was executed.
In the blanks provided enter:
The name of the entity registered agent which is executing the statement; if the
registered agent is an individual, leave blank.
The signature of the registered agent or of the representative of the entity which is
acting as the registered agent.
The name of the registered agent or the name and the title of the above -signed
representative.
CORPORATIONS DIVISION P. O. BOX 29622 RALEIGH, NC 27626-0622

D. PROPERTY OWNERSHIP DOCUMENTATION
This section includes legal documentation of ownership. There are no agreements,
easements, setback waivers, etc. that have a direct impact on the wastewater treatment,
conveyance, storage, and irrigation facilities.

CCo
EALYOR!
mmerolalAlHauce
00000
IR
REALTORO North Carolina Association
of REALTORSO
AGREEMENT FOR PURCHASE AND SALE OF REAL PROPERTY
THIS AGREEMENT, including any and all addenda attached hereto ("Agreement"), is by and between
The East Coast Miarant Head Start Proiect
a(n) NC No* Profit Corporation ("Buyer"), and
(individual or State of formation and type of entity)
Rudy Johnson and wife, Joyce Johnson
a(n)
(individual or State of formation and type of entity)
FOR AND IN CONSIDERATION OF THE MUTUAL PROMISES SET FORTH HEREIN AND OTHER GOOD AND VALUABLE
CONSIDERATION, THE RECEIPT AND SUFFICIENCY OF W141CH ARE HEREBY ACKNOWLEDGED, THE PARTIES
HERETO AGREE AS FOLLOWS:
Section 1. Terms and Definitions: The terms listed below shall have the respective meaning given them as set forth adjacent to each
term.
(a) "Prone ": (Address) Southern 3 acres of 421 HWY & MONTAGUE RD, Currie, NC 28435
Ponder County PIN: 2285-63-0939-0000
Plat Reference: Lot(s) part of Lot 2 , Block or Section _
48 at Page(&) 59 Pender
as shown on Plat Book or Slide
County, consisting of 3.00 acres.
XI if this box is checked, "Property" shall mean that property described on Exhibit A attached hereto and incorporated
herewith by reference,
(For information purposes: (i) the tax parcel number of the Property is: 2285-63-0939-0000 ;
and, (ii) some or all of the Property, consisting of approximately 3.0 acres, is described in Deed Book
4597 , Page No. . 273 Pender County.)
together with all buildings and improvements thereon and all fixtures andtappurtenances thereto and all personal property, if any,
itemized on Exhibit A.
$ 150,000.00 (b) .'_'Purchose Price" shall mean the sum of One Hundred Fifty Thousand
payaue on the following terns.
$ 3,000.00 (i) "Earnest Monty" shall mean
or terms as follows:
Three Thousand
Dollars,
Dollars
Upon this Agreement becoming a contract in accordance with Section 14, the Earnest Money shall be
promptly deposited in escrow with Cape Fear CbwmereiA LLC (name of
person/entity with whom deposited- "Escrow Agent"), to be applied as part payment of the Purchase
Price of the Property at Closing, or disbursed as agreed upon under the provisions of Section 10
herein.
Page 1 of 8
0 This form jointly approved by: STANDARD FORM 5WT
North Carolina Bar Association Revised 712017
RF ]V North Carolina Association of REALTORS@, Inc. ® 7/2019
rr'
Buyer Initials Seller Initials RZ
Cape Pear Cw"merciak U.C. 1051 M ury CLAWS . 01W wikaftw" ric 25M Phone 919MID16 Fez[ 421 & &S@Mq "e
und,q Has Produced with xipF8rm6 by ApLoW IW70 Fgkm We Road, Fraser, Michigan 4 M

$ 147,000.00
Q ANY EARNEST MONEY DEPOSITED BY BUYER IN A TRUST ACCOUNT MAY BE
PLACED IN AN INTEREST BEARING TRUST ACCOUNT, AND: (check only ONE bax)
ANY INTEREST EARNED THEREON SHALL BE APPLIED AS PART PAYMENT OF
THE PURCHASE PRICE OF THE PROPERTY AT CLOSING, OR DISBURSED AS
AGREED UPON UNDER THE PROVISIONS OF SECTION 10 HEREIN. (Buyer's Taxpayer
Identification Number is: )
nXX ANY INTEREST EARNED THEREON SHALL BELONG TO THE ACCOUNT
HOLDER IN CONSIDERATION OF THE EXPENSES INCURRED BY MAINTAINING
SUCH ACCOUNT AND RECORDS ASSOCIATED THEREWITH.
(ii) Proceeds or new loan in the amount of
Dollars
for a term of years, with an amortization period not to exceed years, at an interest rate
not to exceed % per annum with mortgage loan discount points not to exceed %
of the loan amount, or such other terms as may be set forth an Exhibit B. Buyer shall pay ail costs
associated with any such loan.
(iii) Delivery of a promissory note secured by a deed of trust, said promissory note in the amount of
Dollars
being payable over a term of __years, with an amortization period of years, payable in
monthly installments of principal, together with accrued interest on the outstanding principal balance
at the rate of percent( - %) per annum in the
amount of$ , with the first principal payment beginning on the first day of the
month next succeeding the date of Closing, or such other terms as may be set forth on Exhibit B. At
any time, the promissory note may be prepaid in whole or in part without penalty and without further
interest on the amounts prepaid from the date of such prepayment. (NOTE: 1n the event of Buyer's
subsequent default upon a promissory note and deed of trust given hereunder, Seller's remedies
may be limited to foreclosure of the Property. If the deed of trust given hereunder is
subordinated to senior financing, the material terms of such financing must be set forth on
Exhibit B. If such senior financing is subsequently foreclosed, the Seller may have no remedy to
recover under the note.)
(iv) ,fig of that unpaid obligation of Seller secured by a deed of trust on the Property, such
obligation having an outstanding principal balance of $ and evidenced
by a note bearing interest at the rate of percent
( %) per annurn, and a current payment amount of $
(v) Cash. balance of Purchase Price, at Closing in the amount of One Hundred Forth -Seven
Thousand Dollars.
(c) "Cl9gin shall mean the date of completion of the process detailed in Section I 1 of this Agreement. Closing shall occur on
or before or 15 Days following Examination Period
(d) "Contract Date" means the date this Agreement has been fully executed by both Buyer and Seller.
(e) "Examination Period" shall mean the period beginning on the first day atler the contract date and extending through
5:00pm (based upon time at the locale of the Property) on
_ December 31, 2019
TIME IS OF THE ESSENCE AS TO THE EXAMINATION PERIOD.
Page 2 of 8
Buyer Initials Seller Initials RJ�1 STANDARD FORM 5WT
Revised V2017
® 7l2019
Prad=WwM zoFwneby npLcWx 18WO Mom We Rasa, Freer, MUM 49D28 42t & Me.�yue

(f) " " shall mean:
MAILS WARWICK MATTHEWS & CO ("Listing Agency"),
Jason Windham ("Listing Agent" - License # NC #28052 j
Acting as: Lj Seller's Agent; Dual Agent
and Cape Fear Commercial, LLC ("Selling Agency"),
Lin#K E. Hess ("Selling Agent" - License # NC #265149 )
Acting as; U Buyer's Agent; U Seller's (Sub) Agent; Deal Agent
(g) !!Selkej NafluAddEjWl shall be as follows:
9240 Hwy 421, Currie, NC 29435
Attn: Rudy Johnson �—
e-mail address: fax number:
except as same may be changed pursuant to Section 12.
(h) ."Juyer's Notice Address" shall be as follows:
112616th Street NW, Suite 210
Washington, DC 20036 -_ -- -
Attn: John Menditto - - .----
e-mail address: [e-mail] TT fax number:
except as same may be changed pursuant to Section 12.T
0 (i) If this block is marked, additional terms of this Agreement are set forth an Exhibit B attached hereto and
incorporated herein by reference. (Note: Under North Carolina law, real estate agents are not permitted to draft
conditions or contingencies to this Agreement.)
0 0) If this block is marked, additional terms of this Agreement are set forth on the Additional Provisions Addendum (Form 581-
T) attached hereto and incorporated herein by reference.
Section 2. Sale of Property and Payment of Purchase Price: Seller agrees to sell and Buyer agrees to buy the Property for the
Purchase Price.
Section 3. Proration of Expenses and Payment of Costs: Seller and Buyer agree that all property taxes (on a calendar year basis),
leases, rents, mortgage payments and utilities or any other assumed liabilities as detailed on attached Exhibit B, if any, shall be
prorated as of the date of Closing. Seller shall pay for preparation of a deed and all other documents necessary to perform Seller's
obligations under this Agreement, excise tax (revenue stamps), any deferred or rollback taxes, and other conveyance fees or taxes
required by law, and the following:
Buyer shall pay recording costs, costs of any title search, title insurance, survey, the cost of any inspections or investigations
undertaken by Buyer under this Agreement and the following:
boundary survey and legal description for the three (3) acre subdivide
Each party shall pay its own attorney's fees.
Section 4. Deliveries: Seller agrees to use best efforts to deliver to Buyer as soon as reasonably possible after the Contract Date
copies of all material information relevant to the Property in the possession of Seller, including but not limited to: title insurance
policies (and copies of any documents referenced therein), surveys, soil test reports, environmental surveys or reports, site plans, civil
drawings, building plans, maintenance records and copies of all presently effective warranties or service contracts related to the
Property. Seller authorizes (1) any attorney presently or previously representing Seller to release and disclose any title insurance
policy in such attorney's file to Buyer and both Buyer's and Seller's agents and attorneys; and (2) the Property's title insurer or its agent
to release and disclose all materials in the Property's title insurers (or title insurer's agent's) file to Buyer and both Buyer's and Seller's
agents and attorneys. If Buyer does not consummate the Closing for any reason other than Seller default, then Buyer shall return to
Seller all materials delivered by Seller to Buyer pursuant to this Section 4 (or Section 7, if applicable), if any, and shall, upon Seller's
request, provide to Seller copies of (subject to the ownership and copyright interests of the preparer thereof) any and all studies,
reports, surveys and other information relating directly to the Property prepared by or at the request of Buyer, its employees and
agents, and shall deliver to Seller, upon the release of the Earnest Money, copies of all of the foregoing without any warranty or
representation by Buyer as to the contents, accuracy or correctness thereof
_ Page 3 of 8
Buyer Initials Seller Initials _ STANDARD FORM 580-T
Revised 712017
® 7R019
Pmduaedwith bpFwrOby zipt.o* 1W?D Filtw Mke Raed. Frier, AlkNgon4eM Wo"OAK"M 421 A Wnt"pe

Section 5. Evidence of Title: Seller agrees to convey fee simple insurable title to the Property without exception for mechanics' liens,
free and clear of all liens, encumbrances and defects of title other than: (a) zoning ordinances affecting the Property, (b) Leases (as
defined in Section 7, if applicable) and (c) specific instruments on the public record at the Contract Date agreed to by Buyer (not
objected to by Buyer prior to the end of the Examination Period), which specific instruments shall be enumerated in the deed
referenced in Section I 1 (items 5(a), 5(b) and 5(c) being collectively "Permitted Exceptions"); provided that Seller shall be required to
satisfy, at or prior to Closing, any encumbrances that may be satisfied by the payment of a fixed sum of money, such as deeds of trust,
mortgages or statutory liens. Seller shall not enter into or record any instrument that affects the Property (or any personal property
listed on Exhibit A) after the Contract Date without the prior written consent of Buyer, which consent shall not be unreasonably
withheld, conditioned or delayed.
Section 6. Conditions: This Agreement and the rights and obligations of the parties under this Agreement are hereby made expressly
conditioned upon fulfillment (or waiver by Buyer, whether explicit or implied) of the following conditions:
(a) Mew loan: The Buyer must be able to obtain the loan, if any, referenced in Section l(b)(ii). Notwithstanding, after
, Seller may request in writing from Buyer a copy of the commitment letter. if Buyer
fails to provide Seller a copy of the commitment letter within five (5) days of receipt of Seller's request, then Seller may terminate this
Agreement by written notice to Buyer at anytime thereafter, provided Seller has not then received a copy of the commitment letter,
and Buyer shall receive a return of Earnest Money.
(b) Qualification for Assumption: The obligations of Buyer under this Agreement are conditioned upon Buyer being able to
assume the existing loan described above. If such assumption requires the lender's approval, Buyer agrees to use its best efforts to
secure such approval and to advise Seller immediately upon receipt of the lender's decision. Approval must be granted on or before
On or before this date, Buyer has the right to terminate this Agreement for failure
to be able to assume the loan described above by delivering to Seller written notice of termination by the above date, time being of the
essence. if Buyer delivers such notice, this Agreement shall be null and void and Earnest Money shall be refunded to Buyer. If Buyer
fails to deliver such notice, then Buyer will be deemed to have waived this condition. Unless provided otherwise in Section 3 hereof,
Buyer shall pay all fees and costs associated with any such assumption, including any assumption fee charged by the lender. At or
before Closing, Seller shall assign to Buyer all interest of Seller in any current reserves or escrows held by the lender, any property
management company and/or Seller, including but not limited to any tenant improvement reserves, leasing commission reserves,
security deposits and operating or capital reserves for which Seller shall be credited said amounts at Closing.
(c) Tltlas EYarrrinillh n: After the Contract Date, Buyer shall, at Buyer's expense, cause a title examination to be made of the
Property before the and of the Examination Period. In the event that such title examination shall show that Seller's title is not fee
simple insurable, subject only to Permitted Exceptions, then Buyer shall promptly notify Seller in writing of all such title defects and
exceptions, in no case later than the end of the Examination Period, and Seller shall have thirty (30) days to cure said noticed defects.
if Seller does not cure the defects or objections within thirty (30) days of notice thereof, then Buyer may terminate this Agreement and
receive a return of Earnest Money (notwithstanding that the Examination Period may have expired). if Buyer is to purchase title
insurance, the insuring company must be licensed to do business in the state in which the Property is located. Title to the Property
must be insurable at regular rates, subject only to standard exceptions and Permitted Exceptions.
(d) Some Condition: If the Property is not in substantially the same condition at Closing as of the date of the offer,
reasonable wear and tear excepted, then the Buyer may (i) terminate this Agreement and receive a return of the Earnest Money or (ii)
proceed to Closing whereupon Buyer shall be entitled to receive, in addition to the Property, any of the Seller's insurance proceeds
payable on account of the damage or destruction applicable to the Property.
(e) JuMution : Buyer, its agents or, representatives, at Buyer's expense and at reasonable times during normal business
hours, shall have the right to enter upon the Property for the purpose of inspecting, examining, conducting timber cruises, and
surveying the Property; provided, however, that Buyer shall not conduct any invasive testing of any nature without the prior express
written approval of Seller as to each specific invasive test intended to be conducted by Buyer. Buyer shall conduct all such on -site
inspections, examinations, testing, timber cruises and surveying of the Property in a good and workmanlike manner, at Buyer's
expense, shall repair any damage to the Property caused by Buyer's entry and on -site inspections and shall conduct same in a manner
that does not unreasonably interfere with Seller's or any tenant's use and enjoyment of the Property. in that respect, Buyer shall make
reasonable efforts to undertake on -site inspections outside of the hours Seller's or any tenant's business is open to the public. Buyer
shall provide Seller or any tenant (as applicable) reasonable advance notice of and Buyer shall cause its agents or representatives and
third party service providers (e.g. inspectors, surveyors, etc.) to give reasonable advance notice of any entry onto the Property. Buyer
shall be obligated to observe and comply with any terms of any tenant lease which conditions access to such tenant's space at the
Page of S
Buyer Initials Seller initials STANDARD FORM 580-T
Revised 7/2017
® 7/2019
PraftWwiih zipFum0by zipLN& IWM R bm Mk Road, Raw, Middp4n 4a = MaXSLM 421 E Ma�tRue

Property. Upon SelIer's request, Buyer shall provide to Seller evidence of general liability insurance. Buyer shall also have a right to
review and inspect all contracts or other agreements affecting or related directly to the Property and shall be entitled to review such
books and records of Seller that relate directly to the operation and maintenance of the Property, provided, however, that Buyer shall
not disclose any information regarding this Property (or any tenant therein) unless required by law and the same shall be regarded as
confidential, to any person, except to its attorneys, accountants, lenders and other professional advisors, in which case Buyer shall
obtain their agreement to maintain such confidentiality. Buyer assumes all responsibility for the acts of itself, its agents or
representatives in exercising its rights under this Section 6(e) and agrees to indemnify and hold Seller harmless from any damages
resulting therefrom. This indemnification obligation of Buyer shall survive the Closing or earlier termination of this Agreement.
Except as provided in Section 6(c) above, Buyer shall have from the Contract Date through the end of the Examination Period to
perform the above inspections, examinations and testing. IF BUYER CHOOSES NOT TO PURCHASE THE PROPERTY, FOR
ANY REASON OR NO REASON, AND PROVIDES WRITTEN NOTICE TO SELLER THEREOF PRIOR TO THE
EXPIRATION OF THE EXAMINATION PERIOD, THEN THIS AGREEMENT SHALT. TERMINATE, AND BUYER
SHALL RECEIVE A RETURN OF THE EARNEST MONEY.
Section 7. Lenses (Check one of the following, as applicable):
fl If this box is checked, Seller affirmatively represents and warrants that there are no Leases (as hereinafter defined)
affecting the Property.
If this box is checked, Seller discloses that there are one or more leases affecting the Property ("Leases") and the following
provisions are hereby made a part of this Agreement.
(a) A list of all Leases shall be set forth on Exhibit B. Seller represents and warrants that as of the Contract Date, there are no
other Leases, oral or written, recorded or not, nor any subleases affecting the Property, except as set forth on Exhibit B;
(b) Seller shall deliver copies of any Leases to Buyer pursuant to Section 4 as if the Leases were listed therein;
(c) Seller represents and warrants that as of the Contract Date there are no current defaults (or any existing situation which,
with the passage of time, or the giving of notice, or both, or at the election of either landlord or tenant could constitute a default) either
by Seller, as landlord, or by any tenant under any Lease ("Lease Default"). In the event there is any Lease Default as of the Contract
Date, Seller agrees to provide Buyer with a detailed description of the situation in accordance with Section 4. Seller agrees not to
commit a Lease Default as Landlord alter the Contract Date, and agrees further to notify Buyer immediately in the event a Lease
Default arises or is claimed, asserted or threatened to be asserted by either Seller or a tenant under the Lease.
(d) In addition to the conditions provided in Section 6 of this Agreement, this Agreement and the rights and obligations of the
parties under this Agreement are hereby made expressly conditioned upon the assignment of Seller's interest in any Lease to Buyer in
form and content acceptable to Buyer (with tenant's written consent and acknowledgement, if required under the Lease). Seller agrees
to deliver an assignment of arty Lease at or before Closing, with any security deposits held by Seller under any Leases to be
transferred or credited to Buyer at or before Closing. The assignment shall provide: (i) that Seller shall defend, indemnify and hold
Buyer harmless from claims, losses, damages and liabilities (including, without limitation, court costs and attorneys' fees) asserted
against or incurred by Buyer which are caused by or the result of any default by Seller under any Lease prior to the date of Closing,
and (ii) that Buyer shall defend, indemnify and hold Seller harmless from claims, losses, damages and liabilities (including, without
limitation, court costs and attorneys' fees) asserted against or incurred by Seller which are caused by or the result of any default by
Buyer under arty Lease after the date of Closing.
(e) Seller also agrees to execute and deliver (and work diligently to obtain any tenant signatures necessary for same) any
estoppel certificates and subordination, nondisturbance and attornment agreements in such form as Buyer may reasonably request.
Section S. Environmental: Seller represents and warrants that it has no actual knowledge of the presence or disposal, except as in
accordance with applicable law, within the buildings or on the Property of hazardous or toxic waste or substances, which are defined
as those substances, materials, and wastes, including, but not limited to, those substances, materials and wastes listed in the United
States Department of Transportation Hazardous Materials Table (49 CFR Part 172.101) or by the Environmental Protection Agency as
hazardous substances (40 CFR Part 302.4) and amendments thereto, or such substances, materials and wastes, which are or become
regulated under any applicable local, state or federal law, including, without limitation, any material, waste or substance which is (i)
petroleum, (ii) asbestos, (iii) polychlorinated biphenyls, (iv) designated as a Hazardous Substance pursuant to Section 311 of the
Clean Water Act of 1977 (33 U.S.C. § 1321) or listed pursuant to Section 307 of the Clean Water Act of 1977 (33 U.S.C. § 1317), (v)
defined as a hazardous waste pursuant to Section 1004 of the Resource Conservation and Recovery Act of 1976 (42 U.S.C. §6903) or
(vi) defined as a hazardous substance pursuant to Section 101 of the Comprehensive Environmental Response, Compensation and
Liability Act of 1980 (42 U.S.C. §9601). Seller has no actual knowledge of any contamination of the Property from such substances as
may have been disposed of or stored on neighboring tracts_
Pa e 8
Buyer Initials 'V , Seller Initials � STANDARD FORM 5WT
Revised T2017
O 7/2019
Woduced Mith qW m @ by ApLoght 19070 Fften We Road, Frasm Vkh9 n 40M W&jj"aZ= 411 k K"ho e

Section 9. Risk of Loss/Damage/Repair: Until Closing, the risk of loss or damage to the Property, except as otherwise provided
herein, shall be borne by Seller. Except as to maintaining the Property in its same condition, Seller shall have no responsibility for the
repair of the Property, including any improvements, unless the parties hereto agree in writing.
Section 10. Earnest Money Disbursement: In the event that any condition hereto is not satisfied, then the Earnest Money shall be
refunded to Buyer. In the event of breach of this Agreement by Seller, the Earnest Money shall be refunded to Buyer upon Buyer's
request, but such return shall not affect any other remedies available to Buyer for such breach. In the event of breach of this
Agreement by Buyer, the Earnest Money Deposit shall be paid to Seller as Iiquidated damages and as Sellers sole and exclusive
remedy for such breach, but without limiting Seller's rights under Section 6(e) or Section 22 of this Agreement. It is acknowledged by
the parties that payment of the Earnest Money to Seller in the event of a breach of this Agreement by Buyer is compensatory and not
punitive, such amount being a reasonable estimation of the actual loss that Seller would incur as a result of such breach. The payment
of the Earnest Money to Seller shall not constitute a penalty or forfeiture but actual compensation for Sellers anticipated loss, both
parties acknowledging the difficulty determining Sellers actual damages for such breach.
NOTE: In the event of a dispute between Seller and Buyer over the disposition of the Earnest Money held in escrow, a licensed real
estate broker is required by state law (and Escrow Agent, if not a broker, hereby agrees) to retain the Earnest Money in the Escrow
Agent's trust or escrow account until Escrow Agent has obtained a written release from the parties consenting to its disposition or until
disbursement is ordered by a court of competent jurisdiction. Alternatively, if a broker or an attorney licensed to practice law in North
Carolina is holding the Earnest Money, the broker or attorney may deposit the disputed monies with the appropriate clerk of court in
accordance with the provisions ofN.C.G.S.§93A- 12.
Seller and Buyer hereby agree and acknowledge that the Escrow Agent assumes no liability in connection with the holding of the
Earnest Money pursuant hereto except for negligence or willful misconduct of Escrow Agent. Escrow Agent shall not be responsible
for the validity, correctness or genuineness of any document or notice referred to under this Agreement. Seller and Buyer hereby agree
to indemnify, protect; save and hold harmless Escrow Agent and its successors, assigns and agents pursuant to this Agreement, from
any and all liabilities, obligations, losses, damages, claims, actions, suits, costs or expenses (including attorney fees) of whatsoever
kind or nature imposed on, incurred by or asserted against Escrow Agent which in any way relate to or arise out of the execution and
delivery of this Agreement and any action taken hereunder, provided, however, that Seller and Buyer shall have no such obligation to
indemnify, save and hold harmless Escrow Agent for any liability incurred by, imposed upon or established against it as a result of
Escrow Agent's negligence or willful misconduct.
Section 11. Closing: At or before Closing, Seller shall deliver to Buyer a special warranty deed unless otherwise specified on Exhibit
B and other documents customarily executed or delivered by a seller in similar transactions, including without limitation, a bill of sale
for any personal property listed on Exhibit A, an owner's affidavit, lien waiver forms (and such other lien related documentation as
shall permit the Property to be conveyed free and clear of any claim for mechanics' liens) and a non -foreign status affidavit (pursuant
to the Foreign Investment in Real Property Tax Act), and Buyer shall cause to be delivered the funds necessary to pay to Seller the
Purchase Price. The Closing shall be conducted by Buyer's attorney or handled in such other manner as the parties hereto may
mutually agree in writing. Possession shall be delivered at Closing, unless otherwise agreed herein. The Purchase Price and other
fiords to be disbursed pursuant to this Agreement shall not be disbursed until the Buyers attorneys (or other designated settlement
agent's) receipt of authorization to disburse all necessary funds.
Section 12. Notices: Unless otherwise provided herein, all notices and other communications which may be or are required to be
given or made by any party to the other in connection herewith shall be in writing (which shall include electronic mail) and shall be
deemed to have been properly given and received (i) on the date delivered in person or (H) the date deposited in the United States
mail, registered or certified, return receipt requested, to the addresses set out in Section l(g) as to Seller and in Section 1(h) as to
Buyer, or at such other addresses as specified by written notice delivered in accordance herewith, (iii) upon the sender's receipt of
evidence of complete and successful transmission of electronic mail or facsimile to the electronic mail address or facsimile number, if
any, provided in Section i(g) as to Seller and in Section I(h) as to Buyer or (iv) on the date deposited with a recognized overnight
delivery service, addressed to the addresses set out in Section I (g) as to Seller and in Section 1(h) as to Buyer, or at such other
addresses as specified by written notice delivered in accordance herewith. If a notice is sent by more than one method, it will be
deemed received upon the earlier of the dates of receipt pursuant to this Section.
Section 13. Counterparts; Entire Agreement: This Agreement may be executed in one or more counterparts, which taken together,
shall constitute one and the same original document. Copies of original signature pages of this Agreement may be exchanged via
facsimile or email, and any such copies shall constitute originals. This Agreement constitutes the sole and entire agreement among
the parties hereto and no modification of this Agreement shall be binding unless in writing and signed by all parties hereto. The
invalidity of one or more provisions of this Agreement shall not affect the validity of any other provisions hereof and this Agreement
shall be constnred and enforced as if such invalid provisions were not included.
Page f 8
Buyer initials Seller Initials � STANDARD FORM 588-T
Revised 7/2017
0712019
Prv& ced wkh z4WmmO by OpLogk 1WM Film We Road, Fraw. AiN1 tpn 4802E 421 & Moehpe

Section 14. Enforceability: This Agreement shag become a contract when signed by both Buyer and better and such signing is
communicated to both parties; it being expressly agreed that the notice described in Section 12 is not required for effective
communication for the purposes of this Section 14. The parties acknowledge and agree that: (i) the initials lines at the bottom of each
page of this Agreement are merely evidence of their having reviewed the terms of each page, and (ii) the complete execution of such
initials lines shall not be a condition of the effectiveness of this Agreement. This Agreement shall be binding upon and inure to the
benefit of the parties, their heirs, successors and assigns and their personal representatives.
Section 15. Adverse information and Compliance with Laws:
(a) Seller Knowledge: Seller has no actual knowledge of (i) condemnation(s) affecting or contemplated with respect to the
Property; (ii) actions, suits or proceedings pending or threatened against the Property; (iii) changes contemplated in any applicable
laws, ordinances or restrictions of tiding the Property; or (iv) governmental special assessments, either pending or confirmed, for
sidewalk, paving, water, sewer, or other improvements on or adjoining the Property, and no pending or confirmed owners' association
special assessments, except as follows (Insert "None" or the identification of any matters relating to (i) through (iv) above, if any):
None
Nate: For purposes of this Agreement, a "confirmed" special assessment is defined as an assessment that has been approved by a
governmental agency or an owners' association for the purposes) stated, whether or not it is fully payable at time of closing. A
"pending" special assessment is defined as an assessment that is under formal consideration by a governing body. Seller shall pay all
owners' association assessments and all governmental assessments confirmed as of the date of Closing, if any, and Buyer shall take
title subject to all pending assessments disclosed by Seller herein, if any.
Seller represents that the regular owners' association dues, if any, are $ per
(b) Com IRiante: To Seller's actual knowledge, (i) Seiler has complied with all applicable laws, ordinances, regulations, statutes,
rules and restrictions pertaining to or affecting the Property; (ii) performance of the Agreement will not result in the breach of,
constitute any default under or result in the imposition of any lien or encumbrance upon the Property under any agreement or other
instrument to which Seller is a party or by which Seller or the Property is bound; and (iii) there are no legal actions, suits or other
legal or administrative proceedings pending or threatened against the Property, and Seller is not aware of any facts which might result
in any such action, suit or other proceeding.
Section 16. Survival of Representations and Warranties: All representations, warranties, covenants and agreements made by the
parties hereto shall survive the Closing and delivery of the deed. Seller shall, at or within six (6) months after the Closing, and without
further consideration, execute, acknowledge and deliver to Buyer such other documents and instruments, and take such other action as
Buyer may reasonably request or as may be necessary to more effectively transfer to Buyer the Property described herein in
accordance with this Agreement.
Section 17. Applicable Law: This Agreement shall be construed under the laws of the state in which the Property is located. This
form has only been approved for use in North Carolina.
Section 18. Assignment: This Agreement is freely assignable unless otherwise expressly provided on Exhibit B.
Section 19. Tax -Deferred Exchange: In the event Buyer or Seller desires to effect a tax -deferred exchange in connection with the
conveyance of the Property, Buyer and Seller agree to cooperate in effecting such exchange; provided, however, that the exchanging
party shall be responsible for all additional costs associated with such exchange, and provided further, that a non -exchanging party
shall not assume any additional liability with respect to such tax -deferred exchange. Seller and Buyer shall execute such additional
documents, at no cost to the non -exchanging party, as shall be required to give effect to this provision.
Section 20. Memorandum of Contract: Upon request by either party, the parties hereto shall execute a memorandum of contract in
recordable form setting forth such provisions hereof (other than the Purchase Price and other sums due) as either party may wish to
incorporate. Such memorandum of contract shall contain a statement that it automatically terminates and the Property is released from
any effect thereby as of a specific date to be stated in the memorandum (which specific date shall be no later than the date of Closing).
The cost of recording such memorandum of contract shall be borne by the party requesting execution of same.
Section 21. Authority: Each signatory to this Agreement represents and warrants that he or she has full authority to sign this
Agreement and such instruments as may be necessary to effectuate any transaction contemplated by this Agreement on behalf of the
party for whom he or she signs and that his or her signature binds such party.
Q, Page 7 of 8
Buyer lnitials� Seller Initials STANDARD FORM 580-T
Revised 7/2017
C 7/2019
Pm&iwd with zLOFMO by A2L"& 18WO RftM Mi& Road. F— . Mid W 40M MNALRWUM 421 & Mw1.ime

Section 22. Brokers: Except as expressly provided herein, Buyer and Seller agree to indemnify and hold each other harmless from
any and all claims of brokers, consultants or real estate agents by, through or under the indemnifying party for fees or commissions
arising out of the sale of the Property to Buyer. Buyer and Seller represent and warrant to each other that: (i) except as to the Brokers
designated under Section I (f) of this Agreement, they have not employed nor engaged any brokers, consultants or real estate agents to
be involved in this transaction and (ii) that the compensation of the Brokers is established by and shall be governed by separate
agreements entered into as amongst the Brokers, the Buyer and/or the Seller.
Section 23. Attorneys Fees: If legal proceedings are instituted to enforce any provision of this Agreement, the prevailing party in the
proceeding shall be entitled to recover from the non -prevailing party reasonable attorneys fees and court costs incurred in connection
with the proceeding.
❑ EIFS/SYNTHETIC STUCCO: If the adjacent box is checked, Seller discloses that the Property has been clad
previously (either in whole or in part) with an "exterior insulating and finishing system" commonly known as "EIFS" or "synthetic
stucco". Seller makes no representations or warranties regarding such system and Buyer is advised to make its own independent
determinations with respect to conditions related to or occasioned by the existence of such materials at the Property.
THE NORTH CAROLINA ASSOCIATION OF REALTORSO, INC. AND THE NORTH CAROLINA BAR ASSOCIATION
MAKE NO REPRESENTATION AS TO THE LEGAL VALIDITY OR ADEQUACY OF ANY PROVISION OF THIS FORM IN
ANY SPECIFIC TRANSACTION. IF YOU DO NOT UNDERSTAND THIS FORM OR FEEL THAT IT DOES NOT PROVIDE
FOR YOUR LEGAL NEEDS, YOU SHOULD CONSULT A NORTH CAROLINA REAL ESTATE ATTORNEY BEFORE YOU
SIGN IT.
BUYER:
Individual
Date:
Datc:
Business Entity
The East Coast Mia[rant Head Start Proiect
(Name of Entity)
By:�t-
Name: Jar �il1�J l ry
Title: G �VMnP-L—Cu�j47—C. Q�Ag il`.
Date: 10 1 I
SELLER:
Individual
Rudy Johns8h/
Date: d! —�•`� 1
Joyce Jo so
Date: _ D, -2 Ct
Business Entity
(Name of Entity)
By -
Name:
Title:
Date:
The undersigned hereby acknowledges receipt of the Earnest Money set forth herein and agrees to hold said Earnest Money in
accordance with the terms hereof,
- — — - Cape Fear Commercial, LLC .
(Name of Escrow Agent)
Date:
By:
Page 8 of 8
STANDARD FORM SWT
Revised 7/2017
® 7/2019
Ra&md rah *Fw a by zK%o 1WM FrU- Mk R-d. Fraser, Mlohi W 48M WXXWL5g%= 4Z% & Menu"e

Exhibit A
PARCELS
'. 2285-63-0939-0000
JOHNSON RUDY et at
9240 HWY 421
rDRayCURRIE
j TATE
'NC
P
28435
421 HWY & MONTAGUE RD
PROPERTY DESCRIPTOKL2 PB48159 HARVEY HALES SUB
DATE
6/22/2015
i k , . , i . ; , ,
4597/273
1,a
00480059
40CMINT
967302
TOWNSHIP
GRADY
ACRES
,3.92 (to be subdivided to 3 acres)
Southern 3 acres of Lot 2 with to be determined boundary survey and legal description, as outlined below:
HARVEYD. HALES
2 Lot Subdivision on a NCDOTRoad r
alum. r WOW r
cmwrr
'WIM
CANCOM
dwell MMWYn rw[e
�WN " we x° `\
acre °er. r, sa°e Dorf
rs aes
PIN; 2285-54-9r74-aaaD
r
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s.nwc�e w�'a sr�wr...
LOU
Cd
AUGL
rewmwnrra.....� Ft
.,�.4.r �........... �. �.
r .�e..crn.aorwr.�r... s.p. Hem xrare Me. 1
u� r, ��,rrr � l I rm•x� a �aa

i

Exhibit B
Examination Period: Through 12/31/19
Purchase is contingent upon a number of preconditions being satisfied
including: (i) approval by The East Coast Migrant Head Start (ECMHS)
federal funding agency of ECMHS's written application to lease the
property; (ii) a favorable environmental assessment of the Property

SECOND AMENDMENT TO
AGREEMENT FOR PURCHASE AND SALE OF REAL PROPERTY
This Second Amendment to Agreement for Purchase and Sale of Real Property (this
"Amendment") is made and entered into this 10 day of February, 2020, by and between RUDY
JOHNSON and wife, JOYCE JOHNSON ("Seller"), and EAST COAST MIGRANT HEAD
START PROJECT, a Virginia nonprofit corporation, ("Buyer")
WITNESSETH:
A. Seller and Buyer are parties to that certain Agreement for Purchase and Sale of Real
Property with an effective date of October 29, 2019, as amended by First Amendment to
Agreement for Purchase and Sale of Real Property dated January 15, 2020 (as amended, the
"Contract"), for certain property more particularly described as 3.0 acres, shown as Lot 2 on Map
Book 48, Page 59, Slide 649, Pender County, North Carolina and more particularly described in
the Contract (the "Property").
B. The parties desire to amend the Contract as hereinafter provided.
NOW, THEREFORE, in consideration of the mutual covenants hereinafter set forth and
other good and valuable considerations, the receipt and sufficiency of which are hereby
acknowledged, Seller and Buyer hereby amend the Contract as follows:
1. Incorporation of Recitals. The above recitals are true and correct and are
incorporated herein as if set forth in full.
2. General Provisions. All defined terms in this Amendment shall have the same
meanings as in the Contract, except if otherwise noted herein. As amended by this Amendment,
all of the terms, covenants, conditions, and agreements of the Contract shall remain in full force
and effect. In the event of any conflict between the provisions of the Contract and the provisions
of this Amendment, this Amendment shall control.
3. Closing Date. Seller and Buyer hereby amend the Contract for the sole purpose to
extend the Closing until fifteen (15) days after the issuance of the non -discharge wastewater permit
by the North Carolina Department of Environment and Natural Resources, but in no event shall
Closing be extended beyond May 31, 2020, time being of the essence.
4. Earnest Money. Seller and Buyer hereby acknowledge that Buyer has deposited
additional Earnest Money in the amount of Five Thousand and No/l 00ths Dollars ($5,000.00) with
Cape Fear Commercial, LLC ("Cape Fear"), with the total amount of Earnest Money currently
being held by Cape Fear of Eight Thousand and No/100ths Dollars ($8,000.00).
5. Miscellaneous. This Amendment shall be binding upon and inure to the benefit of
the parties to this Amendment, their legal representatives, successors, and permitted assigns. The
parties intend that faxed or scanned and emailed signatures constitute original signatures and that
a faxed or scanned and emailed Amendment containing the signatures (original or copies) of Seller
and Buyer is binding on the parties. This Amendment may be executed in multiple counterparts,
WBD (U5) 485844640

each counterpart of which shall be deemed an original and any of which may be introduced into
evidence or used for any purpose without the production of the other counterpart or counterparts.
The parties ratify and confirm the terms of the Contract as modified by this Amendment and the
Contract is incorporated herein by reference as if fully set forth herein. The Contract, as amended
by this Amendment, contains the entire agreement between Seller and Buyer as to the purchase
and sale of the Property, and there are no other agreements, oral or written, between Seller and
Buyer relating to the purchase and sale of the Property. All prior understandings and agreements
between the parties concerning these matters are merged into this Amendment, which alone fully
and completely expresses their understanding.
[Signature Page to Follow]
2

IN WITNESS WHEREOF, the parties have executed this Amendment effective as of the
day and year first written above.
BUYER:
EAST COAST MIGRANT HEAD START PROJECT,
a Virginia nonprofit corporation
By:
Name: John E. Menditto
Title: General Counsel and Director of Risk Mgmt.
SELLER:
Rudy Johnson
Joyce Johnson
[Signature Page to Second Amendment to Agreement for Purchase and Sale of Real Property]

IN WITNESS WHEREOF, the parties have executed this Amendment effective as of the
day and year first written above.
BUYER;
EAST COAST MIGRANT HEAL] START PROJECT,
a Virginia nonprofit corporation
By.
Name. -
Title.
SELLER:
I
Rug Joh son
Joyce o on
a.
� t+rc P,a 1a Owind Anparutmenl 1u A�rr,Omard rcw lourchme In !talc of Rod Prvportyf �Nt�93;4lt7$8 v I

E. SOIL EVALUATION
This section includes a soil evaluation sealed and dated by a North Carolina License
Soil Scientist, in accordance with 15A NCAC 02T .0504(b).

1 April 2020
Paramounte Engineering
Attn: Tim Clinkscales, PE
122 Cinema Drive
Wilmington, NC 28403
Re: East Coast at Montague
Pender County, North Carolina
Mr. Clinkscales,
'I"
ARM
Geothermal, Environmental,
& Well Drilling
This report presents the results of the preliminary soil and site evaluation for the above
referenced property.
1.0 Introduction/Purpose
The purpose of the preliminary soil and site evaluation was to determine the
feasibility of developing the above referenced tract for the installation of a surface
drip irrigation system to serve a day school at the above noted site at the corner of
Montague Road and US Highway 421 in Pender County, NC. The site is shown on
Figure 1.
2.0 Methods
2.1 Subsurface Soils Analysis
(Refer to Figures 1, and Appendix A)
The potential disposal area was evaluated using hand auger borings and split spoon
samples. Hand auger borings and split spoon samples were placed at varying
locations in an effort to fully characterize the soil and site conditions within the
proposed disposal area. Hand auger borings and split spoon samples were
evaluated and described to a depth of seven feet from the naturally occurring soil
surface. A location specific profile description was prepared for each boring location
and is provided in Appendix A.
Applied Kcoource Management, PC
F. 0. Sox 862,257 Transfer Station Road, Hampstead, NG 25445, 910.270.2919, Fax [phone]

2.2 K .t Determinations
(Refer to Appendix A)
The Saturated Hydraulic Conductivity (K.,) of the the most restrictive or limiting soil
horizon within seven feet of the naturally occurring soil surface was tested. The
most restrictive soil horizon was noted to be located below the static or apparent
watertable. In these cases the pumped -borehole method was utilized in accordance
with the Ernst Method as illustrated in Drainage Principles and Applications (second
revised edition) by R. J. Oosterbaan and H. J. Hijland. Three test locations were
located within the proposed system area. Two tests were performed at each
location. A test specific data sheet was prepared for each location where this
method was utilized and is also provided in Appendix A.
The following assumptions are implied with the use of the pumped -borehole
method:
1. A homogeneous soil within the soil horizon being tested.
2. The water table is not lowered around the auger hole when water is
pumped out of it.
3. Water flows horizontally into the sides of the auger hole and vertically up
through the bottom of the auger hole.
2.3 Loading Rate Analysis
The design application rate for each area is based upon the geometric mean of the
saturated hydraulic conductivity measurements within the most restrictive horizon.
The design rate for the area is based upon 5.0% of the measured saturated
hydraulic conductivity within the most restrictive soil horizon. This application rate
is somewhat conservative based upon the fact that the wastewater is proposed to
be treated to produce a tertiary quality effluent.
2.4 Monthly Hydraulic Budget
(Refer to Appendix B)
A monthly water balance budget was prepared for each proposed surface drip
irrigation site. The water balance is based upon the monthly hydraulic budget
including inputs and outputs within the proposed surface drip irrigation site(s) during
an 8011 percentile wet year.
The results of the monthly water balance are summarized in the Quick Water
Balance in Appendix B. Note that this "No Storage" quick water balance assumes
that the amount irrigated is equal to the calculated Maximum Allowable Irrigation.
PA

The water balance is based on the following information: Evapotranspiration (ET)
information from Department of Geography, University of North Carolina; Monthly
Precipitation (inlmo) take from the Pender County Soil Survey; and the Limiting Soil
K. , taken from actual field measurements.
2.5 Standard Soil Fertility Analysis
(Refer to Appendix C)
Soil samples were collected from the area proposed to be utilized for surface drip
irrigation of wastewater. Composite samples were composed of 15 to 20 soil cores
taken at a depth of 4 inches from the naturally occurring soil surface at random
locations within each proposed disposal area. The results of the Standard Soil
Fertility Analysis is available in Appendix C.
3.0 Findings of Investigation
3.1 Site Soils
(Refer to Figure 1, and Appendix A)
The soils within the proposed wastewater disposal areas are classified as Leon fine
sands. As detailed in the Soil Survey of Pender County, North Carolina this series
consists of poorly drained soils on broad, smooth interstream areas. These soils
formed in sandy sediment. The slopes typically range from 0 to 2 percent.
Actual field profile descriptions found that the soils within the proposed irrigation
areas were slightly more variable than the typical Leon fine sand pedon as
described in the Soil Survey of Pender County, North Carolina. The soil wetness
condition, as determined by the indication of colors of chroma 2 or less (Munsell
Color Charts) at greater than or equal to 2% of soil volume in mottles or matrix of
a horizon or horizon subdivision appears to be less than 12 inches from the
naturally occurring soil surface. The proposed area appears to be approximately
0.42 acres.
The proposed wastewater disposal areas are severely limited due to space
limitations including setbacks from property lines and proposed building and parking
locations. The location of the proposed disposal areas as well as the setback
limitations is shown on the attached Figure 1.
3.2 Ksat Determination
(Refer to Appendix A )
The saturated hydraulic conductivity was noted to range between 1.19 inches per
3

hour and 7.9 inches per hour with an average of 4.67 inches per hour at a depth
of approximately 40-44 inches. Results are summarized in Table 1 below.
Table 1. Area I Hydraulic Conductivity Results
Location
Conductivity
(InIHr) Test 1
Conductivity
(InIHr)-Test 2
1
5.5
4.85
2
1.19
1.27
3
7.9
7.25
Average
4.67
3.3 Loading Rate Analysis
The design application rate for each area is based upon the average of the
saturated hydraulic conductivity measurements within the most restrictive horizon.
The average forthe area is 4.67 inches /hour or 112.08 inches/day. The design rate
for the proposed area is based upon 5.0% of the measured saturated hydraulic
conductivity within the most restrictive soil horizon. This application rate is
somewhat conservative based upon the fact that the wastewater is proposed to be
treated to produce a tertiary quality effluent.
The design application rated for the area is 5.0% of 112.08 inches/day indicating
5.68 inches per day or 39.23 inches/week. This application rate far exceeds the
maximum limit of 1.75 inches/week associated with Low Rate Infiltration per 15A
NCAC 02T.702. Based on the realistic yield expectation for the Leon fine sand,
Phosphorus removal appears to be the limiting design criteria. In order to meet the
realistic yield expectation, a maximum application rate of 1.25 inches/week is
required. Therefore, the maximum loading rate for the area is to be set at 1.25
inches/week or 65 inches/year.
3.4 Monthly Hydraulic Budget
(Refer to Appendix B)
Preliminary water balance data for the two areas is as follows:
Recommended maximum allowable irrigation 2,082 gallons per day (0.42
acres)
Maximum Daily Design Flow = 2,082 gallons per day (0.42 acres)
Note: Maximum Daily Design Flow may be limited by nutrient loading rather
than hydraulic loading.
The water balance information is based on the following information:
4

Evapotranspiration (ET) information from Department of Geography, University of
North Carolina; Monthly Precipitation (in/mo) take from the Pender County Soil
Survey; and the Limiting Soil Ksat taken from actual field measurements.
3.6 Nutrient Loading
(Refer to Appendix B)
Nutrient loading of the wastewater with regard to Plant Available Nitrogen (PAN)
and Phosphorus was determined utilizing data supplied bythe design engineer. The
wastewater proposed to be irrigated will typically contain the following
concentrations:
TKN: 4 mg/L
Ammonia: 1 mg/L
Nitrate: 3 mg/L
Nitrite: 3 mg/L
Phosphorus: 3 mglL
Plant Available Nitrogen (PAN) was determined to be as follows:
108.62 Ibs/acre PAN (45.6 Ibs/0.42 acres)
Phosphorus loading in pounds per acre per year was determined to be as follows:
44 Ibs/acre/year (18.48 Ibs/0.42 acre/yr)
(All phosphorus is assumed to be plant available)
Nutrient loading calculations for both Plant Available Nitrogen (PAN) and
Phosphorus are available in Appendix B.
The proposed crop type to be planted, established and maintained on the
wastewater irrigation fields is Hybrid Bermudagrass overseeded with Rescuegrass
(Hay). The Realistic Yield Expectation for the proposed crop type on the applicable
soil series is as follows:

REALISTIC YIELD EXPECTATIONS
FOR
HYBRID BERMUDAGRASS OVERSEEDED WITH RESCUEGRASS (HAY)
Leon Fine Sands
Yield (tons)
3.3
Nitrogen Factor
44
Nitrogen Application Rate (lb/acre)
143
Crop Phosphorus Removal Rate lb/acre
44
Values obtained from North Carolina Nutrient Management Workgroup. 2003. Realistic yields and nitrogen
application factors for North Carolina crops. http:/lwww.soil.n.osu.edu/nmo/ncnmwgtvields/ North Carolina
State University, North Carolina Department of Agriculture and Consumer Services, North Carolina
Department of Environment and Natural Resources, Natural Resources Conservation Service. Raleigh NC
4.0 Conclusion/Recommendations
4.1 System Recommendation
(Refer to Appendix B)
It appears that the most appropriate method of wastewater disposal for these tracts
is a surface drip application. The pretreatment prior to the waste disposal should
be designed to reuse water quality standards to allow for the site to be maximized
in terms of property line setbacks. The project Professional Engineer (P.E.) may
revise the treatment standards, however; the standards should not exceed the
Realistic Yield Expectations for Hybrid Bermudagrass with regard to Plant Available
Nitrogen (PAN) and/or Phosphorus as shown in the table above. The wastewater
is to be applied to the site at a rate of 1.25 inches/week which equates to 2,036.3
gallons per day for 0.42 acres. Based on the daily design flow specified in 15A
NCAC 02T .0114, it appears that 81 people can be served by this system. A copy
of these calculations can be found in Appendix B.
4.2 Site Modifications
(Refer to Figure 1)
The proposed wastewater irrigation field shown shall be modified by the addition of
approximately 18 inches of sandy fill material. The addition of this fill material is
needed to provide positive drainage as well as prevent ponding of surface water
and/or wastewater. The fill material utilized shall have a saturated hydraulic
conductivity (K%.,) greater than that of the natural soil and be classified as a sand in
accordance with ASTM (American Society for Testing and Materials) D-422
procedures for sieve and hydrometer analyses. The site shall be prepared prior to
placement of the fill material on the wastewater irrigation field. Site preparation shall
include removal of existing vegetative cover, placement of 3 to 4 inches of fill
material and then the fill material shall be incorporated in the natural soil to a depth
C1

of fi inches. Additional fill material may then be added to the irrigation field in order
to adequately provide positive drainage while at the same time prevent ponding
and/or runoff of the wastewater applied to the site.
Benchmarks shall be established to aid in the completion of the site modifications.
During the placement of the fill material, special care shall be taken to minimize
vehicular traffic on the wastewater irrigation field. It is recommended that samples
of the proposed fill material be taken and tested as noted above prior to placement
on -site in order to confirm that the soil fill is classified as a sand. Saturated hydraulic
conductivity of the fill material should be measured after the fill material is placed
on -site, these measurements should be used to confirm that the fill material has a
saturated hydraulic conductivity greater than that of the natural soil.
5.0 Limitations
The areas analyzed as part of this investigation only provide isolated data points
and sets and do not represent subsurface conditions at every location in the project
area. Analyses and conclusions in this report, some of which is based on work
performed by others, interpolation between data points, and subjective subsurface
interpretation, may not be completely representative of all subsurface conditions.
This investigation, furthermore does not provide conclusive data on limits of impact
or other interpolations where indicated by question marks or otherwise qualified.
Conclusions and recommendations of this investigation and report are based on the
best available data in an effort to assist in the understanding, control and/or site
planning and preparation. No guarantee is expressed or implied that new or
additional data and/or scientific measures will not be required for ultimate solution
of the existing project.
The State of North Carolina have final permitting authority with regards to this
project. No guarantee is expressed or implied as to the issuance of a wastewater
disposal permit.
Should you have any questions or concerns please do not hesitate to contact me at
[phone].
Sincerely,
Walter D. Giese, LSS
Project Manager
o So11
�G R D.
1274
._C'�RM C
6
I � re ` �•�o

3, I
_I
3EDEx•,EgcEHCY K{j �� � � � , �:
f � � � VR(]aD"SD WM1D ,�jrJr jf
I � i � t rEE DF.,K, TuxE
�iI Es�M1WGE.
�H� ^
I � DEHL'.A]VED
;I
- - - - ++
e �
bu
I I
I8
ILN
I C
IM
18618
I ® (0.42 acre) j r
II (D
II 1 i
i f
I� I
ly I
I
Iro I I � I
I
ground surface aD Sandy Fill Mound
Usable soils areas
Natural Soil
incorporation
zone
Proposed fill mound Typical System Area
Cross Section
__--__-_• (not to scale)
C Monitoring Well Locations
(approximate)
Map adapted from previous plan by Paramounte Engineering
TITLE: Montague RD FIGURE:
Applied Kea urce Pender County, NC
ManagementAc-
Hampet, JOB: SCALE: DATE: DRAWN BY:
eadNO 19263 1 "=50' 8/27/19 GY

Appendix
U A
• Figure 2: Monitoring Wells 1-3
• Monitoring Well 1 Tests
• Monitoring Well 2 Tests
• Monitoring Well 3 Tests

Monitoring Well
1

EAST COAST at MONTAGUE
Pender County, North Carolina
20 August 2019
Logged By: Gene Young, REHS
Monitorinq Well (MW)1
Soil Description
0 —14 inches Mixed fill / Disturbed loamy sand/sandy loam.
14 — 84 inches Black (10YR 2/1) coarse grained loamy sand/sandy loam,
granular, friable, non -expansive.
Soil wetness condition: <12"

1hWaterloo
Hydrogeologic, Inc.
460 Philip Street - Suite 101
Waterloo, Ontario, Canada
Phone: [phone]
Slug Test Data Report
Project: Paramounte - Montague RD
Number.
Client:
Page 1
Test Well:
MW 1
Slug test:
MW 1 -Test 1
Test Well: MW i
Depth to Static WL: 3.75 [ft]
Casing radius:
Boring radius:
Screen length:
0.083 [ft]
0.166 [ft]
1.5 [ft]
Location:
Recorded by:
Date:
8/28/2019
Aquifer Thickness:
1.6 [ft]
Time Is]
Depth
to WL [ft]
Drawdown [ft]
1
0
0.00
-3.75
2
5
1.55
-2.20
3
10
1.99
-1.76
4
15
2.35
-1.40
5
20
2.60
-1.15
6
25
2.84
-0.91
7
30
3.02
-0.73
a
35
3.14
-0.61
9
40
3.25
-0.50
10
45
3.31
-0.44
11
50
3.36
-0.39
12
55
3.40
-0.35
13
60
3.45
-0.30
14
65
3.50
-0.25
15
70
3.51
-0.24
16
75
3.52
-0.23

g
1 E-1
Waterloo Hydrogeologic, Inc.
460 Philip Street - Suite 101
Waterloo, Ontario, Canada
Phone: [phone]
Slug Test Analysis Report
Project: Paramounte - Montague RE)
Number:
Client:
MW 1 - Test 1 [Bouwer & Rice]
Time [s]
0 15 30
45 60 75 ♦ MW 1
•
1
Slua Test: MW 1 -Test 1
Analysis Method: Bouwer & Rice
Analysis Results: Conductivity: / 1.10E+1 [ftld]
Test parameters: Test Well:
Casing radius:
Screen length:
Boring radius:
r(eff):
Comments:
MW 1 Aquifer Thickness: 1.6 [ft]
0.083 [ft] Gravel Pack Porosity (%) 25
1.6 [ft]
0.166 [ft]
0.110 [ft]
Evaluated br'
Evaluation Date' t112812019

Waterloo Hydrogeologic, Inc.
460 Philip Street - Suite 101
Waterloo, Ontario, Canada
Phone: [phone]
Slug Test Data Report
Project: Paramounte - Montague RD
Number.
Client:
Page 1
Test Well:
MW 1
Slug Test:
MW 1- rest 2
Test Well:
MW 1
Depth to Static WL: 3.76 [ft]
Casing radius:
0.083 [ft]
Location:
Boring radius:
0.168 [ft]
Recorded by:
Screen length:
1.5 [ft]
Date:
8/28/2019
Aquifer Thickness:
1.6 [ft]
Time [s]
Depth
to WL [ft]
Drawdown [ft]
1
0
5
0.00
-3.75
2
1.45
-2.30
3
10
1.91
-1.84
4
15
2.34
-1.41
5
20
2.62
-1.13
6
I
25
2.82
-0.93
7
30
2.95
-0.80
8
I
35
3.10
-0.65
9
40
3.20
-0.55
10
45
3.29
-0.46
11
50
3.33
.0.42
12
55
3.39
-0.36
13
60
3.41
-0.34
14
65
3.44
-0.31
15
70
3.48
-0.27
16
75
3.50
-0.25
17
80
3.52
-0.23
18
85
3.53
-0.22

I
1 E-1
Waterloo Hydrogeologic, Inc.
460 Philip Street - Suite 101
Waterloo, Ontario, Canada
Phone: [phone]
Slug Test Analysis Report
Project: Paramounte - Montague RD
Number:
Client:
MW 1- Test 2 [Bouvmr & Rice]
Time Is]
0 17 34 51
68 85 • MW 1
•
•
•
d
•
d
•
d
•
Slug Test MW 1- Test 2
Analysis Method: Bouwer & Rice
Analysis Results: Conductivity: 9.71 E+0 [ft/d]
6 j�ts �,Ik'-)
Test parameters: Test Well:
MW 1
Casing radius:
0.083 [ft]
Screen length:
1.5 [ft]
Boring radius:
0.166 [ft]
r(eff): 0.110 [ft]
Comments:
Aquifer Thickness: 1.6 [ft]
Gravel Pack Porosity (°%) 25
Evaluated try,
Evaluation Date: 8I2 IMI9

Monitoring Well
2

EAST COAST at MONTAGUE
Pender County, North Carolina
6 August 2019
Logged By: Gene Young, REHS
Monitoring Well (MW) 2
Soil Description
0 — 8 inches Very dark gray (10YR 3/1) loamy sand, granular, very friable, non -
expansive.
8 --18 inches Gray (10YR 5/1) sand/loamy sand, granular, very friable, non -
expansive with dark gray (10YR 4/1) mottles.
18 — 84 inches Black (10YR 2/1) coarse grained loamy sand/sandy loam,
granular, friable, non -expansive.
Soil wetness condition: <12"

L
Waterloo Hydrogeologic, Inc. slug Test Data Report -
460 Philip Street - Suite 101 Project: Paramounte - Montague RD
Waterloo, Ontario, Canada Number.
Phone: [phone] Client: Page 1
Test Well: MW 2 Slug Test: MW 2 Test 1
- -- Test Well: MW 2 -
Depth to Static WL: 3,2 [ft] Casing radius: 0.083 [ft]
Location: Boring radius: 0.166 [ft]
Recorded by: Screen length: 1.5 [ft]
Date: 8/26/2019 Aquifer Thickness: 2.47 [ft]
Time [s]
Depth to WL [ft]
Drawdown [ft]
1
0
0.00
-3.20
2
10
0.56
-2.64
3
20
0.75
-2.45
4
30
0.95
-2.25
5
40
1.10
-2.10
6
50
1.25
-1.95
7
60
1.39
-1.81
8
70
1.50
-1.70
9
80
1.62
-1.58
10
90
1.71
-1.49
11
12
100
fT 110
1.82
-1.38
--- 1.90
............. --
1.99
-1.30
13
120
-1.21
14 130
2.07
-1.13
15 140
2.14
-1.06
16 150
2.21
-0.99
17
160
2.27
-0.93
18
170 T
2.32
-0.88
19
180
2.37
-0.83
20
190
2.42
-0.78
21
200
2.48
-0.72
22 210
2.51
-0.69
23 220
24 - 230
2.55
2.59
-0.65
-0.61
-
25 240 -
2.62
-0.58
-0.54
-0.50
-0.48 T
26
250
2.66
27
! 260
2.70
28
270
2.72
29
280 �r
2.74
-0.46
30
290
i 2.77
-0.43
31 1 300 2.80 -0.40

Waterloo Hydrogeologic, Inc.
460 Philip Street - Suite 101
Waterloo, Ontario, Canada
Phone: [phone]
Test Well: MW 2
Depth to Static WL: 3.2 [ft]
Location:
Recorded by:
Date:
8/26/2019
Time Is]
32
310
33
320
34
330
35
340
36
350
Slug Test Data Report
Project: Paramounte - Montague RD
Number:
i
Client:
Slug Test:
MW 2 Test 1
Test Well:
MW 2 +
Casing radius:
0.083 [ft]
Boring radius:
0.166 [ft]
Screen length:
1.5 jft]
Aquifer Thickness;
2.47 [ft]
Depth
to WL [1t]
Drawd
2.82
-0
2.84
-0
2.88
-0
2.88
-0
2.90
-0
own [tt]
.38
.36
.34
.32
.30
Page'2

INr
1 E-1
Waterloo Hydrogeologic, Inc.
460 Philip Street - Sufte 101
Waterloo, Ontario, Canada
Phone: [phone]
Slug Test Analysis Report
Project: Paramounte - Montague Rb
Number:
Client:
MW 2 Test 1 [Bouvver & Rice]
Time Is]
0 70 140 210 280 350 o MW 2
glug Test: MW 2 Test 1
Analysis Method: Bouwer & Rice
Analysis Results: Conductivity: 2,38E+0 [fVd]
Test parameters: Test Well:
Casing radius:
Screen length:
Boring radius:
r(eff):
Comment
MW 2 Aquifer Thickness: 2.47 [ft]
0.083 [ft1 Gravel Pack Porosity (%) 25
1.5 N
0.188 [ft]
0.110 [ft]
Evaluated by -
Evaluation Date: 812712019

Waterloo Hydrogeologic, Inc. Slug Test Data Deport
460 Philip Street - Suite 101 Project: Paramounte - Montague RD
Waterloo, Ontario, Canada Number:
Phone: [phone] Client: Page 1
Test Well: MW 2
Depth to Static WL: 3.2 [ft]
Slug Test: MW 2 Test 2
Test Well: MW 2 - - --
Casing radius: 0.083 [ft]
Boring radius: 0.166 [ft]�
Screen length: 1.5 [ft]
Location:
Recorded by:
Date: 8/27/2019
Aquifer Thickness: 2.47 [ft]
Time (s]
Depth
to WL [ft]
Drawdown (ft)
1
0
0.00
-3.20
2
10
0.65
-2.55
3
20
0.86
-2.34
4
30
1.04
-2.16
5
40
1.21
-1.99
6
50
1.33
-1.87
7
60
1.49
-1.71
8
70
1.61
-1.59
9
80
1.72
-1.48
10
90
1.81
-1.39
11
100
1.91
-1.29
12
110
1.98
-1.22
13
120
2.08
-1.12
14
130
2.14
-1.06
15
140
2.21
-0.99
16
150
2.27
-0.93
17
160
2.32
-0.88
18
170
2.39
-0.81
19
180
2.44
-0.76
20
190
2.49
-0.71
21
200
2.53
-0.67
22
210
2.58
-0.62
23
220
2.62
-0.58
24
230
2.65
-0.55
25
240
2.68
-0.52
26
250
2.72
-0.48
27
260
2.74
-0.46
28
270
2.77
-0.43
29
280
2.88
-0.32
30
_ 290
2.82
-0.38
31
300
2.84
-0.36

Waterloo Hydrogeologic, Inc.
460 Philip Street - Suite 101
Waterloo, Ontario, Canada
Phone: [phone]
Test Well: MW 2
Depth to Static WL: 3.2 [ft]
Location: - --
Recorded by:
Date: 8/27/2019
Time Is)
32 310
33 320 T
34 330
Slug Test Data Report
Project: Paramounte - Montague RD
Number:
Client:
Slug Test: MW 2 Test 2
Test Well: MW 2
Casing radius: 0.083 [ft]
Boring radius: 0.166 [ft]
Screen length: 1.5 [ft]
Aquifer Thickness: 2.47 [ft]
Depth
to WL [ft] Dre
2.86
2.88
2.90
wdown [41
-0.34
-0.32
-0.30
Page 2 1

3
1 E-1
Waterloo Hydrogeologic, Inc,
460 Philip Street - Suite 101
Waterloo, Ontario, Canada
Phone: [phone]
Slug Test Analysis Report
Project: Paramounte - Montague RD
Number:
Client:
MW 2 Test 2 [Bouwer $ Rice]
Time [s]
0 66 132 198
Slug Test: MW 2 Test 2
Analysis Method: Bouwer & Rice
264 330 E MW 2
Analysis Results: Conductivity: 2.53E+0 [ft/dd]
(1ia7In1h,)
Test parameters: Test Well:
Casing radius:
Screen length:
Boring radius:
r{eft}:
Comments:
MW 2 Aquifer Thickness: 2.47 [ft]
0.083 [ft] Gravel Pack Porosity (°h) 25
1.5 [ft]
0.166 [ft]
0.110 [ft]
Evaluated t y
Evaluadsm Date: 0/2712019

Monitoring Well
3

EAST COAST at MONTAGUE
Pender County, North Carolina
20 August 2019
Logged By: Gene Young, REHS
Monitorinq Well (MW) 3
Soil Description
0 —16 inches Very dark gray (10YR 3/1) loamy sand, granular, very friable, non -
expansive.
16 — 84 inches Black (10YR 2/1) coarse grained loamy sand/sandy loam,
granular, friable, non -expansive.
Soil wetness condition: <12"

Waterloo Hydrogeologic, Inc.
460 Philip Street - Suite 101
y Waterloo, Ontario, Canada
Phone: [phone]
Test Well: MW 3
Depth to Static WL: 3.43 [ft]
Location:
Recorded by:
Date:
1
2
3
4
5
6
7
8
9
10
11
12
8/26/2019
Time [s]
0
5
10
15
20
25
30
35
40
45
50
55
Slug Test Date Report
Project: Paramounte - Montague RD
Number:
Client:
Slug Test:
MW 3- Test 1
Test Well:
MW 3
Casing radius:
0.083 [ft]
Boring radius:
0.166 [ft]
Screen length:
Aquifer Thickness:
1.5 [ft]
2.24 [ft]
Depth
to WL [ft]
D
Dram
0.00
1.60
2.10
2.45
2.68
2.82
2.94
3.02
3.09
3.12
3.15
3.17
(ft]
-3.43
-1.83
-1.33
-0.98
-0.75
-0.61
-0.49
-0.41
-0.34
-0.31
-0.28
-0.26
Page 1

Waterloo Hydrogeologic, Inc.
Slug Test Analysis Report
Project: Paramounte - Montague RD
460 Philip Street - Suite 101
Waterloo, Ontario, Canada
Number:
Phone: [phone]
Client:
MW 3- Test 1 [Bouwer & Ricel
Time [s]
0
11
22
33 44 55
o MW 3
i
1
•
�
0
k
1 E-1--
i
i
O
Slua Test:
MW 3- Test 1
Analysis Method: Bouwer & Rice
Analysis Results:
Conductivity:
1.45E+1 [ftld]
Test parameters: Test Well:
MW 3
Aquifer Thickness:
2.24 [ft]
Casing radius:
0.083 [ft]
Gravel Pack Porosity (%)
25
Screen length:
1.5 [ft]
Boring radius:
0.166 [ft]
r(eff):
0.110 [ft]
Comments:
Evaluated by
Evaluation Date;
M712019

INWaterloo
Hydrogeologic, Inc.
460 Philip Street - Suite 101
Waterloo, Ontario, Canada
Phone: [phone]
Slug Test data Report
Project: Paramounte - Montague RD
Number:
Client: Page 1
Test Well:
f
MW 3
Slug Test:
Test Well:
Casing radius:
Boring radius:
Screen length:
Aquifer Thickness:
MW 3-Test
MW 3
0.083 [ft]
0.166 [ft]
1.5 [ft]
2.24 ft
2
Depth to Static WL+ 3.43 [ft]
Location:
Recorded by:
Date: 8/26/2019
Time [s]
Depth
to WL [ft]
Drawdown [ft]
1
0
0.00
-3.43
2
5
1.55
-1.68
3
10
2.06
-1.37
4
15
2.39
-1.04
5
20
2.59
-0.84
6
25
2.78
-0.65
7
30
2.90
-0.53
8
35
3.01
-0.42
9
40
3.08
-0.35
10
45
3.12
-0.31
1 i
50
3.15
-0.28
t
E
3

rr
1 E-1
Waterloo Hydrogeologic, Inc,
460 Philip Street - Sufte 101
Waterloo, Ontario, Canada
Phone: [phone]
Slug Test Analysis Report
Project: Paramounte - Montague RD
Number:
Client:
MW 3-Test 2 [Bouwer & Rice]
Time [s]
0 10 20 30 40 50 O MW 3
Slug Test: MW 3-Test 2
Analysis Method: Bouwer & Rice
Analysis Results:
Test parameters: Test Well:
Casing radius:
Screen length:
Boring radius:
r(eft):
Comments:
MW 3
0.083 [ft]
1.5 [ft]
0.166 [ft]
0.110 [ft]
•
•
Conductivity:
Aquifer Thickness:
Gravel Pack Porosity (%)
1.58E+1 [fttd]
�7•� i�.lhr�
2.24 [ft]
25
Evaluated by.
Evaluation pate: W27/2019

Appendix
• Quick Water Balance
• Plant Available Nitrogen
Calculations
• Phosphorus Loading
Calculations
• Daily Design Flow
Calculations

Quick Water Balance for: [Para mounte-Montague RD - _ - ` � - - - �• =
Quick Water Balance Assuming No Storage
Spray Irrigation Area = I CIA2 I acres
Limiting Soil Kant = I 4.670 I inch/hour
Drainage Coefficient 0.050
Kv= Kant' (Drainage Coeit.) 0 5.604 Inch/day
Input
Output =>
0 of Days
In
Month ET
(days) (in/mo)
Vertical
Drainage
(inlmo)
Monthly
Precipitation
(In/MO)
Maximum
Allowable
Irrigation
(inlmo)
Maximum
Allowable
Irrigation
(gallons/day)
Maximum
Allowable
Irrigation
(gallonsimonth)
January
31
0.40
173.72
_3.87 170.25
62,640
1,941,838
February
28
0.54
156.91
3.688W 153.77
62,638
1.753,852
March
31
1.26
173.72
4.05 170.93
62,890
1.949,593
April
30
241
168.12
2,86 167.67
63,746
1.912,366
May
31
401
173,72
4.54, 173,19
63,722
1.975,370
June
30
5.37
168.12
5.7b: 167.79
63,791
1,913,734
July
31
5.95
173.72
7.49 172.18
63,350
1.963,850
August
31
6.62
173.72
8.171 173.17
63,714
1,975,142
September
30
410
168.12
5.22 Al 167.00
63,491
1,904.724
October
31
231
173.72
2.66 30 173.37
63,788
1,977,423
November
30
113
168.12
3.08 jM 166.16
63.171
1,895.143
December
31
0.52 j
173.72
L 3.29 W1 170.95
1 62,897
1 1,949,821
TOTAL= 365 33.62 2045.46 52.62 2026.46 2,082 23.112,856
Formulas: (Max. Allowable Irrigation) = (ET) + (Drainage) - (Precipitation)
Water BudgetAs "No Storage' Version 5 December 2004

Plant Available Nitrogen (PAN)
The wastewater proposed to be irrigated contains the following characteristics:
TKN:
4 mgll
Ammonia:
1 mgll
Nitrate:
3 mgll
Nitrite:
3 mgll
Phosphorus:
3 mgll
Areas 1
Hydraulic loading rate of 1.25 inchestweek or 65 inches/year (limiting flow rate -
Phosphorus).
Assuming a mineralization rate of 0.20 for aerobic treatment units.
Assuming a volatilization rate of 0.20 for surface drip application.
PAN = [MR x (TKN - NH3)] + [(1 - VR) x (NH3)] + [NO3 + NO2]
PAN = [(0.20) x (4 - 1)]+[(1- 0.2) x (1)] + [3+ 3]
PAN = [(0.20) x (3)] + [(0.8) x (1)] + [6]
PAN = (0.60) + (0.8) + (6)
PAN = 7.4 mgll
Convert mg/l to pounds
Pounds = concentration in (mg/1) x flow (million gallons per day) X 8.34 Ibslgallon
Flow = (65 inlyrlacre) x (27,152 gallons/acre-inch) x (1 acre) = 1,764,880 gallons/acre
Lbs PAN/acre = (7.4 mgll PAN) x (1.76 mg/acre) x (8.34 Ibslgallon)
= 108.62 Ibslacre PAN

PHOSPHORUS (P) LOADING
The wastewater proposed to be irrigated contains the following characteristics:
TKN:
4 mgll
Ammonia:
1 mg/l
Nitrate:
3 mg/l
Nitrite:
3 mg/i
Phosphorus:
3 mg/l
Areas 1
Hydraulic loading rate of 1.25 inches/week or 65 inches/year.
P Loading (Ibs/acre/year) = concentration (mg/1) x AHLR (in/yr) x 0.226 Ibslacre-inch
mgll
P Loading (Ibs/acre/year) = 3 mg/I x 65 in/yr x 0.226 Ibslacre-inch
mg/I
= 44 Ibs Placrelyear
DAILY DESIGN FLOW
Hydraulic loading rate of 1.25 inches/week
27,152 gallons per acre/inch
1.25 inches/week 17 = 0.18 inches/day.
0.18 inches/day x 27,152 = 4848.6 gallons/day (1 acre)
4848.6 gal/day (1 acre) x 0.42 acres = 2036.4 gallons per day
2036.4 gal/day / 25 gal/day per person = 81.5 people
Daily Design Flow: 81 people @ 25 gal/day/person = 2,025 gal/day.

Appendix
• Soil Fertility Analysis

NCDA&CS Agronomic Division Phone: [phone] Website: www.ncagr.govlagronomil Report No. FY20-SL003996
u IL'itt �a Client: Walter Giese Advisor:
r' - �r4^ Predictive Home & Garden 212 Anchor Ln. 1603 Chadwick
a w Shores Dr
4. Soil Report Mehlich-3 Extraction Sneads Ferry, NC 28460
Links to Helpful Information Sampled County: Pender
Client ID: 372426 Advisor ID:
Sampled.09/0312019 Reeelved: 09/04/2019 completed: 09/13/2019 Farm:
Agronomist's Comments:
This report provides Test Results and Recommendations for each sample submitted for testing. Look for Lime Recommendations and N-P-K Fertilizer Recommendations.
The lime recommendation is always listed next to the first crop and will be based on the higher target pH if the pH targets for crop 1 and crop 2 differ Application at the
indicated rate will raise soil pH to the optimal level for the plant you specified and should be sufficient for 2 to 3 years, depending on soil type. Common target pH values
are as follows: 5.0 for azalea, camellia, rhododendron and mt. laurel; 5.5 for centipedegrass; 6.0 for other lawn grasses, shrubbery, and; flowering plants; and 6 5 for
vegetable gardens. N-P-K Recommendations are based on the nitrogen (N) needs of the plants being grown and the soil test results for phosphorus (P-1) and potassium
(K-1); a 50 to 70 index for either is optimum. If the exact fertilizer cannot be found, find the closest match and adjust the rate accordingly Refer to "Understanding the Soil
Report' last page of this report) for additional explanation and links to helpful information.
Sample to: MONT1 Lime Recommendations N-P-K Fertilizer Recommendations'
Crop 1- Lawn (not centip.) 100.0 lb per 1.000 sq ft 20 lips per 1,000 sq ft 5-10-10 Group A
Crop 2- 0.0 lb per 1,000 sq ft
Ume History: Test Results: Optimum Phosphorus Index (P-1) =14
H range
PH = 4.3 Potassium Index (K-1) =12
Walter Giese 3.0 5.8 6.5 8.0 0 70
Below Optimum ptimum Above Optimum
Additional Test Results: If you cannot find the fertilizer recommended here, choose one from the
Soil Class HM°% WN CPC Mn-I Zn-I Cu-I S-1 same Group (A, Br C or D) listed on the last page of this report
Mineral 1.74 1.41 4.6 7 45 50 14 Note: This soil test does not measure nitrogen (N) levels. N fertilizer
glcm 3 meg/100 cm 3 recommendations are based only on needs of the designated crop.
North Carolina
Tobacco Trust Fund Commission
Reprogramming of the laboratory -information -management system that makes this report possible is being funded
through a grant from the North Carolina Tobacco Trust Fund Commission.
Thank you for using agronomic services to manage nutrients and safeguard environmental quality.
- Steve Troxler. Commissioner of Agriculture

NCDA&CS Agronomic Division Phone: [phone] Website: www.ncagr.govlagronomil Report No. FY20-SL003996
Walter Giese
Understanding the Soil Report
Lime
Application of lime at the recommended rate will raise soil pH to the optimum range. Do not apply too much lime. When soil pH
becomes too high, lowering It is very difficult. Often, the best solution then is to choose plants that can tolerate a high pH.
Choosing dolomitic lime can be advantageous because it contains the nutrients calcium and magnesium. Pelleted lime is easier to
spread uniformly than powdered lime.
Lime can be applied at any time of year, but because it reacts slowly, it is best to apply it several months before a new planting.
Mixing it into the soil will speed the reaction time. Lime applied to the soil surface takes much longer to correct soil pH.
A surface application should not exceed 60 lb per 1,000 sq ft. If a soil report recommends more than this, apply 60 lb per 1,000 sq
initially and the rest in similar increments every 6-9 months until the full rate is applied.
Fertilizer
Soil tests do not measure nitrogen (N) since it is very unstable in soils; the N recommendations provided on the soil report are bas
on plant needs. If soil -test P-1 and K-1 values are adequate (>50), only nitrogen is recommended- Group D below. A mixed (N-P-K)
fertilizer is recommended if P-1 and
K-1 values are less than optimum- Groups A - C below. Although a specific fertilizer grade may be recommended (e.g., 5-10-10), oche
equivalent options are likely to be available (e.g., any fertilizer in Group A from table 1).
Tins on Fertilizer Application
To determine how much fertilizer to buy, estimate (in feet) the length (L) and width (W) of the area to be treated: L x W = sq ft.
Square off curves to make estimates easier. If the recommendation is 20 lb per 1,000 sq ft and your area is 5,000 sq ft, then you
need 100 lb (20 x 5) for your 5,000-sq-ft area.
Calibrate your spreader according to manufacturer settings. Apply half the total rate in one direction; apply the rest at a 900 and
This cross -hair pattern provides a more uniform application
• After application, sweep up any fertilizer on hard surfaces and apply to fertilized areas so rainfall does not carry fertilizer to a sl
drain.
Table 1. Groups of equivalent fertilizers that supply 1 lb of N per 1,000 sci ft'
Group A: low P-1 + low K-1 Group B: low P-1 + high K-1 Group C: high P-1 + low K-1 Group D: N oni
5-10-10
@ 20 lb
5-10-5
@ 20 lb
8-0-24
@ 12 lb
15-0-0
@ 7 lb
3-9-9
@ 30 lb
18A6-0
@ 6 Ib
15-0-14
@ 7 Ib
21-0-0
@ 5 lb
10-10-10
@ 10 lb
18-24-10
@ 6 Ib
6-6-18
@ 18 lb
16-0-0
@ 6 lb
11-15-11
@ 10 lb
9-13-7
@ 11 lb
5-5-15
@ 20 lb
28-0-4
@ 4 lb
8-10-8
@ 12 lb
9-17-8
@ 11 lb
10-0-14
@ 10 lb
12-6-6
@ 8 lb
" Since these rates supply 1 lb N per 1,000 sq ft, use half the rate if centipede is the grass type
Page 2 of 2
Report Abbreviations
CEC
cation exchange capacity
Cu-I
copper index
HM%
percent humic matter
Mn-I
manganese index
pH
soil pH
S-1
sulfur index
SS-1
soluble salt index
WN
weight per volume
Zn-I
zinc index
Time Fertilizer Application to Coincide
with Plant Growth Cycle:
Bermudagrass: May, July, Sept
Centipedegrass: May
St. Augustine grass: May, August
Tall fescue: Sept, Nov, Feb
Zoysia: May, July
Flowers/shrubs: prior to planting or during
the growing season
Vegetables: prior to planting
A.Hameowner's Guide to Fertilizer
Note 4: Fertilization of Lawns. Gardens &
Ornamentals
Cam for Your Lawn & Environment
Carolina Lawns
Soil Acidity and Liming: Basic
Information for Farmers & Gardeners

F. AGRONOMIST EVALUATION
The Agronomist Evaluation is included in Section E. Hydraulic Assessment, sealed and
dated by a qualified professional, in accordance with 15A NCAC 02T .0504(i).

G. HYDROGEOLOGIC REPORT
This application does not include a Hydrogeologic Report because the proposed project
is not treating Industrial waste and does not have a design flow over 25,000 GPD.

H. WATER BALANCE
This section includes water balance calculations that have been signed, sealed and
dated by a qualified professional, in accordance with 15A NCAC 02T .0504(k) and the
Water Balance Calculation Policy.

Water balance calculations were performed for the Montague Wastewater Treatment and
Disposal site in order to determine the amount of "wet weather storage" required in order to prevent the
treated water from leaving the site as run-off.
The water balance calculations are based on the anticipated average daily wastewater flows from
the proposed daycare facility, the area and soil properties of the irrigation field, including the existing
soils' saturated hydraulic conductivity (Ksat)values, and the historical temperature and precipitation
records for the site. The potential evapotranspiration of the site was determined using the PET
Thornthwaite method.
An average daily flow of 2,082 gallons per day is anticipated for this site, based on North
Carolina standard design criteria for daycare facilities. The Ksat value was determined by a soil scientist to
be 1.19. It is assumed that little to no irrigation maintenance will occur for this site, therefore the most
conservative Ksat reduction factor of 4% was applied to the original Ksat value. The historical
temperature and precipitation data was acquired through the North Carolina Climate Office.
Using the above -mentioned information, it was determined that the total allowable irrigation per
month is greater than the total anticipated irrigation per month, including average precipitation. Therefore,
the irrigation field will be able to absorb all the anticipated effluent and precipitation, without allowing
any runoff to leave the site.
In conclusion, no additional storage is required for the Montague Wastewater Treatment and
Disposal site based on the design parameters. The total designed irrigation per month is less than 50% of
the allowable irrigation. However, WK Dickson is proposing an 11,000 gallon wet -weather storage tank
which will provide 5-days of storage in the event of an emergency.

Water Balance for Non-Discharae Permit Applications
Instructions:
1. Enter all appropriate values in the yellow cells. See comments (red tabs) for individual data instructions
2. The final maximum storage required and days of storage required can be found in the green cells.
3. NOTE: Do not change any cells except the yellow shaded ones
Month
Avg Ppt (in)
Avg Temp (°F)
PAN (in)
PAN Adjusted
Jan
3.52
47.3
1.86
1.30
Feb
3.68
53.4
2.56
1.79
Mar
3.05
54.3
3.94
2.75
Apr
4.90
63.3
5.46
3.82
May
5.61
72.3
6.59
4.61
Jun
6.56
77.2
6.89
4.82
Jul
7.41
80.0
7.05
4.93
Aug
6.82
79.0
6.15
4.31
Sep
6.20
75.6
4.85
3.40
Oct
4.77
66.7
3.67
2.57
Nov
3.06
53.5
2.07
1.45
Dec
5.02
49.4
1.57
1.10
Total 80th Percentile =
53.64
Latitude =
34.4428
K SAT =
1.19
K SAT Reduction Factor =
4.0%
A irrigation =
8,500
A storage =
0
Operating Days =
7
in/yr
degrees
in/hr
ft`
ft`
Days/Week
Sum of Daily Precipitation (in), from climate.ncsu.edu/dynamic_scripts/cronos/query.php, data from 2019, CATS Horticultural Crops Res Stn (Feb 2016-Jan 2020)
Average Temperature from climate.ncsu.edu/dynamic_scripts/cronos/query.php, data from 2019, CATS Horticultural Crops Res Stn (Feb 2016- Jan 2020)
Open Water Evapotranspiratoni (in), from climate.ncsu.edu/dynamic_scripts/cronos/query.php, data from 2019, CATS Horticultural Crops Res Stn
Using Calculated PET (Thornthwaite Method):
Maximum Storage = 0 gallons
11 Days of Storage = 0.00 days
t.aicuiateu rr_ 1
(inches/hour)=
(inches/week)=
0.04573
7.68302
Total Design Irrigation (inches/yr)=
143.42812
(inches/hour)=
0.01637
(inches/week)=
2.75068
(gallons/square ft/day) =
0.24494
Month
Days
Monthly ADF
(gpd)
Precipitation
PPT
(in/mo)
Et
PET
(in/mo)
Drainage
(in/mo)
Allowable
Irrigation
(in/mo)
Wastewater
Generated
(gal/mo)
Precipitation
into Storage
(gal/mo)
Evaporation
from Storage
(gal/mo)
Designed
Irrigation
(gal/mo)
Designed
Irrigation
(in/mo)
Required Monthly
Storage
(in/mo)
Required Monthly
Storage
(gal/mo)
Cumulative
Storage
(gal)
Jan
31
2,082
3.12
0.52
35.41
32.82
64,542
0
0
64,542
12.18
-20.64
-109,340
0
Feb
28
2,082
3.26
0.97
31.99
29.70
58,296
0
0
58,296
11.00
-18.69
-99,047
0
Mar
31
2,082
2.70
1.26
35.41
33.98
64,542
0
0
64,542
12.18
-21.80
-115,493
0
Apr
30
2,082
4.34
2.57
34.27
32.50
62,460
0
0
62,460
11.79
-20.71
-109,745
0
May
31
2,082
4.97
4.63
35.41
35.07
64,542
0
0
64,542
12.18
-22.89
-121,293
0
Jun
30
2,082
5.81
5.76
34.27
34.23
62,460
0
0
62,460
11.79
-22.44
-118,892
0
Jul
31
2,082
6.56
6.58
35.41
35.44
64,542
0
0
64,542
12.18
-23.26
-123,220
0
Aug
31
2,082
6.04
5.97
35.41
35.34
64,542
0
0
64,542
12.18
-23.16
-122,721
0
Sep
30
2,082
5.49
4.59
34.27
33.38
62,460
0
0
62,460
11.79
-21.59
-114,387
0
Oct
31
2,082
4.22
2.79
35.41
33.98
64,542
0
0
64,542
12.18
-21.80
-115,516
0
Nov
30
2,082
2.71
0.99
34.27
32.55
62,460
0
0
62,460
11.79
-20.76
-110,010
0
Dec
31
2,082
4.44
0.65
35.41
31.62
64,542
0
0
64,542
12.18
-19.44
-102,997
0
Jan
31
2,082
3.12
0.52
35.41
32.82
64,542
0
0
64,542
12.18
-20.64
-109,340
0
Feb
28
2,082
3.26
0.97
31.99
29.70
58,296
0
0
58,296
11.00
-18.69
-99,047
0
Mar
31
2,082
2.70
1.26
35.41
33.98
64,542
0
0
64,542
12.18
-21.80
-115,493
0
Apr
30
2,082
4.34
2.57
34.27
32.50
62,460
0
0
62,460
11.79
-20.71
-109,745
0
May
31
2,082
4.97
4.63
35.41
35.07
64,542
0
0
64,542
12.18
-22.89
-121,293
0
Jun
30
2,082
5.81
5.76
34.27
34.23
62,460
0
0
62,460
11.79
-22.44
-118,892
0
Jul
31
2,082
6.56
6.58
35.41
35.44
64,542
0
0
64,542
12.18
-23.26
-123,220
0
Aug
31
2,082
6.04
5.97
35.41
35.34
64,542
0
0
64,542
12.18
-23.16
-122,721
0
Sep
30
2,082
5.49
4.59
34.27
33.38
62,460
0
0
62,460
11.79
-21.59
1 -114,387
0
Oct
31
2,082
4.22
2.79
35.41
33.98
64,542
0
0
64,542
12.18
-21.80
-115,516
0
Nov
30
2,082
2.71
0.99
34.27
32.55
62,460
0
0
62,460
11.79
-20.76
-110,010
0
Dec
31
2,082
4.44
0.65
35.41
31.62
64,542
0
0
64,542
12.18
-19.44
-102,997
0
Total per year:
365
24,984
53.64
37.28
416.98
400.61
759,930
00
759,930
143.43
L,U62

DO NOT CHANGE ANY CELLS ON THIS SHEET
PPT Calc
Avg RF
80% RF
Jan
3.52
3.12
Feb
3.68
3.26
Mar
3.05
2.70
Apr
4.90
4.34
May
1 5.61
4.97
Jun
6.56
5.81
Jul
7.41
6.56
Aug
6.82
6.04
Sep
6.20
5.49
Oct
4.77
4.22
Nov
3.06
2.71
Dec
5.02
4.44
Total 60.60
Total80% 53.64

DO NOT CHANGE ANY CELLS ON THIS SHEET
Ld interpolation
lat. Degree
30o
35o
34.4428
Jan
0.90
0.87
0.8733432
Feb
0.87
0.85
0.8522288
Mar
1.03
1.03
1.03
Apr
1.08
1.09
1.0888856
May
1.18
1.21
1.2066568
Jun
1.17
1.21
1.2055424
Jul
1.20
1.23
1.2266568
Aug
1.14
1.16
1.1577712
Sep
1.03
1.03
1.03
Oct
0.98
0.97
0.9711144
Nov
0.89
0.86
0.8633432
Dec
0.88
0.85
0.8533432
Average Temp Heat Index
T (°F)
Jan
47.3
Feb
53.4
Mar
54.3
Apr
63.3
May
72.3
Jun
77.2
Jul
80.0
Aug
79.0
Sep
75.6
Oct
66.7
Nov
53.5
Dec
49.4
I
Jan
2.2
Feb
3.7
Mar
4.0
Apr
6.6
May
9.7
Jun
11.5
Jul
12.6
Aug
12.2
Sep
10.9
Oct
7.7
Nov
3.7
Dec
2.7
Sum I = 87.6

Power Term PET
a
Jan
1.9
Feb
1.9
Mar
1.9
Apr
1.9
May
1.9
Jun
1.9
Jul
1.9
Aug
1.9
Sep
1.9
Oct
1.9
Nov
1.9
Dec
1.9
PET
Jan
0.52
Feb
0.97
Mar
1.26
Apr
2.57
May
4.63
Jun
5.76
Jul
6.58
Aug
5.97
Sep
4.59
Oct
2.79
Nov
0.99
Dec
0.65
Sum = 37.28

DO NOT CHANGE ANY CELLS ON THIS SHEET
PAN Calc
PAN
Adj PAN
Jan
1.86
1.30
Feb
2.56
1.79
Mar
3.94
2.75
Apr
5.46
3.82
May
1 6.59
4.61
Jun
6.89
4.82
Jul
7.05
4.93
Aug
6.15
4.31
Sep
4.85
3.40
Oct
3.67
2.57
Nov
2.07
1.45
Dec
1.57
1.10

I. ENGINEERING PLANS
This section includes 11 X 17-inch plan sets that have been signed, sealed, and dated by
a North Carolina licensed Professional Engineer, in accordance with 15A NCAC 02T
.0504(c)(1). Full sized plans are submitted under separate cover.

EAST COAST AT MONTAGUE
WASTEWATER TREATMENT & DISPOSAL
LEGEND PENDER COUNTY,NORTH CAROLINA
E:XSwNG - - PROPOSED
PRGPERTY BOUNDARY APRIL 2020
- RIGHT-0E-WAY
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LOW IONS OF ALL UTILITIES PRIOR TOCONSTRUCTION AND TO NOTE ANY
CORE IOTS. A AMAGE T L UNPITIES INCURRED DURING CONSTRUCTION IS
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4. DISTANCES NOTED ON PLANS ARE FROM GENTERL NE TO CENTERLINE OF
IM OLES
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APPROXIMATELY ANOXIC AND FINAL SETTLEMENT
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MOTTO SCALE
2 COMPARMENT TANK SLUDGE RETURN l FINAL.
RECYCLE MAIN SETTLEMENT (' TOCIA
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IN CONTROL BUILDING
TREATMENT PLANT PLAN_ �J ---
NOT TO SCALE
NOTES {UNLESS OTHERWISE SPEGIFIEDJ:
t. VENTS MAYBE RUNUP TOTHE ROOF OFTHE BUILDING.
2. IF INSTALLED IN GROUND WATER CONTACT SITE ENGINEER FOR ANCHORING
REQUIREMENTS.
3. CONTRACTOR IS TO SUPPLY ALL CONCRETE STRUCTURES AND PERFORM
INSTALLATION.
4. SURROUND ENTIRE BIOCLERE UNITS (BELOW GRADE) WITH CLEAN SAND OR
RG"PEA STONE.
5, BIOCLERE AND OTHER PLANT ELECTRICAL CABLES NOT SHOWN FOR CLIT ARY
8. TANK SIZES TO BE DETERMINED BY STATE CODE OR DESIGN ENGINEER.
7, CHEMICAL FEEDS SHOWN,ARE"IF SPECIFIED".

RgttfE PIPER AS GGNVEMRET,
F .iEo FPIH E I'IT R US NG ELLS AS REQUIRED
rz'PIP
2Mn MAii[. bwt VN.vE TO OftiP FIELD
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NOT TO SCALE
NETA
DETAIIRT— R"MASTER 1AFTG IVE. FOR'SLA B'
SINTXHINGVALVE. ESPOI AVEWITHS 11VEPORTS.
CHAI_N__LINK FENCE DETAIL
NOT TO SCALE
I�l
DOUBLE_CHAIN LINK SWING GATE
NOT TO SCALE
INSTALL —ALUM RELIEF
VALVE AT HIGHEST POINT
OF HEADER PIPE
ED I E HEAOEF PIPE
SSH HGNONFIELD
UT PLAN
1 —11TTEADEPAPT-4- I
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—�
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AUTOMATIC f MANUAL FLUSH -VALVE ASSEMBLY
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NOTTO SCALE
111TI IEIII
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_ R PIPE ASSEMBLIES I[�; - D
NOT TO SCALE — \}\ -} TEr RGRUED.'s
NOTE: \ SL a
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SYST NMERE DIRECTIG BY -
OJECT ENGINEER DR GENE RIGATOft.
-`--
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xIF —TIT P—NIN
FINS.E. vIuOE -� ITUD THREAD AOAPTE Cwi
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STAND - ALONE ENTRY STRAINER
s Rax On. vAVE --- -�� NOT TO SCALE
-
En nFws[Eno HEADS was i MATERIALS SPECIFICATIONS.
DRIP HOSE - GEOFLOW "WASTEFLOW PC" - VVFPC16-2-34
HEADER PIPE -314"PVC . PIPE WITH
VACUUM_RELIEF VALVE DETAIL "LOCKSLIP" ADAPTERS GLUED INTO
314" PVC FITTINGS
NOT TO SCALE
STRAINERS - AGRICULTURAL PRODUCTS 4E-1"
WITH 150-MESH TOD-MICRON} SCREEN
INSTALL DEAD END HOSE CAP ON FLUSH PORT
W"HOGE—
CGRNERTGN FLUSH VALVES -- GEOFLOW AM40-112
VACUUM RELIEF VALVES - GEOFLOW WAVP-1
OR HOFFMAN MODEL NO. 78
DRIP HOSE FITTINGS -- GEOFLOW "LOCKSLIP"
fiIS Sil
CONE. AROUND
NIGER NOTE:
sa'xaa'x<^ ANY MATERIAL SUBSTITUTIONS MUST BE
%—LOND PAD APPROVED BY ENGINEER BEFORE INSTALLATION.
CHAIN LINKMAN GATE
NOT TO SCALE
NON -FREEZE YARD HYDRANT
T TOGCALE ..
SELECT FILL METAIL
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y NOT TO SCALE
1. -YR.
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NOTES:
-i.----- --- ---- ----1 Y. VENTS MAY BE RUN UP THE SIDE OF BUILDING.
a'm� can"EJ StOfS 2. CSEE ONSTRUCTION DETAILS,
MOUNTING PAD
CONSTRUCTION DETAILS.
3. FINISHED GRA,NE AND.Y BE BETWEEN LOWTOFOF ABOVE
RECYCLE LINEAND 1B BELOW ET IL UNIT,
MODEL 24/20810CLERE WITH 950 GALLON CLARIFIER 4. SHAPES SHOWNONBUILDINGDETAILARE
SUGGESTED CONTRACTOR
SHALL LONGTHE
RM
ENGINES I OMERINFI SHALL CONFIRM WITH
ENGINEERIOWNER IN FINALIZATION OF
BIOCLERE DETAIL LAYOUT OF.EQmPMENT AND HVAC.
NOT TO SCALE
R.Irowwc NSL�rcxrsEEnm'E
REscEx
11
LE �sFA.GA C FLa,1 s A u"
1p
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FIG.
Ro+rswlmrTs m� (cwew souacN r �r N L
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L
PLAN ON CHAMBER C
NOTES:
,rc.-w=nEosrerve _.. su sa _ _— C
i. DESIGN PRECAST CONCRETE TANK TOP TO AASHTO H620.
2. CHEMICAL FEET) SLEEVE(S) SHOULD BE INSULATED IF
SECTION THROUGH WITHIN THE FROSTLINE ELEVATION.
CHAMBER 3. STANDARD SCREEN IS 55"UA X 2'INSERTEDINTOA
CUSTOM 6" EFFLUENT TEE MOUN—V MIN FROM TANK
WALL
4. WHEN COAGULANT ADDITION IS SPECIFIED A SECOND T'
MOVING BED ANOXIC TANK DETAIL CHEMICAL FEEDCONDUITIS REQUIREDASSHOWN, C
NOT TO SCALE
L
C
C

_TOP VIEW
NOT TO CALECALE
FRONT VIEW
NOT TO SCALE
GRANULAR MEDIA FILTER PACKAGE INCLUDES
i. ALL SCHEDULE IN PVC PIPING UNLESS OTHERWISE NOTED.
2. STANDARD -DUPLEX FEED PUMPS B SIMPLEX BACKWASH PUMP.
3. IF SPECIFIED- DUPLEX FEED PUMPS & DUPLEX BACKWASH PUMPS.
4. FLOAT PACKAGE FOR FEED AND BACKWASH.
5. IF SPECIFIED- SKID MOUNTED COMMON ELECTRICAL JUNCTION
80X.
6. FAN COOLED UV UNIT(S) MOUNTED ON SKID.
GENERAL NOTES:
I. FILTER EQUIPMENT RECOMMENDED FOR INDOOR USE ONLY,
2. CONCRETE BASE SLAB TO BE DESIGNED BY OTHERS 'KING INTO
ACCOUNT SKID OPERATING WEIGHT
3. THE MANUFACTURER RESERVES THE RIGHT TO MAKE DE3NGN
IMPROVEMENTS WRHOUT NOTICE.
NOTES FORCONTRACTOIR
T GRANULARMEDIAPLTERPACKAGE BYAQUAPOINT.
MISCELLANEOUS HARDWARE BY CONTRACTOR.
2, EQUIPMENT INSTALLATION, FIELD WIRING B PLUMBING BY
CONTRACTOR.
_ — CIRCLET UGC{ G IS ER EKA TLE ELD N R ENT
`rLMW FROM 110E FROM PRI M DU FLIER SIMPLE FEED NF—EI
FILT. FEED FILTER FEED PIPING IHF D l PIMPLE% B INILIR INFLUENT
PUMP &2 PUMP �I PIPIND 10 BE COMPI EiEO N .iIMILAR FASHION.
INTLUF'N'P P'IULD FIPING CONNIGURATION _DETAIL
G FAN
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# W 20200054_00.CL

J. SPECIFICATIONS
This section includes project specifications that have been signed, sealed, and dated by a
North Carolina licensed Professional Engineer, in accordance with 15A NCAC 02T
.0504(c.)(2).
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TECHNICAL SPECIFICATIONS
TABLE OF CONTENTS
SECTION1 - SITEWORK.........................................................................................................01
SECTION 2 - EARTHWORK....................................................................................................02
SECTION 3 - SEEDING & TURFING.....................................................................................08
SECTION4 - PIPING.................................................................................................................10
SECTION 5 - TREATMENT UNITS.......................................................................................17
SECTION 6 - DRIP IRRIGATION SYSTEM........................................................................31
SECTION7 - FENCING............................................................................................................33
SECTION8 - BUILDING...........................................................................................................34
Ted Hoffman Architect PA Table of Contents
East Coast at Montague WWTF Page #1 of 35
WKD Project Number. 20200054.00.CL

SECTION 1 — SITEWORK
1.01 GENERAL
This section includes the clearing and grubbing of all required construction areas together
with disposal of materials, site preparation, and clean up as specified herein.
1.02 SITE PREPARATION
A. EXISTING FACILITIES: The Contractor(s) shall provide protection for all existing
structures, buildings, and utilities against all construction activity. The Contractor(s)
shall protect and preserve the Owner harmless against damage and claims resulting
from these activities.
B. TRAFFIC FLOW AND CONTINUANCE OF SERVICES: The work shall be
arranged in a manner that will cause a minimum of disturbance to vehicular and
pedestrian traffic. Adequate egress and ingress to both private and public property
shall be provided by the Contractor during all stages of construction. Without written
approval from the owner and utility company, existing services shall not be
interrupted by the construction work.
1.03 PRELINHNARY WORK
A. RIGHT-OF-WAYS: Adequate working space shall be cleared along the working
area and space shall be provided for control stakes and hubs. Trees and permanent
structures not located within the work area shall be removed only as directed.
B. PROTECTION OF PRIVATE PROPERTY: The Contractor shall provide protection
for privately owned trees and shrubs bordering the work area and shall take full
responsibility for any damage that does occur.
1.04 CLEARING AND GRUBBING
Clearing and grubbing shall be performed in areas indicated and where required for
construction. It shall include the complete removal and disposal of all brush, weed,
timber, stumps, rubbish, and all other obstructions. All such material shall be removed to
a depth of at least one foot below finished grade. In clearing and grubbing areas where
excavation is done, all timber, roots, or stumps removed that are exposed by said
excavation shall be removed to a depth of two feet below the excavated surface.
Technical Specifications
East Coast at Montague WWTF Page #1 of 35
WKD Project Number: 20200054. 00. CL

Clearing and grubbing operations shall be completed sufficiently in advance of grading
operations as may be necessary to prevent any of the debris from the clearing and
grubbing operations from interfering with the excavation, embankment, or other
operations. The work shall be performed in a manner that will cause a minimum of soil
erosion. The Contractor shall perform such erosion control work, temporary or
permanent, as may be necessary in order to satisfactorily minimize erosion resulting from
clearing and grubbing operations.
1.05 DISPOSAL OF CLEARED AND GRUBBED MATERIAL
All refuse from the clearing and grubbing operation shall be disposed of either by burning
or removal to a dump area that is approved by the Owner. The Contractor shall obtain a
burning permit from the fire chief having jurisdiction before any burning is started.
Burning, if approved, shall be done in such manner that it does not create hazards such as
damage to existing structures, trees and vegetation, interference with traffic and
construction in progress, or create nuisance to adjacent property owners. When the
construction site is outside the city limits and burning is required, proper permits shall be
obtained from the town, county or state officials. All disposals by burning shall be kept
under constant supervision until all fires have been extinguished and all burning shall
comply with all state and local laws relative to the building of fires.
SECTION 2 - EARTHWORK
2.01 GENERAL
The work in this Section covers the furnishing of all labor, equipment and materials
required to complete all excavation, backfilling, sheeting and shoring, dewatering,
compacting, and disposal of excavated material to complete the work as indicated on the
drawings and specified herein, and as directed by the Engineer. Provisions of this Section
shall apply to all pipe work and all work shall be in accordance with the North Carolina
Sedimentation Pollution Control Act and be performed with requirements of local and
state codes, with requirements of OSHA, and in accordance with federal requirements.
Subsurface investigation, boring plan and logs are included in the Contract Specifications
for information purposes only.
Technical Specifications
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WKD Project Number: 20200054. 00. CL

2.02 CHARACTER OF EXCAVATED MATERIAL
Since soils vary widely within the project area the Contractor shall be responsible to
satisfy himself as to the nature of material that will be encountered during the course of
the project. The submission of a Proposal shall be conclusive evidence that the Contractor
has investigated the site and is satisfied as to the conditions to be encountered, as to the
character, quality, and quantities of work to be performed and materials to be furnished,
and as to the requirements of the Contract Documents. All excavation shall be
unclassified regardless of the material encountered.
2.03 EXISTING UTILITIES
Existing underground utilities and structures that are indicated on the drawings shall be
located by the Contractor before any earthwork operations are begun in order to avoid
conflicts and costly repairs of any utility. If utilities are to remain in place, adequate
means of protection shall be provided during earthwork operations.
Where unforeseen or incorrectly located utilities are encountered during excavation, the
Engineer or his representative must be informed immediately for conflict resolution.
Where it is impossible to avoid conflict with existing utilities, the new construction shall
be performed in a manner that will cause the least amount of interruption to the existing
facility. The Contractor shall cooperate with the Owner, and public and private utility
companies in keeping their respective services and facilities in operation.
2.04 PROTECTION OF PERSONS AND PROPERTY
The Contractor shall barricade open excavations occurring as part of this work and post
with warnings. Protect structures, utilities, sidewalks, pavements and other facilities from
damage caused by settlement, lateral movement, undermining, washout and other hazards
created by earthwork operations.
Any settlement in backfill, fill, or in structures built over the backfill or fill, which may
occur within the one-year warranty period in the General Conditions will be considered
to be caused by improper compaction methods and shall be corrected at the Contractor's
sole expense. Also, any structures damaged by settlement shall be restored to their
original condition by the Contractor at his sole expense.
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2.05 DEWATERING
Pumping equipment shall be provided and employed to prevent water and subsurface or
groundwater from accumulating or flowing into excavations and from flooding the
project site and surrounding area. Do not allow water to accumulate in excavations.
Remove water to prevent the softening of foundation bottoms, undercutting footings, and
soil changes detrimental to stability of subgrades and foundations. Provide and maintain
pumps, sumps, suction and discharge lines, and other dewatering system components
necessary to convey water away from the excavations. The disposal of conveyed water
shall be diverted in such a manner that the natural drainage of the area shall not be
disturbed. All gutters, drains, sewers, storm drains and culverts shall be kept clean from
surface drainage. The cost(s) of providing dewatering system(s) are to be incidental to
the construction of the storage basin improvements and shall be included in the lump sum
bid. Dewatering operations shall be in accordance with the Sedimentation Pollution
Control Act.
2.06 SOIL EROSION
The Contractor shall be responsible for prevention of soil erosion during construction to
the maximum extent possible to comply with all applicable North Carolina soil erosion
laws and regulations. The Engineer may limit the surface area or erodible earth material
exposed by clearing and grubbing, excavation or borrow and fill operations; and to
require immediate installation of temporary pollution control measures to prevent
contamination of adjacent streams or other watercourses, lakes, or ponds. The Engineer's
authority to order such work will be used for situations not foreseen by the plans and
specifications.
In case of repeated failures on the part of the Contractor to control erosion/pollution, right
is reserved by the Engineer to employ outside assistance to provide the necessary
corrective measures. Such incurred costs, plus related engineering costs, will be charged
to the Contractor and appropriate deductions made from the Contractor's progress
payments. The erosion control features installed by the Contractor will be acceptably
maintained by the Contractor during the time that construction work is being done.
Pollutants such as fuels, lubricants, bitumens, raw sewage and other harmful materials
will not be discharged into or near rivers, streams, and impoundments or into natural or
man-made channels leading thereto. All such materials shall be disposed of in
accordance with applicable regulations.
Technical Specifications
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WKD Project Number: 20200054.00.CL

2.07 SHEETING, SHORING, AND BRACING
The Contractor shall provide sheeting and bracing where necessary to prevent movement
of the walls of excavation and/or to comply with regulations of the North Carolina
Department of Labor and the Occupational Safety and Health (OSHA) Act of 1970.
Failure to adequately sheet and brace the walls of excavations shall be at the Contractor's
risk and the Contractor shall be responsible for any damages to persons, pipelines,
equipment, structures, or adjacent property caused by movement of the walls. When
sheeting is used, additional width of trench shall be permitted to accommodate the
thickness of the sheeting and to obtain the minimum sidewall clearance. Sheeting and
Bracing are considered incidental to the construction of the drainage improvements. The
costs shall be included in the lump sum Contract Amount for the Contract items requiring
the sheeting and bracing for installation.
2.08 STRIPPING
All vegetation such as brush, heavy sods, heavy growth of grass, decayed vegetable
matter, rubbish and any other unsuitable material within the proposed construction site
shall be stripped or otherwise removed prior to the placement of fill material.
2.09 EQUIPMENT
The Contractor may use any type of earth -moving, compaction and watering equipment
he may desire or has at his disposal, provided the equipment is in satisfactory condition
and is of such capacity that the construction schedule can be maintained as planned by
the Contractor and as approved by the Engineer in accordance with the total calendar
days or working days scheduled for construction. The Contractor shall furnish, operate
and maintain such equipment as is necessary to control uniform density, layers, section
and smoothness of grade.
2.10 PREPARATION AND PROTECTION OF THE TOP OF THE SUBGRADE
After all drains, structures, ducts and other underground appurtenances have been
completed, the subgrade shall be compacted to the depth specified. Any irregularities or
depressions that develop under rolling shall be corrected by loosening the material at
these places and adding, removing, or replacing material until the surface is smooth and
uniform. Any portion of the area which is not accessible to a roller shall be compacted to
the required density by approved mechanical tampers. The material shall be sprinkled
with water during rolling or tamping as directed by the Engineer.
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All soft and yielding material that will not readily compact when rolled or tamped shall
be removed as directed by the Engineer and replace with suitable material at the
Contractor's expense. After grading operations are complete, all loose stones larger than
2" in their greatest dimension shall be removed from the surface of all proposed graded
areas and disposed of as directed by the Engineer.
At all times, the subgrade shall be kept in such condition that it will drain readily and
effectively. In handling materials, tools and equipment, the Contractor shall protect the
subgrade from damage and shall take other precautions as needed. In no case will
vehicles be allowed to travel in a single track. If ruts are formed, the subgrade shall be
reshaped and rolled. Storage or stockpiling of materials on top of the subgrade will not
be permitted. Until the subgrade has been checked and approved, no subbase, base,
surface course or pavement shall be laid thereon.
2.11 TOPSOILING
It is the intent of these specifications that all graded areas be constructed to the lines and
grades as shown on the plans and within the tolerances specified herein. It is also the
intent of these specifications that all graded areas be established with a satisfactory turf as
set forth in Section 3 — SEEDING AND TURFING.
The Contractor may at his discretion utilize topsoil retained from the grading operations
to provide a proper seedbed for the turfing operations. In embankment areas, the
Contractor may, at his discretion, utilize topsoil to complete the top 4-inchs of the
embankment outside of the earthen liner area. Regardless of whether or not topsoil is
utilized by the Contractor, he shall be required to establish a satisfactory turf as specified
in these documents.
2.12 UNSUITABLE EXCAVATED MATERIAL UNDER STRUCTURES AND YARD
PIPING
If material found at the specified depths of excavation below the elevation is not suitable
to provide adequate foundation of the structure or pipe, a further depth shall be excavated
and filled with suitable material only if authorized by the Engineer. If the excavation for
the structure is below the grade as noted on the plans through Contractor error or by
improper drainage or dewatering softens the subgrade and addition excavation is
required, this removal and replacement of material will not be measured for payment.
Technical Specifications
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WKD Project Number: 20200054.00.CL

SECTION 3 - SEEDING AND TURFING
3.01 SCOPE
This section shall include the furnishing of all labor, materials, equipment and incidental
items to seed and establish a turf on all areas disturbed by the pipe laying operations or any
other earth disturbing operations. All materials shall be of the best commercial quality
available for the purposes specified. Work consists of soil preparation, liming, fertilizing
and seedbed preparation, grass seeding, and mulching, complete, for all areas within limits
of grading in accord with specifications and applicable drawings.
3.02 GRADING
Rough grading shall be done as soon as all excavation required in the area has been
backfilled. The necessary earthwork shall be accomplished to bring the existing ground to
the desired finish elevations as shown on the Contract Drawings or otherwise directed.
Fine grading shall consist of shaping the final contours for drainage and removing all large
rock, clumps of earth and waste construction material. It shall also include thorough
loosening of the soil to a depth of 6-inches by plowing, discing, harrowing or other
approved methods until the area is acceptable as suitable for subsequent seeding operations.
3.03 TOPSOIL
Areas specifically noted on the Contract Drawings shall receive a layer of topsoil of the
thickness noted and as specified herein. After the subgrade has been fine graded to the
satisfaction of the Engineer, topsoil shall be spread over the area to a uniform depth and
density. The soil shall be uniformly compacted by a light roller to a depth not less than 4-
inches, unless other depths are shown on the Plans. When finished, the surface shall
conform to the finished grade shown or required and shall have a smooth pulverized surface
at the time of seeding. Any irregularities shall be corrected before the fertilizer and seed is
placed. Any settlement or displacement of the topsoil shall be restored to the established
lines and grades at the Contractor's own expense.
Topsoil removed from the excavations, which is approved by the Engineer for use, shall be
placed in the locations and to the depth shown, specified or directed. In the event the topsoil
removed during excavation is unsatisfactory or is inadequate to cover the requested areas,
the Contractor shall furnish the required quantity of satisfactory topsoil from approved
sources off the site. Topsoil furnished from areas off the site shall be a friable clay loam
free from stones, roots, sticks, and other foreign substances. Such topsoil shall pass a'/4-
inch screen. Topsoil shall not be delivered or placed in a frozen or muddy condition.
Technical Specifications
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3.04 LIME
The quality of lime and all operations in connection with furnishing this material shall
comply with the requirements of the North Carolina Department of Agriculture. During
the handling and storing, the lime shall be cared for in such a manner that it will be protected
against hardening and caking. Any hardened or caked lime shall be pulverized to its original
condition before being used. No lime, fertilizer, or seed shall be applied when the wind is
strong or when the soil is extremely wet or otherwise unworkable. No rolling shall be done
if precipitation after seeding should make the operation detrimental to the seedbed.
Liming shall be done immediately after grading has reached the final "smoothing" stage,
even though actual seeding may not be done until several months later. Lime shall be used
at 2 tons per acre and shall be spread evenly by means of approved mechanical spreaders or
distributors. When lime is distributed by commercial liming dealers, sales slips showing the
tonnage delivered shall be filed with the Engineer and shall show the full tonnage required
for the acres treated. Lime shall be incorporated in the top 2 to 3 inches of soil by
harrowing, disking, or other approved means. Lime shall be agriculture grade ground
dolomitic limestone. It shall contain not less than 85 percent of the calcium and magnesium
carbonates and shall be of such fineness that at least 90 percent will pass a Number 10 sieve
and at least 50 percent will pass a Number 100 sieve.
3.05 FERTILIZER
Fertilizer shall be spread not more than two weeks in advance of seeding. Fertilizer shall be
of a formula specified at the rate of 1200 pounds per acre, for 8-8-8. To assure full
application rate, the acreage in an area to be fertilized during the day shall be determined,
and the required fertilizer delivered to the area. All such fertilizer shall be protected from
damage by weather or otherwise until used. Lump fertilizer shall be thoroughly pulverized
before placing in the distributor. Even distribution shall be accomplished with approved
mechanical spreaders, by spreading half of the rate in one general direction, and the other
half at right angles to the first. Within 24 hours after spreading, the fertilizer shall be
incorporated into the top 2 to 3 inches of soil by disking, harrowing or other approved
methods. Upon written approval of the Engineer a different grade of fertilizer may be used,
provided the rate of application is adjusted to provide the same amounts of plant food.
3.06 SEEDING
The quality of seed and all operations in connection with the furnishing of this material shall
comply with the requirements of the North Carolina Seed Law and regulations adopted by
the North Carolina Department of Agriculture.
Technical Specifications
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Seed shall have been approved by the North Carolina Department of Agriculture or any
agency approved by the Engineer before being sown, and no seed will be accepted with a
date of test more than eight months prior to the date of sowing. Such testing, however, will
not relieve the Contractor from responsibility of furnishing and sowing seed that meets these
specifications at the time of sowing. When a low percentage of germination causes the
quality of the seed to fall below the minimum pure live seed specified, the Contractor may
elect, subject to the approval of the Engineer, to increase the rate of application sufficiently
to obtain the minimum pure live seed content specified, provided that such an increase in the
rate of application does not cause the quantity of noxious weed seed per acre or square yard,
as the case may be, to exceed the quantity that would be allowable at the regular rate of
application.
During handling and storing, the seed shall be cared for in such a manner that it will be
protected from damage by heat, moisture, rodents, or other causes. Immediately following
preparation of the seedbed, the seed shall be uniformly applied by a mechanical spreader.
The seed shall be raked lightly into the surface and rolled with a light hand lawn roller
weighing not more than 100 pounds per foot of width. Seeded areas shall be sprinkled with a
fine spray in such a manner as not to wash out the seed. Seeding shall be done on a "calm"
day and only with the approval of the Engineer or his representative.
The Contractor shall water as necessary and keep all seeded areas in good condition, and re-
seed if and when necessary, until a smooth and uniform grassed area is established over the
entire area seeded and shall maintain these areas in an approved condition until final
acceptance of the Contract. On slopes, the Contractor shall provide against washouts by an
approved method. Any washouts which occur shall be re -graded and re -seeded until a grass
area is established.
3.07 N11 LCHING
Straw mulch shall be threshed plant residue of oats, wheat, rye, free from matured seed of
obnoxious weeds or other species that would grow and be detrimental to the specified grass.
It shall be spread uniformly at a rate of two (2) tons per acre in a continuous blanket over the
areas specified not later than two (2) days after seeding. Thickness of the covering shall be
adequate to hold the soil but sufficiently loose and open to favor the development of the
grass.
Mulch shall be held in place by applying a sufficient amount of asphalt or other approved
binding material to assure that the mulch is properly held in place. The rate and method of
application of binding material shall meet the approval of the Engineer or his representative.
Where binding material is not applied directly with the mulch, it shall be applied
immediately following the mulch application. An extra application may be necessary in the
bottom of drainage swales to prevent erosion.
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3.08 MAINTENANCE
Begin maintenance immediately after each portion of grass is planted and continue for eight
(8) weeks after all grass planting is completed. The Contractor shall be responsible for
maintenance, protection, repairing and resulting reseeding and refertilization at the end of
the eight (8) week grass maintenance period. No direct payment will be made for any
maintenance.
SECTION 4 — PIPING
4.01 GENERAL
The Contractor shall furnish all labor, tools, equipment, materials, supplies and other
requirements necessary for the installation of all piping, including process and drain piping,
water piping, and chemical piping, each with required wall castings and fittings for the
offsite disposal systems as described herein and shown on the plans.
All internal tank piping shall be schedule 10 stainless steel pipe unless otherwise specified.
Flow and overflow liquid piping shall be schedule 40 PVC of the size indicated on the
plans.
The various sizes of pipe and piping layout shall be as shown on the plans.
4.02 SANITARY UTILITY SEWER PIPING
A. SANITARY SEWER PIPE AND FITTINGS
1. PVC Rigid Joint Plastic Pipe: ASTM D2729, Poly (Vinyl Chloride) (PVC)
material; bell and spigot solvent sealed ends.
a. Fittings: PVC conforming to pipe specifications.
b. Joints: ASTM D2855, solvent weld with ASTM D2564 solvent cement.
B. FLEXIBLE PIPE BOOT FOR MANHOLE PIPE ENTRANCES
1. Flexible Pipe Boot: ASTM C923, ethylene propylene rubber (EPDM), Series 300
stainless steel clamp and stainless -steel hardware.
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C. UNDERGROUND PIPE MARKERS
1. Plastic Ribbon Tape: Brightly colored green continuously printed with
"SANITARY SEWER" in large letters, minimum 6 inches wide by 4 mils thick.
D. BEDDING AND COVER MATERIALS
1. Bedding for Flexible Pipe (PVC, ABS): Clean course aggregate Gradation No. 57
conforming to Sections 1005 and 1006 of the NCDOT Standard Specifications.
E. TRANSITION COUPLINGS
1. Couplings shall be used to joint pipe of difference materials. Couplings with
adjustable stainless -steel shear rings shall be installed according to the
manufacturer's instructions. Adjustable repair couplings shall conform to ASTM
C1173.
2. Transition couplings used to join Ductile Iron or C900 and ASTM D3034 PVC
sewer pipe.
a. Shall be Ductile Iron, deep bell, push on joint, and air test rated.
b. Ductile Iron material shall comply with ASTM A536, Grade 65-45-12 or 88-
55-06.
c. Bell depths shall meet the minimum socket depth requirements of ASTM
F1336.
d. Gaskets shall be machined.
e. Gaskets shall be of SBR rubber and comply with ASTM F477.
f. No rubber couplings with bands are permitted unless transiting to and/or from
vitrified clay (VC) pipe.
g. All couplings shall have pipe stops and a flow way tapered to allow a smooth
transition between the pipes.
4.03 SANITARY FORCE MAINS
A. FORCE MAIN PIPING
1. PVC Pipe (4-Inch Through 12-Inch):
a. Pipe: AWWA C900 "Polyvinyl Chloride (PVC) pressure pipe. Pipe provided
shall be cast iron pipe equivalent O.D. Pipe shall be pressure Class 150
(DR=18) unless shown otherwise on the drawings.
b. Fittings: Cast or ductile iron fittings conforming to AWWA C110, with
PROTECTO 401 or approved equal lining. PROTECTO 401 lined, gray -iron
Technical Specifications
East Coast at Montague WWTF Page #11 of 35
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or ductile iron conforming to AWWA C 104 and C 110 for fittings size 4-inch
through 12-inch or compact fittings conforming to AWWA C153
c. Joints: Joints may be either integral bell and spigot or couplings. For cast or
ductile fittings; AWWA C111, push -on.
2. PVC Pipe (1-Inch Through 4-Inch):
a. Pipe: ASTM D-2241 "Polyvinyl Chloride (PVC) pressure water pipe. Pipe
provided shall be iron pipe size. Pipe shall be pressure Class 200 (SDR 21)
unless shown otherwise on the drawings.
b. Fittings: Fittings less than 4-inch shall be PVC, Class 200, IPS with bells
conforming to ASTM F477.
c. Joints: Joints may be either integral bell and spigot or couplings.
B. VALVES
1. Valves and appurtenances shall be the type, size, and class shown on the plans.
Valves shall have a heavy cast iron body with standard flanged ends, Class 125
with operating devices as specified or shown. Valves shall be at least the same
class as the pipe on which they are used. All exposed valves shall be shop
primed. Insofar as possible, all valves shall be by the same manufacturer.
C. AIR / VACUUM RELIEF VALVES
1. A.R.I. per Owner standard.
D. UNDERGROUND PIPE MARKERS
1. Plastic Ribbon and Trace Wire Tape: Brightly colored green continuously printed
with "SEWER FORCE MAIN' in large letters, minimum 6 inches wide by 4 mils
thick, with magnetic detectable conductor manufactured for direct burial service.
E. CONCRETE FOR THRUST RESTRAINT AND COLLARS
1. Concrete: Class B Concrete conforming to Section 1000 of the NCDOT Standard
Specifications.
2. Compressive strength of 2,500 psi at 28 days.
3. Air entrained.
4. Water cement ratio of 0.488 with rounded aggregate and 0.567 with angular
aggregate.
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5. Maximum slump of 2.5 inch for vibrated concrete and 4 inches for non -vibrated
concrete.
6. Minimum cement content of 508 pounds per cubic yard for vibrated and
545 pounds per cubic yard for non -vibrated concrete.
7. Maximum slump of 3.5 inch for vibrated concrete and 4 inches for non -vibrated
concrete.
8. Minimum cement content of 564 pounds per cubic yard for vibrated concrete and
602 pounds per cubic yard for non -vibrated concrete.
F. BEDDING AND COVER MATERIALS
1. Bedding for Rigid Pipe (DIP, PVC C900, PVC C905, and PCCP): Clean sand,
slightly silty sand, or slightly clayey sand having a Unified Soil Classification of
SP, SP-SM or SP-SC.
2. Bedding for Flexible Pipe (PVC-IPS): Clean course aggregate Gradation No. 57
conforming to Sections 1005 and 1006 of the NCDOT Standard Specifications.
G. ACCESSORIES
1. Steel Rods, Bolt, Lugs, and Brackets: ASTM A36/A36M or ASTM A307 carbon
steel.
4.04 VALVES (EFFLUENT AND IRRIGATION FORCE MAINS):
A. PLUG VALVES
Gate valves shall be designed and manufactured in accordance with the requirements
of the latest revision of AWWA C-500. All valves shall be of iron body, bronze
mounted, double disc parallel seat type with non -rising stems and a 2" square
operating nut. Valves shall be manufactured with "O" Ring stem seals. Valves 16"
and larger shall have a by-pass to equalize pressure on both sides of the valve to
facilitate opening. All valves 24" and larger shall be equipped with gearing. Valve
ends shall be of the size and type required for connections to the type service line
used. Standard connections shall be push -on with gaskets for PVC pipe, or M.J. for
DI pipe.
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1. Pressure ratings for the valves shall be as follows:
WORKING HYDROSTATIC TEST
SIZE PRESSURE PRESSURE (SHELL)
2" - 12" 200 psi 400 psi
2. Mueller, American -Darling, or approved equal will be accepted.
3. Valve Boxes: Adjustable valve boxes shall be of equal quality and workmanship
to those manufactured by Mueller Company, or Resselaer Valve Company.
Valve boxes shall be of close -grained gray cast iron. The valve boxes shall be the
two-piece screw type and the cover or cap shall have cast on the upper surface in
raised letters the word "Reclaim". Valve boxes shall be painted with a coat of
protective bitumastic paint before being shipped from the factory. Concrete
protector rings shall be placed around valve boxes.
B. BUTTERFLY VALVES
1. Valves shall be specifically designed for air service and re -use water service.
2. All valves shall have a maximum of 200 PSI pressure rating and valves for air
service shall have a temperature rating of 250°F.
3. Valves shall be either wafer or lug design with cast iron body.
4. Valve disc shall have an uninterrupted 360' seating surface and shall be
aluminum bronze, ductile or cast iron with an appropriately suitable edging.
5. Shafts shall be one piece and shall be of hi -strength carbon steel with phosphate
coating, or stainless steel.
6. Shaft bearings shall be self-lubricating, and corrosion resistant.
7. Resilient type seats shall be used and shall be field replaceable without special
tools.
8. Packing materials shall be either adjustable or self -adjustable and shall be suitable
for the intended temperature and service conditions.
9. Manual butterfly valves shall be provided with lever actuators or geared actuators
with hand wheels and shall be sized appropriately for the service conditions and
specific application.
10. Lever operated valves shall latch in the open, closed, or several intermediate
positions.
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4.05 CONSTRUCTION METHODS — GRAVITY AND FORCE MAINS
Pipe and fittings shall be laid as directed by the Engineer and located as shown on the
drawings. The trench shall be dug to the required alignment and depth as shown on the
plans or directed by the Engineer, and only so far in advance of the pipe laying as the
Engineer shall permit. The width of the trench shall be kept at a minimum. The depth of
the trench shall generally be sufficient to allow a minimum of three feet of cover over the
top of the pipe. The bottom of the trench shall be shaped by hand and shall support the
pipe for the entire length. It shall be the responsibility of the Contractor to provide
adequate bearing for all pipelines laid in uncertain soil conditions. If the trench bottom
should be softened by flooding, rain or other causes, the unsuitable material shall be
removed and replaced with suitable material properly shaped and tamped to grade. The
use of timber or other material to support the pipe shall not be allowed. Whenever wet or
otherwise unstable material that is incapable of properly supporting the pipe, such
material shall be removed to the depth required and the trench backfilled to the proper
grade and coarse sand, fine gravel or crushed rock or other suitable approved material.
Additional excavating and backfilling performed at the written direction of the Engineer
below or beyond the lines and grades shown or specified will be paid for at the unit price
included in the Bid Schedule. Restrict measurement for excavating and backfilling to
quantities required for the specified or shown depths of excavation and for the maximum
trench widths specified or shown on the plans.
4.06 TESTING METHODS
After installation, PVC piping shall be tested for defective workmanship and materials by
being subjected to a hydrostatic test. All PVC piping shall be watertight and free from
leaks. Each leak, which is discovered within the correction period, shall be repaired by
and at the expense of the Contractor.
After the section of line to be tested has been filled with water, the specified test pressure
shall be applied and held during the test. The test pressure shall be measured by means
of a tested and properly calibrated pressure gage. All defective pipe, fittings, joints,
valves and accessories shall be repaired or replaced, and all visible leaks repaired. After
completion of repairs, the pressure test shall be repeated until the pipe installation
conforms to the specified requirements and is acceptable to the Engineer.
All buried pipelines shall be pressure tested for a period of three hours.
It is intended that all piping, whether tested after installation or not, shall be
watertight and free from visible leaks. Each leak greater than the specified limit, which is
discovered within one year after the final acceptance of the work by the Owner, shall be
repaired by and at the expense of the Contractor.
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Allowable leakage in the three-hour period for buried pipelines shall not exceed that
allowed by the following formula:
L = ND P 1/2, where
3700
L = Leakage (gallons per hour)
N = Number of joints
D = Nominal pipe diameter (inches)
P = Average test pressure (psig)
The hydrostatic test shall be conducted by the Contractor under the Engineer's
observation. Any defective material causing excessive leakage shall be repaired or
replaced and the test repeated.
All pipe, fittings, valves, pipe joints and other pipeline material found to be defective,
whether disclosed by test after installation or otherwise, shall be replaced with new
material where beyond repair, or repaired is such procedure is permitted by the Engineer.
All PVC pipes shall be painted with water based latex paint to minimize effects of
ultraviolet degradation.
4.07 BACKFILL AND TAMPING
Backfill for pipelines shall be defined as that portion of the trench from an imaginary line
or pipe zone drawn 18" above the top of the pipe to the original ground surface.
Backfilling in general will be done with suitable excavated material. If material
excavated is not suitable, special backfill of either local suitable soil or granular materials
shall be used. If the material from the excavation is not suitable to obtain the specified
compaction, the Contractor will be responsible for the costs and finding of suitable off -
site borrow material to be used for backfill. Trenches improperly backfilled shall be
reopened to the depth required for proper compaction, refilled and compacted as
specified. The compaction density tests of the backfill operations by an independent
testing lab will be as directed by the Engineer or his representative. Testing cost will be
deducted from the bid allowance shown in the bid form. The pipe zone backfill shall be
placed in 6-inch maximum layers and compacted with suitable tapers to a least 95% of
standard density as determined by AASHO Method T99.
For backfilling the remainder of the trench, the material shall be finely divided, free of
stones and debris larger than 4-inches and shall be placed in 6-inch layers. When
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compacting in layers each layer must be thoroughly tamped by a mechanical tamp to
meet the specified compaction density.
SECTION 5 — TREATMENT UNITS
5.01 GENERAL
The tank manufacturer shall provide the structural design and certification of each tank to
the engineer for review. The design shall be in accordance with accepted engineering
practice. Precast concrete or fiberglass tanks shall have been designed by a registered
engineer and approved by state or local regulatory agencies, or authorities. Tanks shall
be capable of withstanding an aboveground static hydraulic test and shall be individually
tested. Tanks located partially or entirely underground must be designed to prevent
floatation. Tanks shall be installed in strict accordance with the manufacturer's
recommended installation instructions.
A. RISERS
Risers shall be required for access to internal vaults and access into the septic tanks
for septage pumping. All risers shall be lockable, constructed watertight and
designed for HS-20 loading. The risers shall be attached to the tanks such that a
watertight seal is provided. Risers shall extend three inches (3") above original grade
to allow for settlement and to ensure positive drainage away from the access. Risers
for inspection ports shall be a minimum of 18 inches in nominal diameter. Risers
containing pumping assemblies or electrical splice boxes shall be a minimum of 24
inches in diameter and shall be of sufficient diameter to allow removal of internal
vaults. Risers shall be a minimum of 30 inches in nominal diameter when the depth
of bury is 36 inches or greater. All other risers shall be a minimum of 24 inches in
nominal diameter and shall vary in height depending on the depth of bury on the
various tanks. Adhesive required to adhere the PVC or fiberglass risers to either
fiberglass or ABS tank adapter shall be either a two-part epoxy, Model MA320 or
approved equal, or a single component adhesive Model ADH 100 or approved equal.
To ensure product compatibility, risers, lids, and attachment components shall be
supplied by a single manufacturer.
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1. Inlet and Cleanout Risers:
Risers shall be ribbed PVC. The material shall be PVC as per ASTM D-1784 and
tested in accordance with AASHTO M304M-89. The risers shall be constructed
of non -corrosive material and designed to be buried in pavement. Risers shall
have a minimum stiffness of 10 psi, when tested according to ASTM D2412.
Risers shall be capable of withstanding a truck wheel load (36 square inches) of
2500 pounds for 60 minutes with a maximum vertical deflection of 1/2-inch.
Risers shall extend to 3 inches above the ground surface to allow for settlement
and shall have a minimum nominal diameter of 24 inches. See section 3 below for
adhesive requirements.
2. Outlet Risers:
Outlet risers shall be ribbed PVC. The material shall be PVC as per ASTM D-
1784 and tested in accordance with AASHTO M304M-89. The risers shall be
constructed of non -corrosive material and designed to be buried in soil. Risers
shall have a minimum stiffness of 10 psi, when tested according to ASTM D2412.
Risers shall be capable of withstanding a truck wheel load (36 square inches) of
2500 pounds for 60 minutes with a maximum vertical deflection of 1/2-inch.
Risers shall be at least 12 inches high, and shall be factory -equipped with the
following:
a. Adhesive: When bonding to concrete or fiberglass grooves, a two-part epoxy,
one pint required per 18-inch or 24-inch diameter riser and one quart required
per 30-inch diameter riser, Model ADHP10 or ADHQ10, or approved equal
shall be used. When bonding to a flanged riser tank adapter, either a two-part
epoxy, Model MA320 or approved equal, or a single component adhesive
Model ADH100 or approved equal shall be used.
B. SLIDE RAIL ASSEMBLY:
The slide rail system allows connection of the pump to the discharge pipe by
gravity as the pump is lowered into position down the single guide rail an angled
slot in the pump bracket contacts a straightening vane, which squares the pump
with the mating flange of the guide rail base. A stainless -steel chain shall be
installed on each pump to aid removal of the pumps.
When the pump is in position, the lifting chain is left with some slack. The
weight of the pump is supported by the two pump bracket ears, which sit on the
pedestal base. The ears also distribute the pump weight for compression of the
gasket against the mating flange of the guide rail base.
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C. FLOAT SWITCH ASSEMBLY:
Three switch floats mounted on a PVC stem attached to the filter cartridge. The
floats must be adjustable and must be removable without removing the pump
vault. The high- and low-level alarms, and override on/off function shall be
preset as shown in the engineer's plans. The floats shall be UL or CSA listed and
shall be rated for a minimum of 5.OA @ 120 VAC.
5.02 TREATMENT TANKS
A. EQUALIZATION TANK
A 2,500-gallon precast concrete tank (or equivalent) equalization tank shall be
provided to enable the delivery of consistent flow and pollutant loading to the
secondary treatment units. A set of two (2) (1 duty, 1 standby) slide -rail mounted, 2"
solids handling, submersible pumps shall be furnished to deliver a steady flow to the
Primary Settlement Tank.
The pumps shall be as manufactured by Barnes Series SE421. Each pump shall be
capable of pumping at a rate of 50 gallons per minute at 9.4 feet total dynamic head
and shall be equipped with a 2 horsepower, 230-volt, 3 phase, 60 cycle, 1,800
revolution per minute motor. Each pump shall be capable of passing a sphere of at
least 2 inches diameter.
Each pump shall be equipped with a seal minder probe in the oil chamber. Should the
lower seal leak, allowing water to enter into the oil chamber, the probe will activate a
warning light.
Each pump shall have a bimetallic temperature monitor on each phase of the motor in
the upper portion of the stator windings. The monitors shall be connected in series
and shall be coupled to the motor starter coil such that any one switch opening will
shut down the motor and activate a warning light (mounted on the door of the control
panel) letting the operator know the pump is out of service.
To allow quick removal of each pump there shall be provided a slide rail assembly
with guide pipe.
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The function of the flow equalization basin return pumps shall be to regulate the
excess flows accumulated in the equalization basin into the Primary Settlement Tank.
The equalization pumps are set to automatically pump after sufficient peak flows
have been collected in the flow equalization basin. The pumps shall pump directly
into the Primary Settlement Tank.
The piping from each pump to the Primary Settlement Tank shall be included. All
pump piping shall be schedule 10 stainless steel pipe unless otherwise specified. The
piping shall be as shown on the plans.
To provide the necessary electrical controls for operation of the flow equalization
return pumps there shall be provided an electrical control center.
The control center shall be a complete factory built and tested electrical control
console furnished with all necessary controls for each flow equalization. There shall
be sufficient panel height to allow bottom entrance of all electrical connections.
The controls for the pump operation and blower/motor unit shall contain the
following: an equalization pump timer, pump elapsed time meters, relays, terminal
strip, on/off/test switches, run lights, pump alternator, circuit breakers and current
sensors shall be provided as well as all other necessary parts to make a complete
operation control system. The controls shall be separate from the main control panel
for the sewage treatment plant and located within the control center as shown on the
plans. The controls may be controlled using a PLC.
The controls shall be mounted on a removable sub -panel within the enclosure and
shall be wired and spaced in accordance with the latest National Electrical Code
requirements. The panel shall be furnished with an audio and visual alarm for pump
failure and tripped circuit breaker conditions, an exterior alarm silence button, and an
on/off/test power/alarm toggle switch.
The controls for the pump operation shall consist of four float switches mounted in
the equalization chamber. The function of each float switch shall be as follows:
1. The Low -Level Alarm Float will act as a redundant pump shut off and will
activate an audio/visual alarm signal when the float switch is in the extended
position.
2. The Low -Level Float, in the extended position this float switch shall create an
open circuit and prevent operation of the pumps. When the circuit is closed the
float switch shall allow activation of the timer and the pumps shall alternate
between cycles, transferring wastewater to the downstream treatment processes.
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3. The Mid -Level Float, upon closure the mid -level float switch shall activate the lag
pump and the two pumps shall draw down the liquid in the equalization tank until
the mid -level float is an open. Upon this occurrence, a counter shall be triggered
to alert the operator that a high-level condition has occurred and that the timer
"on" setting may need adjusting.
4. The High -Level Float, upon closure the high level float switch shall activate the
audio/visual alarm when the control is closed.
The equalization pumps shall be set an "on/off' cycle using a fully adjustable timer in
the control panel. The pumps shall alternate between dosing cycles. However, if one
pump fails the remaining pump will take over the failed pump's cycle and an
audio/visual alarm will be activated.
The control center shall be mounted as shown on the Contract Drawings. All wire
and conduit required between the electrical power service, the control panel and the
equipment it operates shall be installed by the electrical subcontractor.
The main power supply for this control center shall be 480-volt, 3 phase, 60 cycle, 4
wire service.
B. PRIMARY SETTLEMENT TANK
A 5,000-gallon double compartment Primary Settlement Tank shall be provided
which allows sludge to settle to the bottom of the tank and scum to float on top of the
effluent stream. The Primary Settlement Tank shall be designed for 100% of the
design flow and baffled at 2/3 of the liquid volume. All inlet, baffle, and outlet
plumbing shall be arranged to prevent the transmission of sludge and scum through
the system. The Primary Settlement system shall operate entirely by gravity and no
pumping system will be required to discharge the effluent. Two (2) access risers and
one (1) inspection riser shall be provided to allow for inspection and sludge removal
operations. The dimensions, elevations, and locations of the tank and all associated
accessories shall be as shown on the Contract Drawings. The tank shall be designed
and constructed of Pre -Cast concrete in accordance with these specifications and
accepted engineering practices.
C. BIOCLERE TRICKLING FILTER AND CLARIFIER
Modified trickling filters over clarifiers shall be used to reduce biochemical oxygen
demand (BODs), and total suspended solids (TSS) to meet or exceed NSF, EPA, and
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permit standards. The system shall have a natural fixed -film biological treatment
process which is resilient, energy efficient, compact, and simple to operate.
Wastewater shall be evenly distributed over the surface of plastic media where
microorganisms known as biomass attach themselves to the media and consume
BOD/COD and ammonia-N. Residual solids from the treatment process shall settle in
the clarifier below the filter and will be evacuated by a recirculation pump while
clean effluent leaves the system by gravity. The units shall be installed in series to
achieve the highest performance standards.
The system shall be provided by Aquapoint of New Bedford, MA, and shall include
two (2) Bioclere Model 24/20 with 950-gallon clarifiers, or approved equal, and
constructed as shown on the detailed drawing plans. The systems will be delivered
complete from the supplier and each shall include random packed PVC manufactured
media, ventilation fan and fan housing, auxiliary venting, dosing pump(s), dosing
array, sample port, recycle line, sludge return pump, sump, baffle, internal piping,
inlet and outlet couplings, wiring and controls for a complete operational treatment
system. Each unit shall be installed partially underground and supported by a precast
concrete mounting pad. Each unit shall be properly anchored to prevent floatation.
The trickling filter portion of the tank shall have fiberglass inner and outer skins with
the cavity between filled with polyvinyl chloride foam insulation. The remainder of
the unit shall be constructed of FRP or plastic as recommended by the equipment
manufacturer. All internal piping shall be Schedule 40 PVC plastic pipe. The
Bioclere units shall withstand normal pressures from the interior hydrostatic load and
from the soil.
The CONTRACTOR shall provide the following services for the project: install the
Bioclere units and all related components; provide onsite technical assistance for the
handling and positioning of the Bioclere units the day of installation; return to the site
for testing and/or commissioning of the Bioclere unit(s). Upon substantial completion
of site work by the CONTRACTOR (backfill, piping, electrical, grading, etc.),
AQUAPOINT shall install the randomly packed PVC media and pumps into the
Bioclere unit(s). AQUAPOINT shall be available to train the operator(s) and instruct
the owner on Bioclere operation the day of testing/commissioning and shall remain
accessible to the owner and/or operator for phone consultation. AQUAPOINT shall
also be available on a contract basis for additional site visits or consultation.
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D. ALKALINITY DOSING SYSTEM
The manufacturer will include an external Alkalinity dosing system in conjunction
with the Aquapoint treatment system. Dosing shall occur from the treatment building
to the influent tee of the Equalization Basin, as shown on the Contract Drawings. This
will ensure nitrification and compliance with the discharge permit.
A Sodium Bicarbonate solution shall be provided as the Alkalinity source. Sodium
Bicarbonate shall be delivered to the site and stored in 50-pound bags within the
treatment building, as shown on the Contract Drawings. A 50-gallon polyethylene
storage drum with mixer shall be provided to create and store the sodium bicarbonate
solution. The chemical feed pump shall be located on a shelf directly above the
storage drum to transfer the solution from the container to the discharge point. The
storage drum and chemical feed pump shall be located within a containment area.. A
(115V/Iphase/60Hz) 10-amp receptacle shall be provided for the mixer. A potable
water source shall be available within the heated chemical storage facility for
preparation of the alkalinity solution.
The chemical feed pump shall be a Neptune Chemical, Co. diaphragm type pump,
Model PZ-61 or approved equal. The chemical feed tubing shall include 3/8" outer
diameter polypropylene tubing, housed within a 1.5" PVC conduit. The conduit and
tubing shall run from the pump to the influent end of the Equalization Basin with no
90-degree bends along the alignment. An airtight trap shall be provided to prevent
sewer gases from entering the storage facility through the PVC conduit. Access to the
chemical feed injection point shall be provided for regular inspection of the dosing
line. A timer in the Aquapoint NEMA 4X chemical feed control panel shall control
the feed pump.
E. METHANOL OR MICRO-C DOSING SYSTEM
The manufacturer will include an external carbon dosing system in conjunction with
the Aquapoint treatment system. Dosing shall occur from the treatment building to
the influent tee of the Moving Bed Biofilm Reactor. This will ensure denitrification
and compliance with the discharge permit.
A 20% Methanol and Micro-C solution shall be provided in 55 gallon drums located
within the treatment building, as shown on the Contract Drawings. The chemical feed
pump shall be located on a shelf directly above the container
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The chemical feed pump shall be a Neptune peristaltic type pump, PZ series or
approved equal. The chemical feed tubing shall include 3/8" outer diameter
polypropylene tubing, housed within a 1.5" PVC conduit. The conduit and tubing
shall run from the pump to the influent end of the MBBR with no 90 degree bends
along the alignment. An airtight trap shall be provided to prevent sewer gases from
entering the storage facility through the PVC conduit. Access to the chemical feed
injection point shall be provided for regular inspection of the dosing line. A timer in
the Aquapoint NEMA 4X chemical feed control panel shall control the feed pump.
F. POST CLARIFIER LIFT STATION
A 36-inch diameter x 15' OAH FRP tank, associated pumps, slide rail mount system,
controls and accessories shall be provided by Aquapoint. The tank shall be located
after the Bioclere units and shall receive treated effluent from the Bioclere units by
gravity. The tank shall contain slide rail mounted duplex submersible pumps capable
of pumping effluent into the next phase of treatment. The pumps shall be Barnes SE
411 series pumps capable of pumping 50 gpm at 17.8' TDH with a 0.4 HP,
115VAC/60Hz,1Ph motor. The lift station shall include three switch floats. The floats
must be adjustable and removable without removing the pump vault. The high- and
low-level alarms, and override on/off function shall be preset as shown in the
engineer's plans. The floats shall be UL or CSA listed and shall be rated for a
minimum of 5.OA @ 120 VAC. The tanks shall be provided with a watertight 24"
access cover and venting.
G. MOVING BED ANOXIC REACTOR (MBBR/ ANOXIC ZONE)
A 6' square precast concrete tank capable of holding a working volume of 1,615
gallons shall be provided to allow for chemical treatment and mixing of the effluent
within the anoxic zone. The anoxic zone shall provide a suitable environment to
initiate and complete tertiary biological denitrification of the remaining nitrate
discharged from the Aquapoint supplied aerobic treatment system.
As the wastewater flows into the anoxic zone from the Post Clarifier Lift Station, a
chemical feed pump shall automatically transfer an external carbon source into the
tank's influent tee. The carbon source shall initiate the denitrification reaction.
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The anoxic zone shall be housed in a Contractor supplied concrete tank as specified
on the site plan. The tank shall contain a 12" aluminum access hatch over the influent
tee, a 24" x 30" aluminum access hatch over the effluent tee, influent and effluent
piping, and appropriate electrical and chemical feed conduits, as depicted on the
drawing. All access hatches shall be rated for HS-20 loading and be lockable. The
following equipment provided by Aquapoint shall be included in this tank:
mechanical top mounted mixer, HDPE media and stainless -steel media retention
screen.
Influent piping shall include PVC piping with an elbow which extends 12" below the
tank water level at the end of the influent piping. Chemical feed and high- and low-
level float switch cables will be located on top of the influent and effluent piping. The
effluent piping invert shall be 3" lower than the influent piping invert. The effluent
piping shall consist of a PVC Tee which houses a stainless steel or pvc screen,
connected to PVC effluent piping. The screen shall be adequately supported within
the tank.
A UL approved top mounted mechanical mixer with a 304 stainless steel, rubber
coated, impeller shall be supplied to completely mix the wastewater and filter media.
The mixer shall require a 208V/3Ph, 230V/3Ph or 460V/3Ph power feed and shall be
controlled with a variable frequency drive for flexible/efficient operation. The mixer
tip speed shall not exceed 12 ft/sec. The mixer's propeller shall be a split hub,
stainless steel, propeller and should be positioned 1' above the base of the tank. The
mixer package shall include carbon feed pump, media screen, controls, and all
accessories. The mixer shall be a UET XCEL 4 mixer capable of pumping 8,200
GPM with a 1 HP motor, or approved equal.
The tank shall be filled with lm3 of AC466 neutrally buoyant HDPE media, as
provided by AquaPoint, or approved equal.
The chemical feed pump required to dose the external carbon source shall be as
detailed in the Specification Section: METHANOL OR MICRO-C DOSING
SYSTEM.
A CSA and UL approved low level 115v/lph/60hz float switch shall be installed in
the anoxic tank to terminate power to the mixer motor in the event of a low water
condition. A junction box shall be located directly next to the tank.
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All equipment shall be warranted against defects in materials and workmanship for a
period of one year from the date of installation. The system shall be field tested by an
Aquapoint representative using clean, fresh water prior to acceptance. The system
shall be operated to test the efficiency and function of all components. All systems,
controls, and sequences shall be operated and demonstrated to operate as approved.
The contractor shall be responsible for all necessary temporary connections, testing
equipment and utilities and shall provide and dispose (if necessary) of all water used.
H. SLUDGE SETTLEMENT AND FILTER FEED TANK
A 2,000-gallon pre -cast, underground tank with two 1,000-gallon chambers shall be
provided, as shown on the Contract Drawings. The tank will receive effluent by
gravity from the Moving Bed Biofilm Reactor into first chamber, the final sludge
settlement chamber. The sludge settlement chamber shall include a pump system
capable of returning sludge to the primary settlement tank via a 2" diameter discharge
line. The pump shall be a 1 HP Barnes model SE411 sludge return pump with a
115VAC/60Hz,1Ph motor. The pump shall be mounted on slide rails to facilitate
maintenance and removal of the pump(s), An access hatch shall be provided directly
over the sludge return pump to allow for maintenance and removal of the pump. A
float switch shall be provided at the High -Water Level indicated on the plans. Inlet
and Outlet piping shall include PVC tees which extend 12" below the specified water
level. Effluent from the sludge settlement chamber shall flow directly via gravity into
the GMF Filter Feed chamber.
The GMF Filter Feed Chamber shall be equipped with the GMF filter feed pumps, as
detailed in Specification Section: GRANULAR MEDIA FILTERS. The pumps shall
be mounted on slide rails to facilitate maintenance and removal of the pumps. An
access hatch shall also be provided directly over the filter feed pump(s) to allow for
maintenance and removal of the pump(s). Three float switches shall be provided as
follows:
1. Filter Feed Low Water Float: shall prevent the operation of feed pump(s) in Auto
and Manual modes when extended (open circuit).
2. Filter Feed Pump Enable Float: When tipped up (closed circuit), the feed pump
enable float shall activate the filter feed pump. The pump shall remain energized
until the Feed Pump Enable Float drops out (open circuit). In the event duplex
feed pumps are utilized, the next Feed Pump Enable Float activation shall
energize the second feed pump and the two pumps shall continue to alternate in
Technical Specifications
East Coast at Montague WWTF Page #26 of 35
WKD Project Number: 20200054.00.CL

this fashion. In the event of one pump failure, the remaining pump shall take over
both cycles.
3. Filter Feed Lag Float & High Alarm: The lag float shall activate both feed pumps
(if applicable) when tipped up (closed circuit). Both pumps shall remain energized
until the lag float drops out (open circuit). When the override float is activated a
counter shall register the event. The lag activation shall also trigger a high-water
audio/visual alarm. The alarm shall turn off once the lag float drops out (open
circuit).
L GRANULAR MEDIA FILTER
Two (2) Granular Media Filters (GMF), one duty and one standby unit, capable of
providing BOD, TSS, NTU, and TOC reduction shall be provided for tertiary
treatment purposes. The GMF units shall be located in the proposed treatment/
chemical storage facility, as shown on the Contract Drawings. Each filtration system
shall consist of a filter vessel, high efficiency filtration media, system matched pumps
with close coupled motor, UL control panel, face piping, pressure gauges and
pressure activated control valves. All filtration system components shall be mounted
on a stainless -steel base and assembled and tested at the factory prior to shipment.
Each filter vessel shall be fabricated of fiberglass reinforced plastic (FRP), rated for
58 psig maximum operating pressure. The filter vessels shall have a suitably sized
inlet and outlet connections, drain connection, access ports and manual and automatic
air vents and vent fittings, as shown on the Contract Drawings. All face piping shall
be of Schedule 80 PVC.
The filtration system shall backwash automatically upon reaching a 5 psig differential
pressure set -point across the media bed, or after 24 hours, whichever occurs first. A
manual pushbutton switch shall also activate the backwash cycle. The filtration flux
rate shall not exceed 4 gpm/ff. The backwash flux rate shall not be less than 15
gpm/ff for two minutes. Two pressure activated Aquamatic diaphragm valves shall
be provided and located to direct flow accordingly during forward flow and backwash
operations.
Duplex feed and backwash pumps shall be provided along with separate chambers to
temporarily store influent and filtrate stock for backwash. The standard filter
configuration shall incorporate duplex submersible filter feed pumps and duplex
Technical Specifications
East Coast at Montague WWTF Page #27 of 35
WKD Project Number: 20200054.00.CL

submersible filter backwash pumps. The pumps shall be configured so that flow from
each pump is automatically directed to feed a designated GMF unit, and each pump
will alternated between duty and standby. The feed and backwash piping shall be
arranged to allow for manually re -directing the flow from each pump to each GMF
Unit.
The CSA and UL approved feed pumps shall be manufactured by Goulds, WE series,
and be capable of pumping up to 60 gpm at 19.7' TDH. The pumps shall be equipped
with a 0.5 HP, 240 VAC,60Hz,1Ph motor. The feed pumps shall be located in the
Filter Feed tank, as described in the Specification Section: SLUDGE SETTLEMENT
AND FILTER FEED TANK. Three (3) CSA and UL approved 115V/1Ph/60Hz float
switches shall be installed in the filter feed chamber
The CSA and UL approved backwash pumps shall be manufactured by Goulds, WE
series, and be capable of pumping at least 232.5 gpm at 27' TDH. The pumps shall be
equipped with a 1.5HP, 240VAC/60Hz/lPh motor. The backwash pumps shall be
located in the Wet Weather Storage Tank as described in Specification Section: WET
WEATHER STORAGE TANKS. Two (2) CSA and UL approved 115V/1Ph/60Hz
float switches shall be installed in the backwash chamber. Floats switches shall be
wide-angle mechanical switch type.
The submersible pumps shall have a high temperature shut off switch. Each pump
shall be rated for intermittent or continuous duty when fully submerged in liquid with
temperatures not exceeding 104°F.
The control panel shall be UL listed, and housed in a lockable NEMA 4X enclosure
with a main disconnect switch mounted on the enclosure door. The control panel
shall include a differential pressure switch to automatically cycle the backwash and
pump overload protection, and shall be pre -wired for single point connection to the
power source.
The filter media shall be provided by the filter manufacturer and shall be a permanent
type, rated to remove suspended particulate down to 3 micron, and rechargeable by
backwashing operations.
The Granular media filter(s) and all internal parts and accessories, shall be provided
by AquaPoint, Model GMF 2403, or similar. The contractor shall be responsible for
installation of the sand filter(s) and all related components, all associated site piping,
electrical work, and setting pumps. The manufacturer shall provide onsite technical
assistance for the handling and positioning of the filter unit(s) on the day of
Technical Specifications
East Coast at Montague WWTF Page #28 of 35
WKD Project Number: 20200054.00.CL

installation, return to the site for testing and/or commissioning of the sand filter
unit(s) upon substantial completion of site work by the general contractor. The
manufacturer shall install the sand media into the filter vessel(s) and shall be
available to train the operators and owner on the operation of the system.
The sand filtration system shall be field-tested using clean fresh water prior to
acceptance. The system shall be operated to test the efficiency of all components.
All systems, controls, and sequences shall be operated and demonstrated as operating
as approved. The contractor shall perform all tests and shall be responsible for all
necessary temporary connections, testing equipment and utilities and shall provide
and dispose (if necessary) of all water used. A factory trained representative shall be
present for the testing.
J. ULTRAVIOLET UNITS
Furnish all labor, materials, equipment and appurtenances required to provide an open
channel gravity flow ultraviolet (UV) disinfection system. The UV equipment will be
installed in a fabricated stainless -steel channel located within the specified Granular
Media filter Units, and having dimensions as shown on the Contract Drawings.
Provide UV equipment which will disinfect an effluent with the following
characteristics:
1. Peak Flow:
2. Total Suspended Solids:
3. Ultraviolet Transmittance @ 253.7 nm:
4. Annual Effluent Temperature Range:
5. Effluent standards to be achieved:
monthly geometric mean fecal coliform level:
daily maximum fecal coliform:
The system supplied will be arranged in the following manner.
1. Number of Lamps in each UV Lamp Module:
2. Number of UV Lamp Modules:
3. Number of UV Banks:
2,082 gpd
10 mg/l (average)
65 %
33to85°F
<200MPN / 100 ml
<200MPN / 100 ml
2 (Per Bank)
2
The lamp array configuration will be evenly spaced in both horizontal and vertical
rows with all lamps parallel to each other and to the effluent flow. The two (2) banks
shall operate in series.
Technical Specifications
East Coast at Montague WWTF Page #2g of 35
WKD Project Number: 20200054.00.CL

The UV lamp manufacturer/model shall be Hallet H-30 UV lamps, or approved equal.
The lamps shall be self-cleaning in order to prevent operator exposure to potentially
hazardous wastewater. Reflective technology shall be used to provide greater energy
efficiency than conventional UV systems.
K. WET WEATHER STORAGE TANK
An 11,000-gallon pre -cast, underground Wet Weather Storage Tank shall be
provided, as shown on the Contract Drawings. The tank will receive, and store treated
effluent from the GMF Filter/ UV Unit(s). The tank shall include Irrigation System
Dosing pump(s) and GMF Filter Backwash pumps, as detailed in Specification
Section: GRANULAR MEDIA FILTERS. The pumps shall be mounted on slide rails
to facilitate maintenance and removal of the pump(s), An access hatch shall be
provided directly over each set of pumps to allow for maintenance and removal of the
pumps.
The Irrigation System Pump shall include three (3) switch floats mounted on a PVC
stem attached to the filter cartridge. The floats must be adjustable and must be
removable without removing the pump vault. The high- and low-level alarms, and
override on/off function shall be preset as shown in the engineer's plans. The floats
shall be UL or CSA listed and shall be rated for a minimum of 5.OA @ 120 VAC.
The Irrigation System pumps shall be Barnes 3SE2094L pumps capable of pumping
IOgpm at 54' TDH. The pumps shall be 2 hp, 230 VAC, 3 phase, 60 Hz, 1750 rpm
motor, with 30-foot-long extra heavy duty (SO) electrical cord with ground shall be
provided to deliver effluent from the wet weather storage tank to the Irrigation Field.
Pump shall be UL and CSA listed as an effluent pump. Pump shall be provided with
a non -prorated five-year warranty.
Technical Specifications
East Coast at Montague WWTF Page #30 of 35
WKD Project Number: 20200054. 00. CL

SECTION 6 - DRIP IRRIGATION SYSTEM
6.01 GENERAL
The Drip Irrigation Effluent Utilization System shall distribute on an average, up to 2,030 GPD
of effluent to 4 different zones from the Wet Weather Storage Tank. An Irrigation Pump will
provide the pressure necessary to reach all zones. The effluent will be evenly distributed within a
zone by using pressure compensating emitters. Pressure Reducing Valves will be used to reduce
the main, sub -main, and lateral pressure to the working pressure range required by the driplines.
The system will be controlled and flow to each zone measured and recorded by the control panel.
A magnetic flow meter will be used to measure and record the flow. Daily flow totalization shall
be a part of the flow meter and control panel recording. A Rain sensor shall employ and
electromechanical actuating device designed to cause a circuit interrupt that temporarily disables
the irrigation controller during periods of significant rainfall. The device shall automatically
restore the controller to a normal operating condition after a period of time subsequent to the
rainfall. The device shall be suitable to be wired — normally closed — in series with the valve
common and shall include a short lead to allow wiring Normally open when necessary. The
device shall be of rugged construction to withstand the elements, including exposure to UV light.
The Rain sensor shall be provided by Rainbird — RSD Series Rain Sensor, or approved equal.
The Contractor shall furnish and install a Drip Irrigation System, including mains, submains and
laterals, drip emitters, all valves, flow meters, controls, and electrical power as required to
deliver the quantities of flow shown on the contract drawings or described herein.
6.02 DESIGN CRITERIA
Required Flow Rates — The following table gives the required daily flows and the design area,
the wetted area of emitters, emitter capacity, distance between emitters, flow rate of the emitters,
and the spacing of the drip lines. The Contract Drawings show the limits and topography of the
zones.
Wetted
Distance
Distance
Zone Design
Design
Area of
Emitter
between
between
Daily Flow
Zone
Area
Emitters
Capacity
Emitters
Laterals
Rate
Technical Specifications
East Coast at Montague WWTF Page #31 of 35
WKD Project Number: 20200054.00.CL

4,380
0.0088
1
SF
4 SF
GPM
2 FT
2 FT
9 GPM
4,224
0.0088
2
SF
4 SF
GPM
2 FT
2 FT
9 GPM
4,966
0.0088
3
SF
4 SF
GPM
2 FT
2 FT
10 GPM
4,726
0.0088
4
SF
4 SF
GPM
2 FT
2 FT
10 GPM
Technical Specifications
East Coast at Montague WWTF Page #32 of 35
WKD Project Number. 20200054.00.CL

SECTION 7 — FENCING
7.01 GENERAL
Chain link fencing shall be installed around the proposed wastewater treatment facilities
and irrigation field, as shown on the Contract Drawings.
The fence posts and frame members shall be steel pipe — Type 1: ASTM F 1083,
Schedule 40, with a minimum yield strength of 30,000 psi. The fence wire shall be zinc
coated per ASTM A 392 and shall be galvanized after weaving. The fence wire fabric
shall be helically wound and woven to the height specified on the Contract Drawings
with 2", 9-gauge, diamond mesh and a break load of 1,290 lbf. The fence fabric shall be
installed on the security side of the fence.
Fence gates shall be of the type, dimensions, and locations shown on the Contract
Drawings. All gates shall be designed to be operable by one person and to swing open
180 degrees in either direction. Gates shall be provided with fittings and accessories
which provide security against removal. Gates shall also be provided with adequate
bracing to prevent sagging or twisting.
Chain link fence fittings shall be provided per ASTM F 626. All ferrous metal fittings
shall be galvanized. Steel, weatherproof post caps shall be provided for each post.
The fence posts shall be set in concrete foundations. Dig holes shall have a diameter 4
times the post diameter and 6" deeper than the bottom of the post. All posts shall be
installed at least 36" deep. The concrete shall have a minimum 28-day compressive
strength of 3,000 psi.
Install chain link fence in accordance with ASTM F 567. Posts shall be installed 10'
maximum center to center distance apart.
Parallel rows of barbed wire shall be installed on the security side of the fence where
indicated on the Contract Drawings.
Technical Specifications
East Coast at Montague WWTF Page #33 of 35
WKD Project Number: 20200054.00.CL

SECTION 8 — BUILDING
8.01 GENERAL
The Contractor will furnish all labor, materials, equipment and supplies and perform all
work necessary for the complete and satisfactory installation of field erected precast
concrete building as shown on the Contract Drawings and described in these
specifications.
The building shall be designed to include all plumbing, electrical, and HVAC required
for the intended operations. The Contractor is responsible for the proper installation of all
building accessories, including but not limited to, eye wash, emergency shower, all
control panels, specified equipment, piping, and supports, chemical containment area,
alarms and security features, doors, lighting, etc.
Building construction must adhere to local and state building codes, and meet ASCE and
ACI standards for reinforced concrete buildings. Concrete shall be steel -reinforced, 5,000
PSI minimum with 28 day compressive strength, air -entrained, per ASTM C260).
Reinforcing steel shall be ASTM A615, grade 60.
The building shall include a gabled roof, with a peak in the center and slope
approximately 2" to each side. The roof shall extend 3" beyond the wall panel and
designed to prevent water migration into the building. The roof and wall panels shall be
produced as single component monolithic panels and shall be securely fastened together
using 3/8" steel brackets. All roof, wall and floor joints shall be properly sealed.
The building exterior shall be architectural precast concrete.
Technical Specifications
East Coast at Montague WWTF Page #34 of 35
WKD Project Number: 20200054.00.CL

K. ENGINEERING CALCULATIONS
This section includes engineering calculations that have been signed, sealed, and dated
by a North Carolina licensed Professional Engineer, in accordance with 15A NCAC 02T
.0504(d), including:
1. Hydraulic and Pollutant Loading Calculations;
2. Sizing criteria for each treatment unit and associated equipment;
3. Total and effective storage calculations for each unit;
4. Friction/total dynamic head calculations and system curve analysis for each
pump used;
5. Manufacturer's information for all treatment units, pumps, blowers, mixers,
diffusers, flow meters, irrigation system, etc.;
6. Flotation calculations for all treatment and storage units constructed partially or
entirely below grade;
7. A demonstration that the designed maximum precipitation and annual loading
rates do not exceed the recommended rates (this is included in the Water Balance
Calculations); and,
8. A demonstration that the specified auxiliary power source can power all
essential treatment units (not applicable per Permit Application Section V.5).
0►jiMii///
`�?o,•'EES8i0 /yam.
=t SEAL
_ �0 .

HAZEN WILLIAMS EQUATION:
hlooft = 0.2083 (100 /c)1-852 gl.ss2ldh4.s6ss
where
hlooft = friction head loss in feet of water per 100 feet of pipe (fth20/100 ft pipe)
c = Hazen -Williams roughness constant
q = volume flow (gal/min)
dh = inside hydraulic diameter (inches)
MINOR LOSS EQUATION:
h„,=K*(V212g)
V Velocity (ft/s)
g = acceleration due to gravity = 32.174 ft/s' = 9.806 m/s2.
h. = head loss due to a fitting and has units of ft or m of fluid. It is the energy loss
due to a fitting per unit weight of fluid.
K = minor loss coefficient for valves, bends, tees, and other fittings
- table of minor loss coefficients.
TOTAL DYNAMIC HEAD EQUATION:
TDH(ft) = Static Lift (ft) + Y hk + Y h.
where
hk= hlooft * Lstmight pipe /100
(1) https://www.en ing eeringtoolbox.com/hazen-williams-water-d 797.html
(2) https://www.Imnoeng.com/minorloss.php
(3) http://www.metropumps.com/ResourcesFrictionLossData.pdf
(1)
(2)
(3)

East Coast at Montague
Tank Sizing and Capacity - Equalization Basin
Per 15A NCAC 02T .0505, An equalization tank with capacity for 25% of
the average daily flow must be provided.
Average Daily Flow, Hydraulic Assessment: 2,082.00 gpd
Equalization Tank minimum capacity (25% ADF) 520.50 gallons
Convert gallons to Cubic feet: 69.23 cubic feet
Proposed Dimensions:
Length 10.00 ft
Width 7.00 ft
Depth (liquid) 5.00 ft
Total cubic feet liquid storage 350.00 cubic feet
Total gallons liquid storage provided 2,618.00 gallons
Effective storage Capacity
High Water Level
27.00
feet
Low Water Level
25.00
feet
Effective Depth
2.00
feet
Effective storage Capacity
140.00
cubic feet
1,047.20
gallons
Average Hourly Flow (based on 10 hr/day for
daycare facility) 208.20 gph
Peaking Factor, Flow 0< 0.25 MGD 4.00
Peak Hourly Flow 832.80 gph
WIN
WIN
WIN

East Coast at Montague
Buoyancy Calculations - Equalization Basin
TANK INNER DIMENSIONS:
Length, L 10.00 feet
Width, W 7.00 feet
Wall Height, H 9 feet
TANK THICKNESSES:
Wall Thickness, T,w 0.75 feet
Base Thickness, T,b 1.5 feet
Top Thickness, T,t 0.75 feet
BASE DIMENSIONS:
Base Overhang, L,oh 0.75 ft
Total Length, L,b 13.00 ft
Total Width, W,b 10.00 ft
DESIGN INFORMATION:
Tank Depth Below Grade, D,gr 1.5 feet
Total Tank Depth (to bottom of base), D,b 12.75 feet
Water Table Depth From Grade, D,wl 0 feet
Concrete Density, p,conc 150 lb/cf
Water Density, p,w 62.40 lb/cf
Minimum Soil Density, p,s 51.00 lb/cf
DOWNWARD FORCES:
Walls: Wf =
Base, Bf =
Top, Tf =
2"L" H"T,w + 2"(W+2"T,w)" H"T,w
Wf = 249.75 cf
L, b"W, b" Tb
Bf = 195 cf
(L+2" T,w)" (W+2" Tw)" Tt
Tf = 73.3125 cf
Downward Force of Soil (simplified), Ts= (L,b"W,b"D,gr)"p,s+ (L,b"W,b - [(L+2T,w)"(W+2"T,w)
T,s = 24,747.75 lb
Total Downward Force, F,d = (Wf+Bf+Tf)"p,conc+ T,s
F,d = 102,457.13 lb
BUOYANTFORCE
V = Displaced volume of fluid =(L+2"Tw)"(W+2"Tw)"(D,b-T,b-D,wl)+(L,b"W,b"T,b)
V = 1294.6875
Buoyant Force, F,up = p,w"V
F,up = 80,788.50 lb
FACTOR OF SAFETY
FS = F,d / F,up
FS = 1.27
CONCLUSION:
In order to provide sufficient safety against floatation, the base of the tank
shall be 1.5 feet thick and include a 0.75' overhang on all sides.
Alternatively, an anti -floatation slab of equivalent volume may be included
in the tank design

Scenario 1
Equalization Basin Pump to Primary
Flow Scenario:
Settlement
Tank
Segment Description:
Segment 1
Q =
50 gpm
D =
2.0 in
K Index: 14
Q =
0.11 cfs
A =
0.02 sf
V =
5.11 fps
v^2/2g =
0.41
Pipe C value =
150.00
Headloss/100' straight length
4.72
Fitting
QTY K-value
Extension
90 deg bend
2
0.57
1.14
45 deg bend
0
0.30
0.00
22.5 deg bend
0
0.00
0.00
11.25 deg bend
0
0.00
0.00
Tee - Run
0
0.00
0.00
Tee - Branch
0
0.00
0.00
Reducer
0
0.00
0.00
Plug Valve
0
0.00
0.00
Gate Valve
0
0.15
0.00
Swing Check Valve
1
1.90
1.90
In -Line Pump Check Valve
0
0.00
0.00
Entrance
1
0.50
0.50
Exit
1
1.00
1.00
TOTAL
4.54
Pipe
Straight Length
15.00
Headloss, Pipe friction
0.71 feet
Headloss, Minor losses
1.84
Pipe Friction & Minor Headloss =
2.55 feet
Elevations:
Low Water Level
25.00 feet
Discharge Elevation
30.84 feet
Safety Margin
1.00 foot
Static Lift =
6.84 feet
Equipment Losses:
N/A 0.00 feet
TOTAL DYNAMIC HEAD REQ. 9.4 feet

Series SE
2" Spherical Solids Handling
www.cranepumps.com
Manual & Automatic
1 % ", 2" & 3" Discharge
DISCHARGE .......................2"
NPT, Female, Vertical
LIQUID TEMPERATURE
SE411 ...........77°F
(25°C) Continuous
SE421 ...........104°F
(40°C) Continuous
VOLUTE ...............................
Cast Iron ASTM A-48, Class 30
MOTOR HOUSING ..............
Cast Iron ASTM A-48, Class 30
SEAL PLATE ......................
Cast Iron ASTM A-48, Class 30
IMPELLER:
Design.............2
Vane, Open with pump out vanes on back
side, Dynamically Balanced, ISO G6.3
Material ..........Cast
Iron ASTM A-48, Class 30
SHAFT................................416
Stainless Steel
SQUARE RINGS .................
Buna-N
HARDWARE ........................300
Series Stainless Steel
PAINT...................................Air
Dry Enamel
SEAL: Design ...........
Single Mechanical, Oil Filled Reservoir,
Secondary Exclusion Seal
Material ...........
Carbon/Ceramic/Buna-N
o
Hardware - 300 Series Stainless
0
CORD ENTRY......................15
ft. (5m) Quick Disconnect Cord with plug
On 115Volt, Pressure Gromment for sealing
and strain relief
SPEED.................................1750
RPM (Nominal)
UPPER BEARING................Single
Row, Ball, Oil Lubricated
Load ................
Radial
LOWER BEARING...............Single
Row, Ball, Oil Lubricated
Series: SE (SE411 & SE421)
Load ................
Radial & Thrust
AHP, 1750RPM, 60Hz
MOTOR: Design ............NEMA
LTorque Curve, Oil Filled, Squirrel
Cage Induction
Insulation ........
Class B
SINGLE PHASE ...................
Permanent Split Capacitor (PSC)
Includes Overload Protection in Motor
LEVEL CONTROL ..............."A"
- Wide Angle, PVC, Mechanical, 15 ft (5m)merabbN�seewata
cord with Piggy -Back Plug, N/O
F"
"AU"- Wide Angle, Polypropylene,
Mechanical, N/O, Integral to pump.
ON and OFF Points are adjustable
"VF" - Vertical Float, PVC, Snap Action,
15 ft (5m) cord, with Piggy -Back plug.
OFF point ONLY is adjustable
OPTIONAL EQUIPMENT.....
Seal Material, Additional Cord
� �
C US
CSA 108
UL 778
LR16567
Sample Specifications: Section 1 Page 3.
DESCRIPTION:
SUBMERSIBLE NON -CLOG SEWAGE PUMP
DESIGNED FOR TYPICAL RAW SEWAGE
APPLICATIONS
CRAN E PUMPS & SYSTEMS
91
A Crane Co. Company USA: [phone] • Canada: [phone] • International: [phone]
SECTION 1B
PAGE 1
DATE 6/04

Series SE
2" Spherical Solids Handling
Manual & Automatic
1 % ", 2" & 3" Discharge
BARNES @
www.cranepumps.com
SE411VF SE411 & SE421 (Less Float) SE411AU, SE421AU inches
SE411 A (mm)
10.75 10.75
3.86
7.75
75
MODEL NO PART NO HP VOLT/PH Hz RPM NEMA FULL LOCKED CORD CORD CORD
(Nom) START LOAD ROTOR SIZE TYPE O.D
CODE AMPS AMPS inch (mm)
SE411 096747 0.4 115/1 60 1750 C 12.0 19.0 14/3 SJTOW 0.375 (9.5)
SE411A 096748 0.4 115/1 60 1750 C 12.0 19.0 14/3 SJTOW 0.375 (9.5)
SE411AU 096749 0.4 115/1 60 1750 C 12.0 19.0 14/3 SJTOW 0.375 (9.5)
SE411VF 100836 0.4 115/1 60 1750 C 12.0 19.0 14/3 SJTOW 0.375 (9.5)
SE421 096750 0.4 230/1 60 1750 C 6.2 13.0 14/3 SJTOW 0.375 (9.5)
SE421AU 096751 0.4 230/1 60 1750 C 6.2 13.0 14/3 SJTOW 0.375 (9.5)
Mechanical Switch on SE -A, cord 16/2, SJOW, Piggy -Back Plug
Mechanical Switch on SE -AU, cord 14/2, SJOW, 0.370 (9.4mm) O.D.
Vertical Switch on SE-VF, cord 16/2, SJOW, 0.320 (8.1 mm) O.D. Piggy -Back Plug
IMPORTANT!
1.) PUMP MAY BE OPERATED "DRY" FOR EXTENDED PERIODS WITHOUT DAMAGE TO MOTOR AND/OR SEALS.
2.) THIS PUMP IS APPROPRIATE FOR THOSE APPLICATIONS SPECIFIED AS CLASS I DIVISION II HAZARDOUS LOCATIONS.
3.) THIS PUMP IS NOTAPPROPRIATE FOR THOSE APPLICATIONS SPECIFIEDAS CLASS I DIVISION I HAZARDOUS LOCATIONS.
4.) INSTALLATIONS SUCH AS DECORATIVE FOUNTAINS OR WATER FEATURES PROVIDED FOR VISUAL ENJOYMENT MUST BE INSTALLED IN ACCORDANCE
WITH THE NATIONAL ELECTRIC CODE ANSI/NFPA 70AND/OR THE AUTHORITY HAVING JURISDICTION. THIS PUMP IS NOT INTENDED FOR USE IN
SWIMMING POOLS, RECREATIONAL WATER PARKS, OR INSTALLATIONS IN WHICH HUMAN CONTACT WITH PUMPED MEDIA ISA COMMON OCCURRENCE.
SECTION 113 CRAN E PAGE s PUMPS &SYSTEMS
DATE 6/04 0
ACrane Co. Company USA: [phone] Canada: [phone] International: [phone]

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Mechanically -activated, wide-angle switch designed for direct control of pumps up to 314 HP at
120 VAC and 2 HP at 230 VAC.
This mechanically -activated, wide-angle pump switch provides automatic control of pumps in:
potable water
water
sewage applications
The SJE PumpMaster° Plus pump switch is not sensitive to rotation or turbulence allowing it to
be used in both calm and turbulent applications.
Passed NSF Standard 61 protocol by an approved Water Quality
Association laboratory.
Heavy-duty contacts.
Controls pumps up to 3/4 HP at 120 VAC and 2 HP at 230 VAC.
Adjustable pumping range of 7 to 36 inches (18 to 91 cm).
Includes standard mounting clamp and boxed packaging.
LIL Recognized for use in water and sewage.
CP
CSA Certified. MEMBER
" a, "',Water
Three-year limited warranty. ��.. Quality
LR54345 ASSOCIATION
Pump Down / ON position
contacts
CLOSED
onloff ramp
steel ball
41Iyclraulic
Pump Down / OFF position
contacts � `\
OPEN
steel ball onloff ramp
This switch is available:
for pump down or pump up applications as specified by part
number.
with a 120 VAC or 230 VAC piggy -back plug.
without a plug for direct wiring in 120 VAC or 230 VAC applications
in standard cable lengths of 10, 15, 20, or 30 feet and 3, 5, 6, or 10
meters (longer lengths available).
SEE BACKSIDE FOR ORDERING INFORMATION.
SEE PRICE BOOK FOR LIST PRICE.
U.S. Patent Nos.5,087,801 & 5,142,108
Ilk
CABLE: flexible 14 gauge, 2 conductor
(LIL, CSA) SJOW, water-resistant (CPE)
FLOAT: 3.05 inch diameter x 3.56 inch long
(7.75 x 9.04 cm) high impact, corrosion
resistant, PVC housing for use in sewage
and water up to 140OF (60°C)
ELECTRICAL:
120 VAC 50/601-11z Sinale Phase:
Maximum Pump Running Current:
15 amps
Maximum Pump Starting Current:
85 amps
Recommended Pump HP:
3/4 HP or less
230 VAC 50/601-11z Sinale Phase:
Maximum Pump Running Current:
15 amps
Maximum Pump Starting Current:
85 amps
Recommended Pump HP:
2 HP or less
NOTE: This switch must be used with pumps
that provide integral thermal overload
protection.
Rh&Eus.
PO Box 1708, Detroit Lakes, MN 56502
1-888-DIAL-SJE • 1-218-847-1317
1-218-847-4617 Fax
email: [e-mail]
www.sjerhombus.com 87

Mechanically -activated, wide-angle switch designed for direct control of pumps up to 3/4 HP at 120 VAC
and 2 HP at 230 VAC.
PUMP DOWN
Part #
EiPump
Description
Up
Part #
Description
Shipping
Weight
1003232
10PMPD1 WP
1003237
10PMPU1 WP
1.88 lbs.
1003233
10PMPD2WP
1003239
10PMPU2WP
1.92lbs.
1003235
10PMPDWOP
1003241
10PMPUWOP
1.73lbs.
1003243
15PMPDlWP
1003249
15PMPUlWP
2.23lbs.
1003245
15PMPD2WP
1003251
15PMPU2WP
2.23lbs.
1003247
15PMPDWOP
1003253
15PMPUWOP
2.13lbs.
1003255
20PMPD1 WP
1003261
20PMPU1 WP
2.57 lbs.
1003257
20PMPD2WP
1003263
20PMPU2WP
2.61 lbs.
1003259
20PMPDWOP
1003265
20PMPUWOP
2.49lbs.
1003267
30PMPD1 WP
1003273
30PMPU1 WP
3.38 lbs.
1003269
30PMPD2WP
1003275
30PMPU2WP
3.41 lbs.
1003271
30PMPDWOP
1003277
30PMPUWOP
3.30lbs.
D = Pump Down U = Pump Up 1 = 120VAC 2 = 230VAC
WP = With Plug WOP = With Out Plug
NOTE: Descriptions are grouped by cable length measured in feet (10, 15, 20, 30).
F_ View List Price
MEMBER
Passed NSF standard 61 protocol by an approved "�, Wat e r
Water Quality Association laboratory. Quality
ASSOCIM1TION
PUMPING RANGE: 7 to 36 inches (18 cm to 91 cm)
CABLE: flexible 14 gauge, 2 conductor (UL, CSA) SJOW, water-resistant
(CPE)
FLOAT. 3.05 inch diameter x 3.56 inch long (7.75 cm x 9.04 cm), high
impact, corrosion resistant, PVC housing for use in sewage and
water up to 140OF (60°C)
ELECTRICAL:
Voltage50Hz160Hz
Max. Pump
Max. Pump
Recommended
Single Phase
Run Current
Start Current
Pump HP
120 VAC
15 amps
85 amps
3/4 HP or less
230 VAC
15 amps
85 amps
2 HP or less
NOTE: This switch must be used with pumps that provide integral thermal
overload protection.
MOUNTINGCLAMP
is standard.
If mounting clamp is
not required, specify
and deduct 600 from
list price.
CABLEWEIGHT
MOUNTING
Is also available.
PACKAGING
Boxed - Standard
Bagged - Specify and
deduct 400 from list
price.
Bulk - Specify and
deduct 600 from list
price.
ADDITIONALCABLE
Additional cable length
over 30 feet is avail-
able at 800 per foot
(list price).
UL Recognized for
Water&Sewage
CP- %
LR54245
PUMP DOWN is normally open contacts
for emptying in potable water, water, or
sewage applications.
PUMP UP is normally closed contacts for
filling in potable water, water, or sewage
applications.
DIRECT WIRING
Units used for direct wiring (without plug)
may be used in either 120 VAC or 230 VAC
applications within specified amp ratings.
RhS"Eus.
www.sjerhombus.com
[e-mail]
Cat Page PN 1011928L
88 ©SJE-Rhombus 09/10

East Coast at Montague
Tank Sizing and Capacity - Primary Settlement Tank
Design based manufacturer's recommendation.
Average Daily Flow, Hydraulic Assessment: 2,082.00 gpd
2.5 x ADF 5,205.00 gallons
Proposed Dimensions:
Length (Length >_ 2*Width)
16.00
ft
Width
8.00
ft
Depth (liquid)
5.50
ft
Baffle Wall Height
5.50
ft
Baffle Wall Thickness
0.25
ft
Total cubic feet liquid storage
693.00
cubic feet
Total storage provided
5,183.64
gallons

East Coast at Montague
Buoyancy Calculations - Primary Settlement Tank
TANK INNER DIMENSIONS:
Length, L
16.00 feet
Width, W
8.00 feet
Wall Height, H
7.41 feet
Baffle Wall Height, Hb
5.61 feet
TANK THICKNESSES:
Wall Thickness, T,w
0.75 feet
Base Thickness, T,b
1 feet
Top Thickness, T,t
0.75 feet
Baffle Thickness, T,baf
0.25 feet
BASE DIMENSIONS:
Base Overhang, L,oh 0.5 ft
Total Length, L,b 18.50 ft
Total Width, W,b 10.50 ft
DESIGN INFORMATION:
Tank Depth Below Grade
1.5 feet
Total Tank Depth (to bottom of
base), D,b
10.66 feet
Water Table Depth From
Grade, D,wl
0 feet
Concrete Density, p,conc
150 lb/cf
Water Density, p,w
62.40 lb/cf
Minimum Soil Density, p,s
51.00 lb/cf
DOWNWARD FORCES:
Walls: Wf = (2'L'H'T,w) +( 2'(W+2'T,w)'H'T,w) + (Hb'W'T,baf)
Wf = 294.65 cf
Base, Bf = L,b'W,b'Tb
Bf = 194.25 cf
Top, Tf = (L+2'T,w)'(W+2'Tw)'Tt
Tf = 124.6875 cf
Downward Force of Soil
(simplified), Ts= (L,b'W,b'D,gr)'p,s+ (L,b'W,b - [(L+2T,w)'(W+2'T,w)]'H'F
T,s = 8,908.04 lb
Total Downward Force, F,d = (Wf+Bf+Tf)'p,conc
F,d = 100,946.54 lb
BUOYANTFORCE:
V = Displaced volume of fluid =(L+2'Tw)'(W+2'Tw)'(D,b-T,b-D,wl)+(L,b'W,b'T,b)
V = 1550.85
Buoyant Force, F,up = p,w'V
F,up = 79,093.35 lb
FACTOR OF SAFETY
FS = F,d / F,up
FS = 1.28
CONCLUSION:
In order to provide sufficient safety against floatation, the base
of the tank shall be 1.0 feet thick and overhang 0.5' on each
side. Alternatively, an anti -floatation slab of equivalent volume
may be included in the tank design

1. High Rate Trickling Filter Loading Calculations
Media selection is dependent on the pollutant concentrations and organic loading to the
Bioclere unit. The following table shows the application for which each media is
typically selected (WEF 2000, Table 3.3).
Table # 1: Bioclere Media Specifications
Media Specific
Surface Area
m2/m3
Trickling Filter
Classification (RATE)
Approx. BOD5
Concentration
m /L
Typical BOD5
Loading
lbs./1000 ft3-day)
105
Super -Roughing
> 1000
75-140
140
Intermediate -High
<500
30-75
230
Low -Intermediate
<250 and nitrification
< 30
1.1.1. Sizing for BOD5 Removal
Carbonaceous BOD5 removal is determined by evaluating the combination of organic
and hydraulic loading characteristics. Because the design of a fixed film reactor is
dependent on diffusion and mass flux characteristics, no simple design criteria are
available for CBODs removal and nitrification (USEPA-Nitrogen Control 1993, USEPA-
Assessment 1991). Historically, the process design of trickling filters has been based on
empirical pollutant media loading rates developed and verified by means of monitoring
pilot and full scale systems.
1.1.2. Sizing for Nitrification
Classic nitrification is the sequential biological oxidation of NH4-N, first to nitrite (NO2 -
N) by Nitrosomonas bacteria then to nitrate (NO3 -N) by Nitrobacter bacteria according to
the following overall equation:
2NH4+ + 202 4 NO3 + 2H+ + H2O
Oxidation of 1 mg/l of NH4-N requires approximately 4.6 mg/l of dissolved oxygen and
produces acid resulting in the consumption of approximately 7.1 mg alkalinity as
CaCO3/mg NH4-N oxidized. Alkalinity is the inorganic carbon source nitrifying
bacteria require to oxidize ammonia. Therefore it is critical that alkalinity is monitored
on a regular basis to ensure complete nitrification in treatment systems.
Page 1 of 7

Depending on the influent ratio of CBOD5:NH4-N, nitrification and oxidation of CBOD5
may be accomplished simultaneously in one Bioclere filter (combined oxidation -
nitrification (CON), or subsequently in a separate filter after substantial CBOD5
reduction. In a CON unit, CBOD5 oxidation and nitrification are accomplished without
classic isolation of the heterotrophic (CBOD5 removal) and autotrophic nitrifying
bacteria. By utilizing modified loading factors to compensate for contrasting bacterial
growth rates, effluent NH4-N concentrations <5 mg/1 may consistently be achieved
when treating the equivalent of typical residential wastewater.
Conversely, separate stage nitrification is employed when signifigant nitrogen removal
is required from a high strength wastewater or stringent effluent ammonia
cocentrations are required (<2 mg/L). It involves the isolation of the autotrophic
bacteria in a second stage Bioclere for oxidation of the remaining NH4-N contained in
the waste stream.
1.2. Filter & Clarifier Sizing Calculations
The Bioclere units shall be configured in one treatment train consisting of two units in
series. The Bioclere units shall have the following characteristics:
Table # 2: Bioclere Unit Specifications for Montague.
Bioclere
Unit
Diameter
Media
Media
Media
Model
(Ft)
Volume
Specific
Surface Area
(m3)
Surface
(m2)
Area
(m2/m3)
24/20-950
1
8
7
140
980
24/20-950
2
8
7
230
1,610
TOTAL
N/A
N/A
14
N/A
2,590
1.2.1. First Stage Bioclere BOD5 Loading Rate
The organic loading rate on the Bioclere units takes into account a 30% BOD5 reduction
to 200 mg/1 through the primary tank (Crites & Tchobanoglous, Small & Decentralized
Wastewater Management Systems, 1998). Assuming a recirculation rate of roughly 100% of
design flow, the system will receive 4.051bs. BODS/day based on the design flow of
2,200 gpd as calculated below.
Page 2 of 7

The recirculation rate from each Bioclere unit will be set as follows for design
conditions:
Unit 1 Recirculation Rate = (1 min On @ 50 gpm / 90 min cycle) x 1440 min/day = 800
gpd
Unit 2 Recirculation Rate = (1 min On @ 50 gpm / 50 min cycle) x 1440 min/day =1,440
gpd
BOD5 Loading (lbs/day) = Influent from Primary Tank + Recycle Unit 1 + Recycle Unit 2
(2,200gpd)*(8.34 lbs/gal)*(200 mg 1) + (800 gpd)*(8.341bs/ga1)*(30 mg 1) + (1,440 gpd)*(8.34 lbs/gal)*(15 mg10
JX106 JX106 JX106
_ (3.67 lbs BOD5/day) + (0.2 lbs BOD5/day) + (0.18 lbs BOD5/day)
= 4.051bs BOD5 / day
The first stage Bioclere model 24/20-950 unit contains 7 m3 of 140 m2/m3 PVC media.
Therefore, the BOD5 media loading rate is:
= BOD5 Loading / media volume in unit 1
_ (4.05 lbs BOD5 / day) / (7 m3)
= 0.581bs BOD5 / m3-day
The BOD loading rate can also be expressed as:
0.58 lbs BODs/ m3-day
(0.028 m3 / ft3) *1000 =16.24lbs BOD5 / 1000 ft3-day
* (0.454 kg / lbs) = 0.26 kg BOD5 / m3-day
* (1 m3 / 140 m2) * (1 m2 / 10.76 ft2) * 1000 ft2 = 0.39 lbs BOD3 / 1000 ft2-day
* (1 m3 / 140 m2) * (454 g / lb) =1.88 g BOD5 / m2-day
This loading rate will reduce the influent BOD5 concentration to <30 mg/L and oxidize
>40% of the influent ammonia in the first stage Bioclere (WEF Biofilm Reactors 2011 and
Metcalf & Eddy Wastewater Engineering 2013).
Page 3 of 7

1.2.2. Second Stage Bioclere Total Kjeldahl Nitrogen (TKN) Loading Rate:
The following nitrification calculation in the second stage Bioclere unit takes into account
a 40% reduction of ammonia across the first stage unit, therefore the second stage TKN
loading shall be:
Influent TKN of 100 mg/1 x (0.6) = 60 mg/1 TKN
The Second Stage TKN Loading Rate Calculation is:
TKN Loading (lbs/day) = Influent from First Stage + Recycle Unit 2
_ (2,200 g12d)(8.34 lbs/gal) (60 mg/1) + (1,440 gpd) * (8.34 lbs/gal) (1 mg/1)
1x106 1x106
= (1.1 lbs TKN / day) + (0.012 lbs TKN / day)
=1.11 lbs TKN / day
The second stage Bioclere model 24/20-950 contains 7 m3 of 230 m2/m3 PVC media.
Therefore, the TKN loading rate is:
= TKN Loading / media volume in unit 2
= (1.11 lbs TKN /day) / (7 m3)
= 0.16 lbs TKN / m3-day
This can also be expressed as:
0.16 lbs TKN / m3-day
* (0.028 m3 / ft3) *1000 = 4.48 lbs TKN / 1000 ft3-day
* (0.454 kg / lbs) = 0.07 kg TKN / m3-day
* (1 m3 / 230 m2) * (1 m2 / 10.76 ft2) * 1000 ft2 = 0.065 lbs TKN / 1000 ft2-day
* (1 m3 / 230 m2) * (454 g / lbs) = 0.32 g TKN / m2-day
This loading rate will oxidize the remaining NH3-N to <1 mg/L. In fact, a loading rate of
up to 1 gram TKN/m2 media is commonly used to achieve <3 mg/1 ammonia in cold
climates. "Tertiary nitrifying filters provide 0.5-3.0 mg/L effluent NH3-N in tertiary mode
with a clarified secondary influent, and NH3-N loadings of 0.5-2.5 grams/m2-day' (WEF,
2000).
Page 4 of 7

1.2.3. Alkalinity Feed System
Alkalinity is the inorganic carbon source nitrifying bacteria require to oxidize
ammonium. Therefore it is critical that alkalinity is monitored on a regular basis to
ensure complete nitrification. Because nitrification requires approximately 7.1 mg
alkalinity as CaCO3/mg NH4-N oxidized and the concentration of alkalinity in the
wastewater is not clearly or easily defined and may vary depending on what is
discharged to the system, a chemical feed system has been incorporated into the design.
The chemical feed pump is equipped with a variable speed drive that can be set to deliver
0-100 milliliters per minute. The alkalinity source shall be transferred automatically to
the FET or primary tank based on a timer in the Aquapoint supplied control panel. This
will allow the input of the alkalinity solution into the process upstream of the nitrification
stage.
1.2.4. Denitrification
Dissimilating denitrification, the biological reduction of nitrate (NO3 -N) to nitrite (NOr-
N) and ultimately nitrogen gas in an anoxic environment, involves the transfer of
electrons from a reduced electron donor (organic substrate) to an oxidized electron
acceptor (NO3 -N). It is an important reaction as it restores approximately (3.57 mg
alkalinity/mg of NO3 -N reduced), and partially offsets the effects of nitrification in a
combined nitrification/denitrification process. The microorganisms responsible for
completing the reaction are facultative heterotrophic aerobes contained in the wastewater
and responsible for CBODS oxidation in the Bioclere. Although these microorganisms are
less susceptible to varying environmental factors, an absence of molecular oxygen is one
condition that must be satisfied since its presence will supress the enzyme system
necessary for denitrification (Metcalf & Eddy 2013).
Denitrification in the Bioclere system is accomplished by periodically recirculating
secondary sludge and treated nitrified effluent to the primary tank where anoxic
conditions are sustained. Recirculation occurs automatically for several minutes each
hour and is controlled by an adjustable timer in the control panel. For typical residential
strength wastewater, recirculation of treated effluent from the Bioclere to the primary
tank is capable of achieving >60% total nitrogen removal. This is because the weight ratios
of carbon to NO3-N (measured as COD:NO3-N) in the primary tank are usually greater
than the generally accepted ratio of 3:1 in which denitrification has been proven to occur
without an external carbon source such as 20% methanol. This level of treatment has been
confirmed at Bioclere installations throughout the US as well as EPA, NSF and ETV
studies that were performed at the Otis, MA air force base on Cape Cod (Data below in
table #1). Note that the median and average effluent nitrate concentrations were 4.4 mg/1
Page 5 of 7

and 5.2 mg/1 respectively. Also consider that start-up period testing as well as operator
induced stress testing is included in the statistical analysis below.
Table # 3: Bioclere Nitrogen Data Summary (EPA/NSF study, Otis, MA)
TKN
(mg/L)
Ammonia
(mg/L)
Total
Nitrogen
(mg/L)
Nitrate
(mg/L)
Nitrite
(mg/L)
Temperature
(QQ
Influent Effluent
Influent Effluent
Influent Effluent
Effluent
Effluent
Effluent
Samples
53 53
53 53
53 53
53
53
51
Average
37 10
23 6.2
37 16
5.2
0.45
15
Median
38 6.3
23 2.8
38 14
4.4
0.34
15
Maximu
m
46 35
27 22
46 36
14
1.5
23
Minimu
m
24 1.9
18 0.7
24 6.2
<0.1
0.07
7.4
Std.
Dev.
4.4 10
2.1 7.0
4.4 8.4
3.5
0.26
4.9
Samples = Number of samples used in the calculations
1.2.5. Bioclere Clarifier Hydraulic & Solids Loading
Each 24 series Bioclere secondary clarifier shall have the following characteristics: Note
that there shall be two clarifier tanks in series to provide staged TSS removal.
Tank Diameter
Surface Area
Outlet Weir
Tank Volume
8 ft
50.27 ft2
1.6 ft (circumference of 6" Tee)
950 gallons
Table # 4: Bioclere Clarifier Design Specifications
Clarifier Design Calculations:
Stage 1 Bioclere
Stage 2 Bioclere
Influent Flow Rate
4,440 gpd
3,640 gpd
Recycled Flow
800 gpd
1,440 gpd
Effluent Flow Rate
3,640 gpd
2,200 gpd
Page 6 of 7

Design Surface Overflow Rate (SOR)
88 (gpd/ft2)
72 (gpd/ft2)
Influent Flow Rate / Surface Area
Design Weir Overflow Rate (WOR)
2,275 (gpd/ft)
1,375 (gpd/ft)
Effluent Flow Rate / Weir Length)
Design Hydraulic Retention Time (HRT)
6.26 hrs
10.36 hrs
Tank Volume / Effluent Flow * 24 hrs
Influent Solids Load (Concentration)
200 mg/l
30 mg/l
Anticipated TSS Removal Percentage
85%
67%
(WEF MOP 35 Bio ilm Reactors, 2011)
Effluent Solids Load (Concentration)
30 mg/1
< 15 mg/1
Influent TSS * 1-Removal Percentage))
Design Solids Loading Rate*
0.15 (lbs/W/day)
0.018 (lbs/W/day)
lbs TSS / Surface Area
The recommended SOR for secondary clarifiers based on average and peak flow is
between 400-800 gal/day /ft2 and 1000-1200 gal/day/ft2 respectively (Metcalf & Eddy, Fifth
Edition 2013). The recommended peak daily WOR's are listed to be between 10,000 —
40,000 (gal/ft-day) with a typical value of 20,000 gal/day/ft (Metcalf & Eddy, Fifth Edition
2013, Unit Operation and Processes in Environmental Engineering 1982). The recommended
solids loading for secondary clarifiers is <35 lbs/ft2/day (WEF MOP-9 2002 and Metcalf &
Eddy, Fifth Edition 2013). Therefore, the SOR, WOR and solids loading rates for the
hopper bottom clarifiers are conservatively below the recommended ranges for design
average and peak flow rates.
Page 7 of 7

Buoyancy Calculations for a 950 Gallon Bioclere Clarifier
Values to enter
The volume of water displaced by the Bioclere submerged in the estimated seasonal high groundwater
will determine the volume of concrete required for ballast. Total volume of concrete required (cubic yards)
NOTE: Due to the Bioclere's clarifier geometry and design there is a minimum volume/dimension
of concrete ballast to be poured around the base of the clarifier. Calculated values
Buoyant Offset
275 GAL Enter the total groundwater displaced (gallons) - (See Clarifier Displacement Curve tab)
Note: This is the volume of the Bioclere submerged in the seaonal high groundwater table
r-2-29-4--1 LBS Computed buoyant force due to displaced groundwater
2350 LBS Enter total weight of the Bioclere unit dry with media (see Bioclere envelope drawing)
57 LBS Computed weight of concrete to offset bouyancy
0.0 YDS Computed volume of concrete to offset bouyancy
0.0 YDS Minimum amount of Concrete (in ydA3) to be poured around Bioclere clarifier
Note: Minimum concrete dimensions are 78" square by 41" tall.
2) See 24 Series Bioclere Diagram tab to view concrete ballast placement.
NOTES: 1) If Estimated high groundwater is <3.0 ft. above the bottom of the Bioclere unit, then concrete is only needed at the site engineers discretion
Revisions Date: 6/22/2007

BIOCLERE CLARIFIER 950 GALLON DISPLACEMENT
CURVE
1700
1600
W119Y
w 1400
1300
J
1200
0 1100
w
Q 1000
a 900
0 800
w 700
600
O
> 500
w
w 400
a
300
200
IIIIIIIIIIIIIII11illY
0
0 20 40 60 80 100
HEIGHT (INCHES) of ESTIMATED HIGH GROUNDWATER ABOVE
THE BOTTOM OF THE BIOCLERE CLARIFIER.
NOTE: 1) The Bioclere is a cylinder above the outlet invert.
2) See bouyancy calc. tab to determine concrete
ballast volume.

FAN HOUSING —
NON -SKID GELCOAT—
AUXILIARY VENT—
e 4' SCHD 40
INSULATED FILTER�
1-1/2' SUM 40 PVC
RECYCLE LINE
3'
6' SIND 40 PVC L
INLET COUPLINGT
I
5'-D 3/4'
THE DESIGN NID DETAAX S THIS DRAVDIG
ARE THE � OF AONAPWlT
AND ARE NOT TO DE USED EXCEPT IN
cEescTmN VITH WR VODL DLYON arm
MENTION RIGHTS ARE RESERVED NO RRTHER
DMICATOW NOR DISTRWTMN OF THIS
DOD" ARE PEWIITTED VITIWUT PROR
WRITTEN PERMISSION,
LOCKABLE ACCESS COVER
Y Y �.'SC PORT
4A HD 40
4' Y
14'-7 Mr
Y T Ile, 6' SCHD 40 PVC
OUTLET COUPLING
— 7'-4 7/B'
PRECAST CONCRETE
.• . ` - , . MOUNTING PAD
1' Y (SEE NOTE 2)
CRUSHED STONE
YY
MODEL 24/20 BIOCLERE WITH 950 GALLON CLARIFIER
NOTES:
1, VENT MAY BE RUN UP THE SIDE OF BUILDING.
2. SEE DRAWING 1244-9 FOR MOUNTING PAD CONSTRUCTION DETAILS.
3, FINISHED GRADE MAY BE BETWEEN 18' ABOVE RECYCLE LINE
AND 14' BELOW TOP OF UNIT.
W';H `CONTRACTOR—
SHIPPING WEIGHTS
WEIGHT DRY WITH MEDIA = 2350 lbs
WEIGHT DRY WITH NO MEDIA = 1600 Ibs
2h20KD0 9q GAAeY
TITLE' BIDCLERE 24/20-950
GENERAL ARRANGEMENT
A e poj �TTDRAwm
REmmRD, C K,1261-2
vl del 39 TARK1ILN\PLACE DATE' N" a 2 m
NEW BEDFORD, MA 02745 mm By' P'AR
[phone] FAX [phone] �; I'4O 12E' B
SHEET k 1 , I

24 SERIES BIOCLERE DOSING PUMPS
<& ITT
Wastewater
Goulds Pumps
LSP03/LSP07 ��m;eP�m'p,
LSP03AT
--> LSP07
FEATURES
■ Corrosion -resistant construction.
■ Stainless Steel motor casing and fasteners.
■ Glass -filled thermoplastic impeller and
casing.
■ Upper and lower heavy duty ball bearing
construction.
■ Motor is permanently lubricated for
extended service life and is powered
for continuous operation. All ratings are
within the working limits of the motor.
■ Hard coated 400 series stainless steel
shaft for improved corrosion resistance.
LSP03AV ■ Float switch is adjustable for various
liquid levels. Easily removed for direct
pump operation or switch replacement.
■ Complete unit is lightweight, portable
and easy to service.
■ Available in manual and automatic ver-
sions. See next page for specific order
numbers.
MGOULDS PUMPS
Goulds Pumps is a brand of ITT
Residential and Commercial Water.
www.goulds.com
Engineered for life
■ A double labyrinth lip seal system pro-
tects the motor. It consists of three lip
seals and a V-ring in addition to an im-
peller counterblade system which keeps
solid particles away from the seal unit.

n**
ITT
GOULDS PUMPS
Wastewater
APPLICATIONS
Specially designed for the following uses:
• Basement draining
• Water transfer
• Dewatering
SPECIFICATIONS
• Discharge size: 1 1/2" NPT.
• Capacities: to 57 GPM.
• Maximum head: 34 feet TDH.
• Max. solids: W spherical
• Temperature: 1040F (40°C) maximum liquid
temperature.
• Maximum pump submergence is 10 ft. for LSP03;
16 ft. for LSP07.
MOTOR
• Single phase, 3450 RPM, 60 Hz
• LSP03,'/3 HP 115 V, 2.9 maximum amps.
• LSP07, 3/4 HP 115 V (7.1 amps) or 230 V (3.5 amps).
• Built-in thermal overload protection with automatic
reset.
• Permanent -split -capacitor type.
MODEL INFORMATION
• Class B insulation.
• Stainless steel shaft.
• Air filled design.
• Power cord length: LSP03; 10 feet standard, 20 feet
optional, LSP07; 20 feet.
FLOAT SWITCH OPTIONS
■ Models are available with a float switch. Several op-
tions for automatic operation.
■ 'AV" models are supplied with a vertical float switch.
■ 'A' models are supplied with a built in float switch.
■ 'AT" models are supplied with a piggy -back replace-
able float switch.
AGENCY LISTING
Canadian Standards Association
ce
File #LR114251
us
U�
Underwriters Laboratories
File #83318
Goulds Pumps is ISO 9001 Registered.
Order No.
HP
Volts
Amps
Minimum
Circuit
Breaker
Phase
Float
Switch Stle
ygth
Cord
Len
Discharge
Connection
Min.
On
Level
Min.
Off
Level
Minimum
Basin
Diameter
Maximum
Solids
Size
Shipping
Weight
Ibs/kg
LSP0311
1/3
115
2.9
10
1
Plug / No Switch
101
11/,"
Manual
Manual
9"
/s"
11 / 5
LSP0311A
Built -In Wide Angle
11"
5"
12"
LSP0311AT
Piggyback Wide Angle
11"
5"
12"
LSP0311AV
Piggyback Vertical
8 5"
2"
12"
LSP0311 F
Plug / No Switch
20'
Manual
Manual
9"
LSP0311AF
Built -In Wide Angle
11"
5"
12"
LSP0311ATF
Piggyback Wide Angle
11"
5"
12"
LSP0711 F
3/4
115
7.1
10
I
1
I
Plug / No Switch
20'
11/2„
Manual
Manual
9"
3/8"
15 / 6.8
LSP0711AF
Built -In Wide Angle
12.5"
6 5"
12"
LSP0711ATF
LSP0712F
Piggyback Wide Angle
12.5"
6 5"
12"
230
I
3.5
I
Plug / No Switch
Manual
Manual
9"
LSP0712AF
Built -In Wide Angle
12.5"
6 5"
12"
LSP0712ATF
I Piggyback Wide Angle
12.5"
6 5"
12"
2

11
ITT
FEET
35
all
a 25
w
2
U_
2 20
a
z
0
15
O
10
I
00 10 20 30 40 50 GPM
CAPACITY
GOULDS PUMPS
Wastewater
COMPONENTS
Item No.
Description
1
Casing
2
Impeller
3
Suction strainer
4
Shaft seal with cover
5
Motor
6
Ball Bearing
7
Capacitor
8
0-ring
7
8
6
5
6
4
1
2
3
3

n*v
ITT
DIMENSIONS
(All dimensions are in inches and weights in lbs. Do not use for construction purposes.)
F
H
LSP03
93/4
75/8
LSP07
11' A
91/8
LSP03AV
93/a
7'/a
POWER CORD:
16/3 SJTW WITH THREE PR(
GROUNDING PLUG
6'/s" DIA.
1Y" NPT
DISCHARGE
MGOULDS PUMPS
Goulds Pumps and the ITT Engineered Blocks Symbol are
registered trademarks and tradenames of ITT Corporation.
SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE.
BLSP03 August, 2006
© 2006 ITT Corporation
Engineered for life
Wastewater
n

24 SERIES BIOCLERE RECYCLE PUMP
MGOULDS PUMPS
APPLICATIONS
Specifically designed for the
following uses:
• Handling dirty waters
• Draining ditches and pits
• Excavating in the building
trades
• Water transfer
• Industrial water drainage
or transfer
SPECIFICATIONS
Pump:
• Discharge size: 11/2" NPT.
• Capacities: up to 110 GPM.
• Total heads: up to 66 feet
TDH.
• Max. solids: %" spherical.
• Mechanical seal: Drive lube
silicon carbide rotary/silicon
carbide stationary, 300 series
stainless steel metal parts,
BUNA-N elastomers.
• Maximum submergence: 23'.
• Temperature limit:
120°F (50°C) maximum.
• Fasteners: 300 series stain-
less steel.
Motor:
• Single phase: 60 Hz,
3500 RPM, 1/2 HP
115 and 230 V, 3/4 and 1 HP
230 V only.
• Three phase: 60 Hz,
3500 RPM, 1/2 to 11/2 HP
230 or 460 V.
• Built-in thermal overload
protection with automatic
reset on single phase
models.
• Three phase: Overload
protection must be provided
in starter unit with three
phase pumps.
• Power cord: 20 feet long.
Single phase 115 V and
230 V models are supplied
with molded NEMA plugs
and built-in capacitors.
Three phase models are
supplied with bare leads.
• Class F insulation.
FEATURES
■ Impeller: AISI 304 SS
open impeller.
■ Diffuser Plate: AISI 304 SS
with Polyurethane coating for
maximum resistance to
abrasion.
■ Casing: AISI 304 SS.
■ Mechanical Seal: Drive lube
silicon carbide sealing faces, all
METERS FEET
20
18 60
16
0 50
w 14
V
12 40
a
z
a 10
a 30
0 8
6 20
4
10
Submersible
Dewatering Pump
11/2" Dewatering Pump
metal components of AISI type
300 stainless steel running in
protected oil chamber.
■ Elastomers: BUNA-N.
■ Shaft: AISI type 304 stainless
steel high strength pump shaft
with keyed and locking cap
screw impeller fastening.
■ Motor: Air filled class F insu-
lated design for continuous use.
■ Designed for Continuous
Operation: Pump ratings
are within the motor's working
limits and can be operated
continuously without damage.
■ Bearings: Upper and
lower heavy duty ball
bearing construction.
Component
Material
Pump body and
Stainless steel
motor casing
(AISI 304)
Stainless steel
Outer sleeve
(AISI 304)
Stainless steel
Impeller
(AISI304)
Stainless steel
Motor shaft
(AISI 304)
Stainless steel
Suction strainer
(AISI 304)
Stainless steel
Front
(AISI 304)
diffuser plate
coated with
polyurethane
elastomer
Lower
Silicon carbide/
mechanical seal
silicon carbide
Upper lip seal
Nitrile rubber
Stainless steel
Handle
(AISI 304)
coated with
polyacetalic resin
0 5 10 15 20 25 m3/hr
CAPACITY
Goulds Pumps
© 2005 ITT Water Technology, Inc.
Effective November, 2005
Blow
<& ITT Industries

MGOULDS PUMPS
DIMENSIONS
1 Yz" NPT
I I
N00001IIn000oil
7" (178 mm)
Series
HP
Phase
Dimensions
in inches (mm)
Discharge
Size
H
1
141/3 (363)
3
131/8 (348)
1 DW
/�
1
151/8 (383)
1 Yz"
3
141/8 (363)
1
1
15% (403)
3
151/a (383)
1'/z
3
157/8 (403)
Submersible
Dewatering Pump
11/z" Dewatering Pump
MECHANICAL DATA
Order No.
HP
Volts
Phase
Max.
Amps.
RPM
Weight
(Ibs.)
1 DW51 COEA
,/
115
1
10.3
3450
29
1 DW51 Cl EA
230
4.5
1DW51C3EA
3
2.5
27
1 DW51 C4EA
460
1.3
1 DW51 D1 EA
1/4
230
1
5.7
32
1 DW51 D3EA
3
3.6
29
1 DW51 D4EA
460
1.8
1 DW51 E1 EA
1
230
1
6.3
38
1DW51HEA
3
4.0
33
1 DW51 E4EA
460
2.0
1 DW51 HEA
1 /
230
3
5.6
37
1 DW51 F4EA
460
2.7
Goulds Pumps and the ITT Engineered Blocks Symbol are
registered trademarks and tradenames of ITT Industries. www.goulds.com
Goulds Pumps
<& ITT Industries
PRINTED IN U.S.A. SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE.

East Coast at Montague
Tank Sizing and Capacity - Post Bioclere Lift Station
Average Daily Flow, Hydraulic Assessment:
Average Hourly Flow:
Proposed Dimensions:
Diameter
Depth (liquid)
Total cubic feet liquid storage
Total gallons liquid storage provided
Effective storage Capacity
High Water Level
Low Water Level
Effective Depth
Effective storage Capacity
2,082.00 gpd
86.75 gph
3.00 ft
5.45 ft
38.50 cubic feet
288.01 gallons
26.60
feet
23.00
feet
3.60
feet
25.43
cubic feet
190.25
gallons

East Coast at Montague
Buoyancy Calculations - Lift Station
TANK INNER DIMENSIONS:
Diameter, 0 3.00 feet
Wall Height, H 12.85 feet
TANK THICKNESSES:
Wall Thickness, T,w 0.75 feet
Base Thickness, T,b 0.75 feet
Top Thickness, T,t 0.75 feet
DESIGN INFORMATION
Tank Depth Below Grade 1.5 feet
Water Table Depth From Grade, D,wl 0 feet
FRP Density, p,frp 112.3 Ib/cf
Water Density, p,w 62.40 lb/cf
DOWNWARD FORCES:
Walls: Wf = 3.14*(012)/4 * T,w * H
Wf = 68.09 cf
Base, Bf =
Top, Tf =
Total Downward Force, F,d =
BUOYANT FORCE:
V = Displaced volume of fluid =
Buoyant Force, F,up =
FACTOR OF SAFETY
FS =
CONCLUSION:
3.14*(0^2)/4 * Tb
Bf = 5.30 cf
3.14*(0-2)/4 * Tt
Tf = 5.30 cf
(Wf+Bf+Tf)*p,conc
F,d = 8,836.49 lb
3.14* (0^2)/4 * (H-D,wl)
V = 90.78525
p'w*V
F,up = 5,665.00 lb
F,d / F,up
FS = 1.56
The tank design is sufficient to provide resistance against floatation.

Scenario 1
Flow Scenario:
Segment Description:
Q=
D=
Q=
A=
V=
v^2/2g =
Pipe C value =
Headloss/100' straight length
Fitting
90 deg bend
45 deg bend
22.5 deg bend
11.25 deg bend
Tee - Run
Tee - Branch
Reducer
Plug Valve
Gate Valve
Swing Check Valve
In -Line Pump Check Valve
Entrance
Exit
TOTAL
Pipe
Post Bioclere Lift Station to MBBR
Segment 1
50 gpm
2.0 in K Index: 14
0.11 cfs
0.02 sf
5.11 fps
0.41
QTY
2
2
0
0
0
0
0
0
0
1
0
1
1
Straight Length 96.00
Headloss, Pipe friction 6.86
Headloss, Minor losses 2.08
Pipe Friction & Minor Headloss =
Elevations:
K-value Extension
0.57
1.14
0.30
0.60
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.15
0.00
1.90
1.90
0.00
0.00
0.50
0.50
1.00
1.00
5.14
feet
8.94 feet
Low Water Level 23.00 feet
Discharge Elevation 30.84 feet
Safety Margin 1.00 foot
Static Lift = 8.84 feet
Equipment Losses:
N/A 0.00 feet
TOTAL DYNAMIC HEAD REQ. 17.8 feet

Series SE
2" Spherical Solids Handling
www.cranepumps.com
Manual & Automatic
1 % ", 2" & 3" Discharge
DISCHARGE .......................2"
NPT, Female, Vertical
LIQUID TEMPERATURE
SE411 ...........77°F
(25°C) Continuous
SE421 ...........104°F
(40°C) Continuous
VOLUTE ...............................
Cast Iron ASTM A-48, Class 30
MOTOR HOUSING ..............
Cast Iron ASTM A-48, Class 30
SEAL PLATE ......................
Cast Iron ASTM A-48, Class 30
IMPELLER:
Design.............2
Vane, Open with pump out vanes on back
side, Dynamically Balanced, ISO G6.3
Material ..........Cast
Iron ASTM A-48, Class 30
SHAFT................................416
Stainless Steel
SQUARE RINGS .................
Buna-N
HARDWARE ........................300
Series Stainless Steel
PAINT...................................Air
Dry Enamel
SEAL: Design ...........
Single Mechanical, Oil Filled Reservoir,
Secondary Exclusion Seal
Material ...........
Carbon/Ceramic/Buna-N
o
Hardware - 300 Series Stainless
0
CORD ENTRY......................15
ft. (5m) Quick Disconnect Cord with plug
On 115Volt, Pressure Gromment for sealing
and strain relief
SPEED.................................1750
RPM (Nominal)
UPPER BEARING................Single
Row, Ball, Oil Lubricated
Load ................
Radial
LOWER BEARING...............Single
Row, Ball, Oil Lubricated
Series: SE (SE411 & SE421)
Load ................
Radial & Thrust
AHP, 1750RPM, 60Hz
MOTOR: Design ............NEMA
LTorque Curve, Oil Filled, Squirrel
Cage Induction
Insulation ........
Class B
SINGLE PHASE ...................
Permanent Split Capacitor (PSC)
Includes Overload Protection in Motor
LEVEL CONTROL ..............."A"
- Wide Angle, PVC, Mechanical, 15 ft (5m)merabbN�seewata
cord with Piggy -Back Plug, N/O
F"
"AU"- Wide Angle, Polypropylene,
Mechanical, N/O, Integral to pump.
ON and OFF Points are adjustable
"VF" - Vertical Float, PVC, Snap Action,
15 ft (5m) cord, with Piggy -Back plug.
OFF point ONLY is adjustable
OPTIONAL EQUIPMENT.....
Seal Material, Additional Cord
� �
C US
CSA 108
UL 778
LR16567
Sample Specifications: Section 1 Page 3.
DESCRIPTION:
SUBMERSIBLE NON -CLOG SEWAGE PUMP
DESIGNED FOR TYPICAL RAW SEWAGE
APPLICATIONS
CRAN E PUMPS & SYSTEMS
91
A Crane Co. Company USA: [phone] • Canada: [phone] • International: [phone]
SECTION 1B
PAGE 1
DATE 6/04

Series SE
2" Spherical Solids Handling
Manual & Automatic
1 % ", 2" & 3" Discharge
BARNES @
www.cranepumps.com
SE411VF SE411 & SE421 (Less Float) SE411AU, SE421AU inches
SE411 A (mm)
10.75 10.75
3.86
7.75
75
MODEL NO PART NO HP VOLT/PH Hz RPM NEMA FULL LOCKED CORD CORD CORD
(Nom) START LOAD ROTOR SIZE TYPE O.D
CODE AMPS AMPS inch (mm)
SE411 096747 0.4 115/1 60 1750 C 12.0 19.0 14/3 SJTOW 0.375 (9.5)
SE411A 096748 0.4 115/1 60 1750 C 12.0 19.0 14/3 SJTOW 0.375 (9.5)
SE411AU 096749 0.4 115/1 60 1750 C 12.0 19.0 14/3 SJTOW 0.375 (9.5)
SE411VF 100836 0.4 115/1 60 1750 C 12.0 19.0 14/3 SJTOW 0.375 (9.5)
SE421 096750 0.4 230/1 60 1750 C 6.2 13.0 14/3 SJTOW 0.375 (9.5)
SE421AU 096751 0.4 230/1 60 1750 C 6.2 13.0 14/3 SJTOW 0.375 (9.5)
Mechanical Switch on SE -A, cord 16/2, SJOW, Piggy -Back Plug
Mechanical Switch on SE -AU, cord 14/2, SJOW, 0.370 (9.4mm) O.D.
Vertical Switch on SE-VF, cord 16/2, SJOW, 0.320 (8.1 mm) O.D. Piggy -Back Plug
IMPORTANT!
1.) PUMP MAY BE OPERATED "DRY" FOR EXTENDED PERIODS WITHOUT DAMAGE TO MOTOR AND/OR SEALS.
2.) THIS PUMP IS APPROPRIATE FOR THOSE APPLICATIONS SPECIFIED AS CLASS I DIVISION II HAZARDOUS LOCATIONS.
3.) THIS PUMP IS NOTAPPROPRIATE FOR THOSE APPLICATIONS SPECIFIEDAS CLASS I DIVISION I HAZARDOUS LOCATIONS.
4.) INSTALLATIONS SUCH AS DECORATIVE FOUNTAINS OR WATER FEATURES PROVIDED FOR VISUAL ENJOYMENT MUST BE INSTALLED IN ACCORDANCE
WITH THE NATIONAL ELECTRIC CODE ANSI/NFPA 70AND/OR THE AUTHORITY HAVING JURISDICTION. THIS PUMP IS NOT INTENDED FOR USE IN
SWIMMING POOLS, RECREATIONAL WATER PARKS, OR INSTALLATIONS IN WHICH HUMAN CONTACT WITH PUMPED MEDIA ISA COMMON OCCURRENCE.
SECTION 113 CRAN E PAGE s PUMPS &SYSTEMS
DATE 6/04 0
ACrane Co. Company USA: [phone] Canada: [phone] International: [phone]

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1. Post Anoxic Moving Bed Biofilm Reactor (Tertiary Denitrification)
The post -anoxic reactor will provide a suitable environment to initiate tertiary
biological denitrification. As a lift station pump transfers Bioclere effluent to the post -
anoxic zone, a pulsating diaphragm metering pump shall be energized to deliver an
external supplemental carbon source (Methanol or Micro C) into the influent tee of the
anoxic reactor. The external carbon source shall be used as a food source to initiate the
denitrification reaction. The specified volume of external carbon shall be based on the
actual daily flow and concentration of nitrate in the waste stream. The post -anoxic zone
shall be housed in a square concrete tank. The actual working volume of the post -anoxic
reactor shall be 1,615 gallons.
One 1 HP top mounted mechanical mixer with a 36" diameter rubber coated impeller will
circulate water and high density polyethylene (HDPE) AquaCELLTM 466 biofilm carrier
media evenly through the tank, ensuring contact of the carbon source, nitrate and
bacteria. Operation of the mixer and the chemical feed pump will be automatic and fully
adjustable using variable frequency drives. The mixer shall have a maximum RPM of 70
and a maximum tip speed of 12 ft/s to prevent degradation of the biofilm carrier elements.
Audio/visual alarms shall be installed to detect mixer failure.
The randomly packed HDPE media in the filter shall have an internal protected specific
surface area of 466 m2/m3. The total media volume within the anoxic tank shall be 1.25
m3 which represents a 20% fill fraction. Note that only the internal surface area of the
media will be available for biomass growth. This is because the media will be completely
mixed in the anoxic tank and the outside media surfaces will be scoured of biomass as
the carriers collide. The media is retained in the anoxic basin by a 6" dia x 36" long S.S.
wedgewire media retention screen. The screen is designed to allow < 1" head loss through
the reactor.
Page 1 of 4

Figure 4: Anoxic mixer impeller and mixer unit
The Anoxic MBBR shall have the following characteristics:
Table # 5: Post Anoxic Reactor Characteristics
Reactor
Media
Fill
Internal Media
Media
Volume (gallons)
Volume
Fraction
Specific Surface
Surface Area
per tank
M)
Area (m2/m3)
(m2)
(m3)
1— Anoxic (1,615)
(1.25)
20
466
582.5
The nitrate media surface loading rates are based upon conservative removal rates at 20
°C. The pollutant surface loading rates and removal rates for this design are corrected for
a minimum wastewater temperature of 10 °C using the Van't Hoff-Arrhenius relationship
and incorporating the applicable temperature coefficient, (theta). As a result of the winter
wastewater temperature, the surface loading rates and pollutant removal rates are
significantly reduced and hence govern the design of the system. Verification of the
selected surface loading rates is confirmed by the technical literature summarized in this
document.
The Van't Hoff-Arrhenius equation for determining effect of temperature on metabolic
activity and reaction rate in a biological process is expressed in the following equation.
rT = r20 0 (T-20)
Where;
• rT = Reactor rate at T °C
• r20 = Reaction rate at 20 °C (1.7 g/m2.day for NO3-N)
• 0FH = Reaction coefficient for Facultative Heterotrophic NO3-N reducing aerobes
(1.04)
• T = Temperature (10 °C)
NO3-N rT = (1.7 g/m2/d) * 1.04 (10-20)
Page 2 of 4

=1.15 grams NO3-N /m2/day
Table # 6: Post Anoxic Reactor Loading Rates and Anticipated Performance
Pollutant media surface loading
rates: (grams/m2-day)
0 20 °C
010 °C
NO3-N
1.7
1.15
Anticipated Effluent NO3-N
@ 20 °C
@ Hoc
concentration out of MBBR
(m L)
NO3-N (mg/L)
< 1
< 1
1.1. Post Anoxic NO3-N Loading
The determination of the required media volume is conservative and assumes an influent
nitrate-N concentration to the anoxic zone of 40 mg/L due to cellular uptake of TKN in
the aerobic stages and up to 60% denitrification in the primary tank. This translates to
0.73 lbs NO3-N/day (333 grams NO3-N/day).
(2,200 gpd)*8.34 lbs/gal) 40 mg/1)
1*106
= 0.73 lbs. Nitrate-N/day (333 grams)
This equates to a maximum nitrate media loading rate of approximately 0.81 (grams
NO3-N/m2/day).
= (333 grams) / (582.5 m2)
= 0.57 grams NO3-N/m2 media.
Page 3 of 4

The actual nitrate loading rate is below the acceptable loading rate for 10 degree C
conditions. Therefore the post -anoxic MBBR shall be capable of denitrifying the
remaining nitrate to < 1 mg/l.
1.2. Hydraulic Retention Time (HRT)
The Anoxic MBBR's HRT is affected by the volume of HDPE present in the biofilm
carriers and in turn the volume of water displaced by the HDPE. AquaCELL466 media
provides roughly 80% open space meaning 20% of a basin's capacity is lost at a 100% fill
fraction. Using a 20% media fill fraction the Anoxic MBBR's HRT shall be 16.91 hrs.
_ (1,615 gallons) / (2,200 gallons/day) * 24 hrs =17.62 hrs
= 17.62 hrs - ((1,615 gal * 0.2 open space * 0.2 fill fraction) / 2,200 gpd * 24 hrs)
=16.91 hr HRT
The loading rate and hydraulic retention time is based on actual anoxic zone operating
experience in states like New Hampshire, Maine, Massachusetts, Rhode Island, North
Carolina, New York and Pennsylvania and data reported by the references listed below.
Post anoxic reactors using 20% methanol and other supplemental carbon sources have
been documented to achieve up to 2.2 grams NO3-NW/day removal rates at < 10 degrees
C.
The anoxic zone requires relatively little maintenance and supervision. The main task
includes monitoring and logging of the flow readings and external carbon source usage.
After processing in the anoxic filter, effluent will flow by gravity to final settling and sand
filtration.
Page 4 of 4

East Coast at Montague
Tank Sizing and Capacity - Moving Bed Anoxic Reactor
Designed to treat hold 1, 615 gallons, working volume, per HRT calcs.
Required Capcity 1,615.00 gallons
Proposed Dimensions:
Length (Length >_ 2*Width) 6.00 ft
Width 6.00 ft
Depth (liquid) 6.00 ft
Total cubic feet liquid storage 216.00 cubic feet
Total gallons liquid storage provided 1,615.68 gallons
Effective Storage Capacity > 1,615 gallons YES

East Coast at Montague
Buoyancy Calculations - Moving Bed Anoxic Reacto
TANK INNER DIMENSIONS:
Length, L 6.00 feet
Width, W 6.00 feet
Wall Height, H 8.35 feet
TANK THICKNESSES:
Wall Thickness, T,w 0.75 feet
Base Thickness, T,b 0.75 feet
Top Thickness, T,t 0.75 feet
BASE DIMENSIONS:
Base Overhang, L,oh 1.3 ft
Total Length, L,b 10.10 ft
Total Width, W,b 10.10 ft
DESIGN INFORMATION:
Tank Depth Below Grade
0 feet
Water Table Depth From
Grade, D,wl
0 feet
Total Tank Depth (to bottom of
base), D,b
9.85 feet
Concrete Density, p,conc
150 lb/cf
Water Density, p,w
62.40 lb/cf
Minimum Soil Density, p,s
51.00 lb/cf
DOWNWARD FORCES:
Walls: Wf = 2*L*H*T,w + 2*(W+2*T,w)*H*T,w
Wf = 169.09 cf
Base, Bf = L,b*W,b*Tb
Bf = 76.5075 cf
Top, Tf = (L+2*T,w)*(W+2*Tw)*Tt
Tf = 42.1875 cf
Downward Force of Soil
(simplified), Ts= (L,b*W,b*D,gr)*p,s+ (L,b*W,b - [(L+2T,w)*(W+2*T,w)]
T,s = 19,486.90 lb
Total Downward Force, F,d = (Wf+Bf+Tf)*p,conc+ T,s
F,d = 37,444.52 lb
BUOYANT FORCE:
V = Displaced volume of fluid =(L+2*Tw)*(W+2*Tw)*(D,b-T,b-D,wl)+(L,b*W,b*T,b)
V = 588.3825
Buoyant Force, F,up = p,w*V
F,up = 30,007.51 lb
FACTOR OF SAFETY
FS = F,d / F,up
FS = 1.25
CONCLUSION:
In order to provide sufficient safety against floatation, the
base of the tank shall be 0.75 feet thick and include a 1.3'
overhang on all sides. Alternatively, an anti -floatation slab of
equivalent volume may be included in the tank design

Nr�UAC L hN
AquaCELLTM 466 biofilm carriers move freely
within an aerated or mechanically mixed
wastewater treatment process and provide a
high specific surface area for biofilm growth.
As the carrier elements migrate throughout
the water column, wastewater passes
through the protected internal cells allowing
contact between organic/inorganic waste and
the fixed biofilm thus providing treatment
FEATURES
■ High -Density Biofilm Growth
■ Large Surface Area to Volume Ratio
■ Robust Structural Integrity
■ Optimal Specific Gravity
■ UV Inhibitor Capability
BENEFITS
■ Excellent Hydrodynamics and Mass
Transfer Efficiency
■ Dense Fixed -Film Population of Resilient and
Adaptive Microorganisms
■ Long Life Cycle with Resistance
to Corrosion
■ Low Mixing Energy Requirements
■ Easy to Install
■ Cost Effective Treatment Option for New
Build and Retrofit Applications
1�OUAPOINT
An OBEH Company

WIP 4111111PPIPW
rV... _..
MATERIALS OF CONSTRUCTION
AquaPoint's AquaCELLT�m466 Biofilm Carriers are
manufactured from virgin high -density polyethylene
(HDPE) and are designed for long life operation with
resistance to damage from handling, pH fluctuation,
corrosion and a wide temperature range. HDPE is a cost
effective, durable non -toxic material which makes it ideal
for wastewater treatment applications. UV inhibitors may
be compounded with the material during production to
provide protection from UV degradation.
CHARACTERISTICS
AquaPoint Biofilm Carriers are designed for the most
productive surface area per unit volume by maintaining
large internal cells for efficient mass transfer of substrate,
oxygen and nutrients. The cell size is designed to allow
for adequate scouring and to limit potential for plugging.
Each carrier has a geometric configuration as depicted.
The Inner and outer cylinders are connected by twelve
radial vanes, two of which protrude into the center
cylinder dividing it equally in half.
Guidelines for handling and installing AquaPoint Biofilm
Carriers are available from AquaPoint and must be
followed by the contractor and operator to prevent
damage during installation and maintenance.
7/8" 5 /8»

FMAN Oki Dw N NOW N 11105bofa k
AquaPoint media retention screens are
designed to retain AquaCELLTM biofilm carriers
in the appropriate reactor basin and allow for
the passage of effluent and suspended solids to
the next stage of the treatment process. Media
screens are cylindrical or flat plate and are
provided as flange mounted units or housed in
an effluent tee for easy removal.
As biofilm carriers move throughout the water
column in an aerated or mixed basin they
regularly contact the media retention
screen(s) and scour the surface to prevent
biomass accumulation in the screen orifices.
Thus the screens do not typically require
manual cleaning.
MATERIALS OF CONSTRUCTION
AquaPoint media retention screens and
support brackets are manufactured of AISI
304L stainless steel. Removable screens are
housed in stainless steel or PVC effluent tees.
SCREEN CHARACTERISTICS
Screens shall be all welded, continuous slot
profile 93V wedge wire. Inlet slots shall widen
inward from the screen surface so as to
minimize the entrapment of debris in the
openings.
■ Maximum Screen Head Loss: < 1"
■ Design Capacity: Site Specific
■ Minimum Open Space: > 70%
■ Maximum Loading Rate: < 35 gal/min/sgft
■ Maximum Screen Slot Opening: 0.375" sq
■ Minimum Free Board: 18"
■ Maximum Length to Diameter Ratio: 10:1
■ Minimum Distance from Tank Wall: 1 dia
11�OUPOINTA
An OBEH Company

APPROVED BY:
DATE:
NOTES:
1. AFTER SHAFT INSTALLATION, INSTALL CAP
PLATE WITH HEX HEAD CAP SCREW
2. NOTE ROTATION AND IMPELLER ORIENTATION.
IMPELLER IS UP -PUMPING.
3. RUBBER COVER LEADING EDGE OF IMPELLER BLADES
CUSTOMER DATA:
CUSTOMER:
AQUAPOINT
SERIAL #:
10940-01
P.O. #:
4643
TAG #:
-
QUANTITY:
ONE
ROX.
XCEE-4
VIEW A -A
MOUNTING DETAIL
7.75"
9.13" DIA.
L .406" DIA.(4) PLACES EQUALLY
SPACED ON 8.000" BOLT CIRCLE
ENGINEERING
DATA:
TORQUE:
900 IN -LB.
BENDING MOMENT:
10851N-LB
VERTICAL LOAD DOWN:
200 LB
PUMPING RATE:
8200 GPM
6 1 CAP PLATE: -
5 SHAFT: STANDARD
4 LOWER IMPELLER: HYDROFOIL 36"
UP -PUMPING
3 SUPPORT BASE: BASEPLATE
2 GEARBOX: R=25:1
1 MOTOR: 1HP TEFC 3/60/230-460 180ORPM
56C FRAME
ITEM DESCRIPTION
UET MIXERS, INC.
26 MAPLE ST.
MECHANIC FALLS, ME 04256
OPEN TANK MIXER
MATERIAL, WETTED PARTS: 304 SS DATE: 8/20/2010
SHEET 1 OF 1 S12E A "'°' Ro. C10940-A REV

1. Tertiary Final Settling
One 1000-gallon final settling chamber will be provided after the post anoxic reactor.
The purpose of the final settling tank is to capture any residual biological solids that
may be generated in the post -anoxic MBBR. The final settling tank shall contain a
fractional HP pump and enable/disable float switch designed to return tertiary solids to
the primary tank(s) for storage. The pump shall controlled by a fully adjustable timer in
the system control panel. Typically, the final settling tank sludge pump is set to run for
2 minutes ON and several hours OFF.
1.1. HRT in Final Settling Chamber:
_ (1,000 gallons / (2,200 gallons/day) * 24 hrs/day =10.9 hr HRT
Page 1 of 1

East Coast at Montague
Tank Sizing and Capacity - Final Settlement Tank/ Filter Feed Tank
1,000 gal settlement tank.
1,000 gal filter feed tank
Average Daily Flow, Hydraulic Assessment: 2,082.00 gpd
Proposed Dimensions:
Length (Length >_ 2*Width)
12.25 ft
Width
3.25 ft
Depth (liquid)
7.00 ft
Baffle Wall Height
7.00 ft
Baffle Wall Thickness
0.25 ft
Total cubic feet liquid storage 273.00 cubic feet
Total gallons liquid storage provided 2,042.04 gallons

East Coast at Montague
Tank Sizing and Capacity - Final Settlement Tank/ Filter Feed Tank
1,000 gal settlement tank.
1,000 gal filter feed tank
Average Daily Flow, Hydraulic Assessment: 2,082.00 gpd
Proposed Dimensions:
Length (Length >_ 2*Width)
12.25 ft
Width
3.25 ft
Depth (liquid)
7.00 ft
Baffle Wall Height
7.00 ft
Baffle Wall Thickness
0.25 ft
Total cubic feet liquid storage 273.00 cubic feet
Total gallons liquid storage provided 2,042.04 gallons

East Coast at Montague
Buoyancy Calculations - Final Settlement Tank/ Filter Feed
TANK INNER DIMENSIONS:
Length, L
12.25
feet
Width, W
3.25
feet
Wall Height, H
8.50
feet
Baffle Wall Height, Hb
7.00
feet
Baffle Thickness, T,baf
0.25
feet
TANK THICKNESSES:
Wall Thickness, T,w 0.75 feet
Base Thickness, T,b 0.75 feet
Top Thickness, T,t 0.75 feet
BASE DIMENSIONS:
Base Overhang, L,oh 0.25 ft
Total Length, L,b 14.25 ft
Total Width, W,b 5.25 ft
DESIGN INFORMATION:
Tank Depth Below Grade
1.50
feet
Total Tank Depth (to bottom of
base), D,b
11.50
feet
Water Table Depth From
Grade, DA
-
feet
Concrete Density, p,conc
150.00
Ib/cf
Water Density, p,w
62.40
Ib/cf
Minimum Soil Density, p,s
51.00
Ib/cf
DOWNWARD FORCES:
Walls: Wf =
(2*L*H*T,w) +( 2*(W+2*T,w)*H*T,w) + (Hb*W*T,baf)
Wf =
222.44 cf
Base, Bf =
L,b*W,b*Tb
Bf =
56.109375 cf
Top, Tf =
(L+2*T,w)*(W+2*Tw)*Tt
Tf =
48.984375 cf
Downward Force of Soil
(simplified), Ts=
(L,b*W,b*D,gr)*p,s+ (L,b*W,b - [(L+2T,w)*(W+2*T,w)]'
T,s =
9,841.41 lb
Total Downward Force, F,d
=
(Wf+Bf+Tf)*p,conc+ T,s
F,d =
58,971.09 lb
BUOYANT FORCE:
V = Displaced volume of fluid =(L+2*Tw)*(W+2*Tw)*(D,b-T,b-D,wl)+(L,b*W,b*T,b)
V = 758.21875
Buoyant Force, F,up = p,w*V
F,up = 47,312.85 lb
FACTOR OF SAFETY
FS = F,d / F,up
FS = 1.25
CONCLUSION:
In order to provide sufficient safety against floatation, the
base of the tank shall be 0.75 feet thick and include a 0.25'
overhang on all sides. Alternatively, an anti -floatation slab of
equivalent volume may be included in the tank design

Scenario 1
Flow Scenario:
Segment Description
Q=
D=
Q=
A=
V=
v^2/2g =
Pipe C value =
Headloss/100' straight length
Fitting
90 deg bend
45 deg bend
22.5 deg bend
11.25 deg bend
Tee - Run
Tee - Branch
Reducer
Plug Valve
Gate Valve
Swing Check Valve
In -Line Pump Check Valve
Entrance
Exit
TOTAL
Pipe
GMF Filter Feed Pump Calculations
Segment 1
60 gpm
3.0 in K Index: 2
0.13 cfs
0.05 sf
2.72 fps
0.12
QTY
10
0
0
0
0
0
0
0
0
0
Straight Length 50.00
Headloss, Pipe friction 0.70
Headloss, Minor losses 1.04
Pipe Friction & Minor Headloss =
Elevations:
K-value Extension
0.54
5.40
0.27
0.00
0.14
0.00
0.07
0.00
0.36
0.00
1.08
0.00
0.55
0.00
0.32
0.00
0.14
0.28
1.80
1.80
0.00
0.00
0.50
0.50
1.00
1.00
8.98
feet
1.73 feet
Low Water Level 26.00 feet
Discharge Elevation 40.00 feet
Safety Margin 4.00 foot
Static Lift = 18.00 feet
Equipment Losses:
N/A 0.00 feet
TOTAL DYNAMIC HEAD REQ. 19.7 feet

n*v
ITT
Goulds Pumps
WE Series Mader 3885
Submersible Effluent Pump
EXTENDED WARRANTY AVAILABLE FOR
RESIDENTIAL APPLICATIONS.
HGOULDS PUMPS
Goulds Pumps is a brand of ITT Corporation.
www.goulds.com
Engineered for life
0
Wastewater
FEATURES
■ Impeller: Cast iron, semi -open, non -clog
with pump -out vanes for mechanical seal
protection. Balanced for smooth operation.
Silicon bronze impeller available as
an option.
■ Casing: Cast iron volute type for maximum
efficiency. 2" NPT discharge.
■ Mechanical Seal: Silicon Carbide vs. Sili-
con Carbide sealing faces. Stainless steel
metal parts, BUNA-N elastomers.
■ Shaft: Corrosion -resistant, stainless steel.
Threaded design. Locknut on all models to
guard against component damage on ac-
cidental reverse rotation.
■ Fasteners: 300 series stainless steel.
■ Capable of running dry without damage to
components.
■ Designed for continuous operation when
fully submerged.

n**
ITT
APPLICATIONS
Specifically designed for the following uses:
• Homes, Farms, Trailer Courts, Motels, Schools,
Hospitals, Industry, Effluent Systems
SPECIFICATIONS
Pump
• Solids handling capabilities: 3/4" maximum.
• Discharge size: 2" NPT.
• Capacities: up to 140 GPM.
• Total heads: up to 128 feet TDH.
• Temperature:
1040F (40°C) continuous, 140OF (60°C) intermittent.
• See order numbers on reverse side for specific HP,
voltage, phase and RPM's available.
MOTORS
■ Fully submerged in high-grade turbine oil for lubrica-
tion and efficient heat transfer.
■ Class B insulation on — 11/2 HP models.
■ Class F insulation on 2 HP models.
Single phase (60 Hz):
• Capacitor start motors for maximum starting torque.
• Built-in overload with automatic reset.
• SJTOW or STOW severe duty oil and water resistant
power cords.
METERS
40
35
30
INS
ai
Z
FEET
130
120
110
100
90
80
70
60
50
40
30
20
10
0
0
GOULDS PUMPS
Wastewater
• 1/3 —1 HP models have NEMA three prong grounding
plugs.
• 11/2 HP and larger units have bare lead cord ends.
Three phase (60 Hz):
• Class 10 overload protection must be provided in
separately ordered starter unit.
• STOW power cords all have bare lead cord ends.
■ Designed for Continuous Operation: Pump ratings are
within the motor manufacturer's recommended working
limits, can be operated continuously without damage
when fully submerged.
■ Bearings: Upper and lower heavy duty ball bearing
construction.
■ Power Cable: Severe duty rated, oil and water
resistant. Epoxy seal on motor end provides secondary
moisture barrier in case of outer jacket damage and
to prevent oil wicking. Standard cord is 20'. Optional
lengths are available.
■ 0-ring: Assures positive sealing against contaminants
and oil leakage.
AGENCY LISTINGS
Tested to UL 778 and CSA 22.2 108 Standards
SA � By Canadian Standards Association File #LR38549
c 1• us Goulds Pumps is ISO 9001 Registered.
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 GPM
0 5 10 15 20 25
CAPACITY
30 35 m3/hr
2

GOULDS PUMPS
Wastewater
MODELS
Order
Number
HP
Phase
Volts
RPM
Impeller
Diameter (in.)
Maximum
Amps
Locked Rotor
Amps
KVA
Code
Full Load
Efficiency %
Resistance
Power
Cable Size
Weight
(lbs.)
Start
Line -Line
WE0311 L
0.33
1
115
1750
5.38
10.7
30.0
M
54
11.9
1.7
16/3
56
WE0318L
208
6.8
19.5
K
51
9.1
4.2
WE0312L
230
4.9
14.1
L
53
14.5
8.0
WE0311 M
115
10.7
30.0
M
54
11.9
1.7
WE0318M
208
6.8
19.5
K
51
9.1
4.2
WE0312M
230
4.9
14.1
L
53
14.5
8.0
WE0511 H
0.5
115
3450
3.56
14.5
46.0
M
54
7.5
1.0
14/3
60
WE0518H
208
8.1
31.0
K
68
9.7
2.4
16/3
60
WE0512H
230
7.3
34.5
M
53
9.6
4.0
WE0538H
3
200
4.9
22.6
R
68
NA
3.8
14/4
60
WE0532H
230
3.3
18.8
R
70
NA
5.8
WE0534H
460
1.7
9.4
R
70
NA
23.2
WE0537H
575
1.4
7.5
R
62
NA
35.3
WE0511HH
1
115
3.88
14.5
46.0
M
54
7.5
1.0
14/3
60
WE0518HH
208
8.1
31.0
K
68
9.7
2.4
16/3
60
WE0512HH
230
7.3
34.5
M
53
9.6
4.0
WE0538HH
3
200
4.9
22.6
R
68
NA
3.8
14/4
60
WE0532HH
230
3.6
18.8
R
70
NA
5.8
WE0534HH
460
1.8
9.4
R
70
NA
23.2
WE0537HH
575
1 1.5
7.5
R
62
NA
35.3
WE0718H
0.75
1
208
4.06
11.0
31.0
K
68
9.7
2.4
14/3
70
WE0712H
230
10.0
27.5
1
65
12.2
2.7
WE0738H
3
200
6.2
20.6
L
64
NA
5.7
14/4
70
WE0732H
230
5.4
15.7
K
68
NA
8.6
WE0734H
460
2.7
7.9
K
68
NA
34.2
WE0737H
575
2.2
9.9
L
78
NA
26.5
WE1018H
1
1
208
4.44
14.0
59.0
K
68
9.3
1.1
14/3
70
WE1012H
230
12.5
36.2
1
69
10.3
2.1
WE1038H
3
200
8.1
37.6
M
77
NA
2.7
14/4
70
WE1032H
230
7.0
24.1
L
79
NA
4.1
WE1034H
460
3.5
12.1
L
79
NA
16.2
WE1037H
575
2.8
9.9
L
78
NA
26.5
WE1518H
15
1
208
4.56
17.5
59.0
K
68
9.3
1.1
14/3
80
WE1512H
230
15.7
50.0
H
68
11.3
1.6
WE1538H
3
200
10.6
40.6
K
79
NA
1.9
14/4
80
WE1532H
230
9.2
31.7
K
78
NA
2.9
WE1534H
460
4.6
15.9
K
78
NA
11.4
WE1537H
575
3.7
13.1
K
75
NA
16.9
WE1518HH
1
208
5.50
17.5
59.0
K
68
9.3
1.1
14/3
80
WE1512HH
230
15.7
50.0
H
68
11.3
1.6
WE1538HH
3
200
10.6
40.6
K
79
NA
1.9
14/4
80
WE1532HH
230
9.2
31.7
K
78
NA
2.9
WE1534HH
460
4.6
15.9
K
78
NA
11.4
WE1537HH
575
3.7
13.1
K
75
NA
16.9
WE2012H
2
1
230
5.38
18.0
49.6
F
78
3.2
1.2
14/3
83
WE2038H
3
200
12.0
42.4
K
78
NA
1.7
14/4
83
WE2032H
230
11.6
42.4
K
78
NA
1.7
WE2034H
460
5.8
21.2
K
78
NA
6.6
WE2037H
575
4.7
16.3
L
78
NA
10.5

n*v
ITT
PERFORMANCE RATINGS (gallons per minute)
Order
No.
WE03L
WE03M
WE05H
WE07H
WE10H
WE15H
WE05HH
WE15HH
WE20H
HP
'A
'/3
'/2
3/4
1
1 '/2
'/2
1 '/2
2
RPM
1750
1750
3500
3500
3500
3500
3500
3500
3500
5
86
—
—
—
—
—
—
—
—
10
70
63
78
94
—
—
58
95
—
15
52
52
70
90
103
128
53
93
138
20
27
35
60
83
98
123
49
90
136
25
5
15
48
76
94
117
45
87
133
30
—
—
35
67
88
110
40
83
130
0
35
—
—
22
57
82
103
35
80
126
a
40
—
—
—
45
74
95
30
77
121
45
—
—
—
35
64
86
25
74
116
50
—
—
—
25
53
77
—
70
110
55
—
—
—
—
40
67
—
66
103
60
—
—
—
—
30
56
—
63
96
65
—
—
—
—
20
45
—
58
89
70
—
—
—
—
—
35
—
55
81
75
—
—
—
—
—
25
—
51
74
80
—
—
—
—
—
—
—
47
66
90
—
—
—
—
—
—
—
37
49
100
—
I —
I —
I —
I —
I —
I —
1 28
1 30
DIMENSIONS
(All dimensions are in inches. Do not use for construction purposes.)
KICK -BACK
HGOULDS PUMPS
Goulds Pumps and the ITT Engineered Blocks Symbol are
registered trademarks and tradenames of ITT Corporation.
SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE.
B3885 June, 2009
C 2008 ITT Corporation
Engineered for life
Wastewater
COMPONENTS
Item No.
Description
1
Impeller
2
Casing
3
Mechanical Seal
4
Motor Shaft
5
Motor
6
Ball Bearings
7
Power Cable
8
Casing 0-Ring
�A
7
5 6
4
83
1 EL-�
2---- r-

UAPOINT
�
OBEH Company
f
r Ar
� -
00, Mi..
Ivi

1� UAP oINT
u AN OBEH COMPANY
GMF & GMFS SERIES
GRANULAR MEDIA FILTERS
AquaPoint GMF & GMF5 series automatic
backwashing deep bed granular media filters are
designed for stringent general purpose water and
wastewater filtration. These single and multi -unit
filter assemblies are ideal for the removal of
sediment, turbidity, color, total suspended solids
(TSS), biochemical oxygen demand (BOD5) and total
organic carbon (TOC). Filtration performance is
dependent on specific application characteristics
however < 5 micron particle size and > 90% total
suspended solids removal is commonly achievable.
The filters continuously process forward flow until
differential pressure, elapsed time or manual
operation initiates a backwash sequence to purge the
filter(s) of accumulated solids. The automatic
backwash function utilizes a portion of the clean
filtered water produced by the system to scour and
clean the media bed. Where applicable, air scour may
be used to enhance the backwash process. The fully
adjustable backwash timer is typically set for a 3
minute cycle every 24 hours.
GMF & GMF5 series media filters feature fiberglass
reinforced plastic (FRP) corrosion resistant vessels,
durable stainless steel skids, schedule 80 PVC face
piping, thermoplastic composite diaphragm valves
and automated controls. Feed and backwash pumps
may be field installed submersible pumps or pre -
installed skid mounted centrifugal pumps. All units
are fully assembled and factory tested prior to
shipping. Flanged inlet and outlet connections make
installation and start up easy and efficient.
Both filter series are available with various
equipment options such as UV disinfection, flow
metering and turbidity monitoring to enhance
performance and process control flexibility.
Contact AquaPoint with your specific project
requirements for a detailed specification and quote.
GMFD-3607 w/ 3 GAC Filters, UV, Flow Metering, PH and Turbidity Probes
Features & Benefits:
■ Cost Effective Filtration Technology
■ Small Footprint / Compact Design
■ Individual Filter Skids Up To 250,000 gpd
■ Arrange Units In Parallel To Expand Capacity
■ Simplex or Duplex Feed & Backwash Pumps
■ Media Beds Backwashed With Filtrate
■ Integral Gate Valves For Flow Rate Throttling
■ Low Life Cycle Costs
■ Minimal Energy Usage
■ Quiet Operation
■ Integral UV Disinfection Option
■ Integral Flow & Turbidity Meter Options
■ Modular Design Reduces Field Installation Time
■ Fully Automated PLC Control Systems
Applications:
■ Tertiary Filtration of Wastewater
■ Wastewater Plant Upgrades & Retrofits
■ Surface and Well Water Filtration
■ Phosphorus Removal (With Coagulation)
■ Total Organic Carbon (TOC) Reduction
■ Pre -Treatment Filtration (For Ultra Filters & RO)

Rugged filter skid & frame
constructed of 304 stainless steel
tubing & C-channel
Fully adjustable
& reconstructabli
gate valves allow
throttling of both
filter feed &
backwash rates
Full union c
check valve;
Pressure ports cont
diaphragm valve of
when pipe is presst
Stainless steel ui
anchors & secure
pipe manifolds
Bank of filter fee
backwash feed a
flanges for easy heia piping ana insLaiianon
Vacuum relief
& pressure relief
valves
Fiberglass reinforced plastic (FRP)
corrosion resistant deep bed
filter vessels
Flexible stainless
steel hose (used with
optional UV systems
only)
Optional integrated
•essure UV disinfection
mits (series or parallel
arrangement
rential pressure
feed/backwash
gauge assembly
ted diaphragm valve
controls feed and backwash operation
* Control panel not shown but may be mounted on skid
* GMFD-3005 model shown
ACZUAPOINT

GMF SPECIFICATIONS
AquaPoint GMF series filters are an ideal, cost
effective, easy to operate solution for small flow
water and wastewater applications requiring
BOD5, TSS, NTU and TOC reduction. No mechanical
valves are used in the design. Instead, hydraulic
pressure activates diaphragm valves in the feed
and backwash face piping dictate direction of flow
during both operating modes. Separate feed and
backwash pumps are required as are separate
chambers to temporarily store influent and filtrate
stock for backwash. Choose from simplex or
duplex feed and backwash pumps. Individual GMF
filter capacities extend up to 50,000 gpd assuming
a 3 gpm/sgft forward flow rate.
L FILTER SKID
OVERALL DIMENSIONS TYPICAL PIPE DIAMETERS FILTER MEDIA SYSTEM & VESSEL WEIGHTS
VESSEL
SURFACE
HYDRAULIC SAND VOLUME VESSEL SYSTEM OPERATING
MODEL DIAMETER
LENGTH WIDTH HEIGHT INLET OUTLET BACKWASH AREA (SQFT)
CAPACITY (GPD) (LBS) (FT3) (LBS) (LBS) (LBS)
12,960
GMFD-240
__=�
360
GMF-3005
6' 0"
1,474 13 168 420 3,252
30
5' 4" 3' 8" 1.5" 1.5" 2.0" 4.7
20,304
GMFD-3005
6' 10"
1,749 15 180 432 3,559
-F 36"
INEMNEWr69
M-__�
91,519 21 Mr 470 4,70a
GMFD-3607
GMF-4210
6' 6"
3,124 26 350 612 5,790
42"
5' 8" 4' 8" 2.0" 2.0" 2.5" 9.4
40,608
GMFD-4210
7 7
3,674 30 375 637 6,403
GMF-4712 47"
6' 8" 2.5" 2.5" 3.0" 12.2
1,916 _I 550 962 7,410
52,704
%'631 W'
588 1,000 8,21a
GMFD-4712
H
� AQUAPOINT

GMFS SPECIFICATIONS
The AquaPoint GMF5 series provides compact
energy efficient filtration for water and
wastewater applications. The five vessel
configuration permits forward flow from four
filters to be used to backwash the fifth unit
without the need for an independent backwash
chamber or pump system. Each of the five
vessels are backwashed sequentially before the
filter resumes forward parallel flow through all
vessels. Diaphragm valves are controlled by
compressed air and fully automated controls.
Duplex pump packages are standard. Individual
GMF5 filter capacities extend up to 250,000 gpd
assuming a 3 gpm/sgft forward flow rate.
SYSTEM & VESSEL
FILTER SKID
OVERALL DIMENSIONS TYPICAL PIPE DIAMETERS
FILTER MEDIA WEIGHTS
VESSEL
SURFACE AREA HYDRAULIC SAND VOLUME SYSTEM OPERATING
MODEL DIAMETER
LENGTH WIDTH HEIGHT INLET OUTLET BACKWASH
(SQFT) CAPACITY (MGD) (LBS) (FT3) (LBS) (LBS)
GMF5-291
6' 9"
5860 31 1485 11,030
624"
12' 6" 3' 10" 11 2" 3"
15.5 0.067 695AL 39 &1,95M
GMFDS-2A
.�SjL
_A525
GMF5-3024
7' 1"
7,370 81 2,100 16,260
30
16' 0" 4' S" 3" 3" 3"
23.7 0.102
GMFDS-3024
7' 11
8,745 96 2,160 17,795
GMF5-3634 36"
do'Er3- 4'
34.5 0.149 116
GMFDS-3634
GMF5-4247
7' 6"
15,620 172 3,210 28,950
42
20' 7" 5151, 4" 4" 4"
46.8 0.202
GMFDS-4247
7' 11
18,370 202 3,310 32,015
GMF5-4
7' 6"
19,580 216 4,810 37,060
FF 6' 0" 4" 4" 4"
60.8 0.263
GMFDS-471
7' 11"
23,155 255 5,000 41,070
_ AQUAPOINT

COMPONENT M
FEATURES & OPTIONS
COMPONENT STANDARD FEATURES OPTIONAL FEATURES
Filter Vessel Wound FRP vessels rated for 58 psi. Includes FRP support pedestal, Sight glass view port, additional access
access cover, drain plug and pressure & vacuum relief valves ports, vessels rated up to 116 psi.
Internal Distribution Fish Tail Polypropylene laterals w/ Schedule 40 & 80 PVC distribution Plate and nozzle distribution manifold
headers and drop legs
Filter Media
0.4 mm Silica Sand on Y4" gravel base
1 to 5 micron silica sand, Granular
activated carbon
Backwash Initiation
Automatic backwash activated by 24 hour clock, pressure differential
switch or manual control
Backwash Source
Clear water (pre -filtered) backwash chamber or vessel filtrate
City/town water supply
Backwash Duration
3 minutes at 15-20 gpm/sgft
Controls incorporate adjustable timer
Face Piping
Schedule 80 PVC, thermoplastic composite valves
Stainless Steel for integral UV units
Pump(s) & Motor(s)
Model matched submersible feed and backwash pumps
Slide rail assemblies, simplex or duplex
feed and backwash pumps, centrifugal
skid mounted pumps
Control Valves
Model matched pneumatic or hydraulic pressure activated diaphragm
valves
Controls Panel(s)
NEMA 4X PLR control panel
NEMA 12 or 1 enclosures
Power Supply
208, 230, 460 volt / 1 or 3 phase / 60 Hz
International voltages and 50 Hz
Base Skid
Fully assembled 304 stainless steel skid fabricated with tubing,
C-channel and unistrut
Additional Equipment
No standard features
Integral UV Disinfection units, flow
metering, pH & turbidity monitoring
3-way valves for reuse/reject
Warranty
1 year against defects in materials and workmanship
Extended warranties available
W
AUJUAPOINT
1­1
39 Tarkiln Place
New Bedford, MA 02745
T [phone] 1 F [phone]
www.aquapoint.com
Represented By:

UVI Pure, safe water.
PURE lways.
0
GLOBAL LEADER IN UV WATER PURIFICATION
- r -
d�
Advanced UV Water Purification Systems
For Wastewater Applications
Up to 1 MGD (3785 m3/day)
Halleft.
powered by CROSS FIRE

Hallett. MODELS FOR WASTEWATER APPICATIONS
Hallett 13
13 USGPM (49.2 L/mIn)
5 USGPM (18.9 L/mIn)
(2m .95 '/h)
(1.14 m'/hJ
30 mJ/cm' dose Q 65Y
80 mJ/cm' dose Q 65%
UVr
UVr
Total conform of < 200
Total conform of < 2
MPN/100 m1
MPN/100 m1
FEATURES
HALLETT' WITH CROSSFIRE® TECHNOLOGY
THE MOST EFFECTIVE UV PURIFICATION FOR
WASTEWATER
Hautwwa —at„ pudncafi,n sydt, —patented
ores�fi„ Tarhn,mgy, are ,Tait„red An,El le, ,fn— Twtipl,.
...figuati,,,, and treat (loins up f,1 Mao (3785 T'/day) for
wastewater and reuse applications.
Haled LPHO (Iow pressure high output) wastewater systems
outperform all conventional LPHO wastewater systems and most
red um
pressure systems with the ability to treat very low quality (low
UV t—emlttance) wastewaters trouble free.
Tadn-ally,— quality wadfewafer,Rlu,n6 have ,q,,,,dT,d—
pressure systems to reach the required base. The Hallett wastewater
aydt,T id the Prat of ifs kind and the only LPHO f,Chn,I,gy that
Pal and/or beats the performance of conventional medium
pressuresystems which are dignity—tyTore ,.E L—from.
capital and operating cost p.risidedive.
Each Hallettsstem for wastewater) sfactor sized and program
med
to achieve target treatment requirements. Hallett systems are effective
in a broad range of pre-treatment wastewater quality. They are also
engineered to prevent operator exposure to potentially hazardous
wastewater since no manual q— cleaning is required.
Broadest Range of Pre-treatment Conditions
Hallett 30
27 US GPM L02 LmIN 10 US GPM L5].9 L/mIn
) i(2.2]
Hallett 30
27 US GPM L02 LmIN 10 US GPM L5].9 L/mIn
) i(2.2]
m'/hJ
30 mJ/cm' dose Q 65Y
80 mJ/cm' dose Q 65%
UVr
UVr
Total conform of < 200
Total conform of < 2
MPN/100 m1
MPN/100 m1
ACCESSORIES
4-
de
Flexible stainless steel
hook-up hoses
(Standard on all models)
Automatic Shut-off Power Conditioner
Solenoid Valve (Standard on all
(Optional on all models 120 volt models)
except Hallett 301.F)
: R
Hallett Diagnostic Tool External Purge Valve
(optional on all models) (optional on all models)
3
H 32"
(830mm)
i
Hallett 30 4-20mA
Data Output
27 USG PM(102 L/min)
10 USGPM (31.9 L/m IN
(3.61 m'/h)
(2.27 in Ph)
30 md/cm' dose Q 65%
80 md/cm' dose Q 65%
UVr
UVr
Total conform of < 200
Total conform of < 2
MEN /100 ml
MEN /100 ml
THE HALLETT IN ACTION
TECHNOLGGV
CROSS FIRE
UV PURE'S PATENTED CROSSFIRE® TECHNOLOGY IS AT THE CORE OF ALL OUR SYSTEMS
• Ita bete, T,ud,faE. P„v,n dinC, 199e'in over 1200o appticafiord, glry
means effective treatment In conditions 10 times worsmbae than conventional "light Ina pipe" UV systems can handle.
• It means a dlsinfedion dose 24 times greater than conventional UV systems for the same energy Input and cosd.
'Erno mw,d quart, n, T—y, Doody, Tanual Cleaning, and n, b11— quart.
• : mean: ea:v lamp.hange:.
• It mean: no false alarm: from overheating.
• It means no operator exposure to the water stream.
• It means Pure safe water. Always®.
CROSSFIRE r r X
CONVENTIONAL UV SYSTEM
QUARTZ SLEEVE
SELF-CLEANINGEv
IECHANISIA UP RTZ SLEE/E
LV To
w4.TER US
_VP
IvTawLEss
EEL PIPE
ELLIPTICAL UV
UVINTE^—� �• RAN sIAITTgNCE REFLECTOR
SENNsm SOR sENsoR
FEATURES AND BENEFITS OF CORE CROSSFIRE TECHNOLOGY
MOST EFFECTIVE UV TREATMENT
• Elliptical refhCt—f... .n„gy36T- endlRg W ahadowlRg.
• Ref-fiv,,Chri reud,den„gy,th,IllEfical refm trim—r, 24-A,, Tore eKiCie
with the same input energy as conventional UV systems.
• Lampszr,airC„ lot, d,n,f,v,r—T,anin9n, loss of d,d, in no- flow o, I,wflow Con
CROSSFIRE TECHNOLOGY IS SELF-CLEANING
• 2Eef,d —rquartm,raldandbi iningf—Tin,filT and op,atre t—rialryt ,..p,duit.iC
wastewater.
SMART TECHNOLOGY ENGINEERED TO BE FAIL SAFE AND RISK FREE
• Dual dmarfUV dersorsConfinuoislymoniforUV Dose, Lamp lnfendiy(WI), and nefUV
Transmitter-
4 Orroutputavailable.
• D'CT.I Tonifo,,vidual,andaudibl, alarms and avant nofinoatitrr,
ENGINEERED TO BE VIRTUALLY MAINTENANCE FREE
a at, r bar
—
LOW aand ,ally I—p Changed.
Er 'in rea fo,I'iTin-anC, lms.
ea
• Standard o rcondifioner rofarf sf and brown -out:
E Ova E aaean aure,a
LOW OPERATING AND TOTAL LIFETIME COSTS
• Quick lamp replacement fime red,,
• R,dundanoy'incomoaf,d'in TwoElex,dh'ieh,rnow aEEoCaoona-no,.fa unn(a/...d,d.
QUICK AND EASY TO INSTALL
• S 11fi-sprint an—parf.I,,L, TIZ,d C,dt p.r.quare mot
• sr r— --o st„I n,.ml, h,d,d T.an n, hard piping.
• N—,a, wadt,d spa., regw„d m,IaTE remo.al.
• 24h,ur'inioarrati,, P_,ETT'ing T.ra fmtfi—E,L,niTiZingCOTTi-i,ningwetfi—
(H15xs and all Upstream model.).
THE CHALLENGES OF CONVENTIONAL UV SYSTEMS THAT
CROSSFIRE TECHNOLOGY WAS DESIGNED TO SOLVE
INEFFECTIVE UV TREATMENT
orty.Re path length of dln,r ingenergy--ffiCi,nf as T,dt tr Cheat
L—tro,v,rh,aim 11fll-11 U, fmwc,ndlfi,nd Dousing drop In o,tp,t and alarms.
V,yc,Id Ovate, Caudell Iampd t Cool resulting In a drop In J V o,tp,t and bar—
QUARTZFOULING ACOMM IN OCCURRENCE THAT REDUCES EFFECTIVENESS
owed by Tin,ald and b'iofoT'in a, water -Can happ,n freq...IS
mz
broken q-1itraeakd there ida n'nkof quart shads i n the water channel and required „Elac,T,nt
with a new quartz tube.
EVEN THE MOST ADVANCED SYSTEMS WITH A UV SENSOR ARE "DUMB"
:rrnam rtm-rrrc
act rs ri.ad the E„bI,T; there In, dl.91,sic Capablllty—t, dens„ Id "dumb".
Evan'in Twll Edlamp aysfems there ld,nly one aanaor. In this Care, In add fioI t, the p,oblama
used it bein "dumb" there Is a lea of faith that the condltlon of the lam the sin le sensor Is
a g p p g
onitori ng Is the same as all of the other lamps not being monitored. All lamps except the one
the sensor I: looki ng at could be be art standard and the sensorwould not detect that.
E,Caad, th, sensors in ih,d, systems are immersed in wafaragress,f-11 IIt, their
housings'Is a common occurrence causing fat ure.
There la no oapaoiN fo mearure WI or wtfansm'itranoa wi th a dingle sensor -onlym,
ombin,d effect of lamp, quart sleeve, water and send„window. There id no Capability t
provide dlacrefe UVI and U//T data like O„ssf-01'echnology with multiple smart sensors.
A W,Tatc d,I,n,Id VaIV,d, If it —Ind, are prone t dhutin9 down the wafer In Laid, alarm
condm'ions used by quartz foufi ng or —treating
ONGOING MAINTENANCE AND FALSE ALARMS AREA FACT OF LIFE
Eow'ing'ia Common regwring manual Cleaning �a acld „an ,.E,1iv, waf„soft..., A,prevent it In potable treatment'opllcatl ons.
Lamp,hangar ar, nnicky regw„ as much ,wb,am room as a, I,ngm of a, syat,T and off,.
lambs
Often systems arTarts ir—Ad,th,n,ughCl,aranc,,,,T f, Chang, lairs and then have t b,
removed1 e
one amps.
0-1 T-119I1 11-0,wand Iow oocdif ocd orhot —to, awl —fill and touring Cols, false alarm,
cold waf„Can ale, Caud, alarms.
No Eowa,C,nd'ifion,rir—d, bauaat and L, C„P-1- are Ell t fol",, tur—,du,g„
and brown out sifuati,n _Tour- Tay Cot C,v„ thla Lallure mode.

HALLETT' SPECIFICATIONS: MODELS FOR WASTEWATER APPLICATIONS
Multiplexed Flow Capacity - Engineered for multiple systems in parallel, for flow rates up to 1 MGD (696 US gpm) (2629 L/min) (158 m3/hr)
Model
Hallett 13
Hallett 30 4" (WW)
Hallett 30-1" (WW)
Hallett 30-1.5" (WW)
Hallett 30-1.5" (WW) w/
w/ 4-20 mA
4-20 mA
PART NUMBER (115 Volt)
E000010
C000010
C000021
C000014
C000019
PART NUMBER (240 Volt)
E000013
C000022
C000023
C000015
C000024
Engineered to meet dosing and disinfection requirements of wastewater effluent. Typically a minimum dose of 30 mJ/cm2 to reduce coliform to < 200 counts /
Validation / Certification
100ml. Higher doses available for re -use and non -detect applications (< 2 counts / 100 ml). In use on Title 22 applications. Approved by the MENV for use in
Quebec.. Certified to AB 1953.
UV Dose
Minimum dose of 30 mJ/cm' at end of lamp life
Minimum UV Transmittance
45%
13 US gpm (49.2 L/min)
(3 m3/hr) @ 65 % UVT, 30 mJ/
Max Flow Rate
cm'- dose (flow rates depend
28 US gpm (106 L/min) (6.36 m'/hr) @ 65 % UVT, 30 mJ/cm2 dose (flow rates depend on required dose and source water UVT)
on required dose and source
water UVT)
Water Pressure
0 psi (69 kPa) to 100 psi (690 kPa); units are tested to 240 psi (1.6 MPa)
Dynamic Flow Restrictor
No internal restrictor installed
Pressure Drop at 75 % of nominal
4 psi (27 kPa)
2.5 psi (17 kPa)
1 psi (7 kPa)
flow capacity
Multiplexed Flow Capacity
Engineered for multiple systems in parallel, for flow rates up to 1 MGD (696 US gpm) (2629 L/min) (158 m'/hr)
Redundancy
Additional backup systems can be added cost effectively
Solenoid Shut -Off Valve
Automatic shut-off valve available as option
Inlet and Outlet Connections
/"flexible FIP connection for
P' flexible FIP connection for easy installation
1.5" flexible FIP connection for easy installation
easy installation
Voltage
Models available in either 115V or 240V configurations (please see different part numbers above)
Protection from Power Fluctuations
115V Models include power conditioner that meets ILL 1449. External power conditioner recommended on 240V models
Maximum Power Consumption
104W
175W
Electrical Certification
Intertek ETL (UL, ULC and CE equivalent)
Lamps
Low pressure, high output proprietary lamps contain up to 30 mg of mercury (Hg); rated for 9000 hours (1 year) of continuous use
Maintenance
Onboard 9000 hour lamp life with lamp hour countdown to end of life
Automatic self-cleaning device prevents quartz sleeve from fouling and requires no maintenance
Electronic Ballast
Auto power -regulated smart ballast; protected from power fluctuations
Self -Cleaning
Stainless Steel patented automatic wiper -blade system keeps quartz free from scaling or bio-film
On -Board Micro -Processor and
Patented dual smart UV sensors continuously monitor UV dose, lamp intensity (UVI) and water transmittance (UVT); on -board LED's indicate system status: OK,
Monitor
warning or alarm conditions. Optional External digital monitor (HDT) displays above in millivolts.
Installed as standard. Provides
Installed as standard. Provides
two analog signals (4-20 mA)
two analog signals (4-20 mA)
4-20 mA Analog Output
Not available
Not installed
for both UV Intensity (UVI) and
Not installed
for both UV Intensity (UVI) and
water UV Transmittance (UVT)
water UV Transmittance (UVT)
and allows for dose to be
and allows for dose to be
calculated in real time.
calculated in real time.
Dry Contacts
Included as standard for remote alarms, auto -dialer integration, or similar.
Remote Alarm Start / Stop
Included as standard on all models. Allows units to be remotely started / stopped.
Dimensions (H, W, D)
24 x 8 x 9
32 x 8 x 9" (810 x 200 x 230mm)
32 x 8 x 10" (830 x 220 x 260 mm)
(600 x 200 x 230 mm)
Weight — Dry
25 Ibs (11.3 kg)
30 Ibs (13.6 kg)
32 Ibs (14.5 kg)
Weight — Wet
27lbs (12.24 kg)
32.5 Ibs (14.7 kg)
34.2 Ibs (15.5 kg)
Warranty
1 year limited warranty on bulbs and sensor probes; 3 year limited warranty on electrical components and quartz sleeve; 5 year limited warranty for structural,
hardware and mechanical components
EPA FIFRA Certified
EPA Est. No. 075213-CAN-001
Patents
Patented in US 6,707,048, Canada 2,463,503, Australia 2002333084, Mexico 248805, Patents pending in Europe, Eurasia, Japan, UK
Hallett systems with patented Crossfire Technology provide microbiological purification of drinking water. With a Hallettsystem properly installed, fail-safe engineering ensures that no potentially dangerous microorganisms
can enter a drinking water distribution system. UV Pure recommends the use of other filtration systems to treat chemical and other non -microbiological contaminants. To find out everything, visit www.uvpure.com.
UV Puree, Pure Safe Water. Alwayse and Crossfiree Technologies are registered trademarks of UV Pure Technologies Inc. Boeinge and Dreamliner'e are registered trademarks of The Boeing Company.

Hallett 30-1.5"TM UV disinfection system for Wastewater
Project Name:
Design by:
System Design Data
Date:
Disinfection System Selected is: Hallett 30-1.5" UV Disinfection System
Design Based on Peak Flow Demand of:
Design Input Parameters:
% UV Transmittance
TSS
Discharge Fecal Coliform Target
pH
Water hardness
Wastewater Temperature
Air Ambient Temperature
Daily Water Usage
Hours of Oper/Day
The Hallett 30-1.5" will provide (Each Unit):
Rated Maximum Flow
Max. Nominal Flow
Dose
Class Designation
Maximum Flow Capacity
Minimum Flow Capacity
UV Lamp Lifetime
Design Operating Pressure
Miscellaneous Design Data:
Rated Maximum Flow
Rated Pressure Loss
Operating Temperature
Max. Feed Water temperature
Min. Feed Water temperature
usgpm (L/min)
mg/L
cfu / 100ml
grains (mg/L)
o (oC)
F (C)
usgpd
30 usgpm (113 L/min)
27 usgpm (102 L/min)
30 mJ/cm2 (minimum) at Water Transmittance > 60%UVT
NSF/ANSI 55 Class A
30 usgpm (113 L/min)
0* usgpm (0 L/min)
12 months (9,000 hours)
100 psi (tested to 240 psi)
30 usgpm (113 L/min)
5psi (11.5ft head) @ 30 usgpm (113 L/min)
Ambient 34-104°F (1-40°C)
1040F (40°C)
34°F (1°C)
Page 1 of 2
J
Released on 11/l/07 — H30-1" System Design Data UV Pure Technologies Inc. © 2007
No part of this document may be photocopied, reproduced, transmitted, or translated to another language without the prior written consent
of UVPure Technologies Inc.
For additional info call 1-888-407-9997 or email info(aiuvpure.com or visit www.uvpure.com

The Hallett 30-1.5" System Requirements:
Input Power
Connection — Inlet
Connection — Outlet
Weight — Dry
Weight — Wet
Overall Dimensions — Width
Overall Dimensions — Depth
Overall Dimensions — Height
1M1CIIIIIIM
115Vac (240Vac available), 60Hz, 1.5A (175W)
1.5" NPT male 316 SS manifold connections
1.5" NPT SS female to female hoses x 12" long (no hard pipe connection
required)
35lbs (15.9kg)
38lbs (17.3kg)
: 8.5 in (220mm)
: 10.0 in (254mm)
: 32-3/4 in (830mm)
: 21 in (533mm) (top clearance for removal of UV lamps)
Page 2 of 2
Released on l l/l/07 — H30-l" System Design Data UV Pure Technologies Inc. © 2007
No part of this document may be photocopied, reproduced, transmitted, or translated to another language without the prior written consent
of UV Pure Technologies Inc.
For additional info call 1-888-407-9997 or email infokuvpure.com or visit www.uvpure.com

East Coast at Montague
Tank Sizing and Capacity - Wet Weather Storage Tank
Designed to store 5 days worth of treated wastewater.
Designed to provided backwash flow to GMF Filters and to dose Irrigation Field
Average Daily Flow, Hydraulic Assessment
5 x ADF
Proposed Dimensions:
Length (Length >_ 2*Width)
Width
Depth (liquid)
Baffle Wall Height
Baffle Wall Thickness
Total cubic feet liquid storage
Total gallons liquid storage provided
Total Storage Capacity > 5 x ADF
2,082.00
gpd
10,410.00
gallons
17.00
ft
10.00
ft
8.50
ft
-
ft
-
ft
1,445.00
cubic feet
10,808.60
gallons
YES

Scenario 1
Flow Scenario:
Segment Description
Q=
D=
Q=
A=
V=
v^2/2g =
Pipe C value =
Headloss/100' straight length
Fitting
90 deg bend
45 deg bend
22.5 deg bend
11.25 deg bend
Tee - Run
Tee - Branch
Reducer
Plug Valve
Gate Valve
Swing Check Valve
In -Line Pump Check Valve
Entrance
Exit
TOTAL
Pipe
GMF BackwashPump Calculations
Segment 1
233 gpm
4.0 in K Index: 2
0.52 cfs
0.09 sf
5.94 fps
0.55
QTY
10
0
0
0
0
0
0
0
0
0
Straight Length 50.00
Headloss, Pipe friction 2.11
Headloss, Minor losses 4.92
Pipe Friction & Minor Headloss =
Elevations:
K-value Extension
0.54
5.40
0.27
0.00
0.14
0.00
0.07
0.00
0.36
0.00
1.08
0.00
0.55
0.00
0.32
0.00
0.14
0.28
1.80
1.80
0.00
0.00
0.50
0.50
1.00
1.00
8.98
feet
7.03 feet
Low Water Level 24.00 feet
Discharge Elevation 40.00 feet
Safety Margin 4.00 foot
Static Lift = 20.00 feet
Equipment Losses:
N/A 0.00 feet
TOTAL DYNAMIC HEAD REQ. 27.0 feet

n*v
ITT
Goulds Pumps
WE Series Mader 3885
Submersible Effluent Pump
EXTENDED WARRANTY AVAILABLE FOR
RESIDENTIAL APPLICATIONS.
HGOULDS PUMPS
Goulds Pumps is a brand of ITT Corporation.
www.goulds.com
Engineered for life
0
Wastewater
FEATURES
■ Impeller: Cast iron, semi -open, non -clog
with pump -out vanes for mechanical seal
protection. Balanced for smooth operation.
Silicon bronze impeller available as
an option.
■ Casing: Cast iron volute type for maximum
efficiency. 2" NPT discharge.
■ Mechanical Seal: Silicon Carbide vs. Sili-
con Carbide sealing faces. Stainless steel
metal parts, BUNA-N elastomers.
■ Shaft: Corrosion -resistant, stainless steel.
Threaded design. Locknut on all models to
guard against component damage on ac-
cidental reverse rotation.
■ Fasteners: 300 series stainless steel.
■ Capable of running dry without damage to
components.
■ Designed for continuous operation when
fully submerged.

n**
ITT
APPLICATIONS
Specifically designed for the following uses:
• Homes, Farms, Trailer Courts, Motels, Schools,
Hospitals, Industry, Effluent Systems
SPECIFICATIONS
Pump
• Solids handling capabilities: 3/4" maximum.
• Discharge size: 2" NPT.
• Capacities: up to 140 GPM.
• Total heads: up to 128 feet TDH.
• Temperature:
1040F (40°C) continuous, 140OF (60°C) intermittent.
• See order numbers on reverse side for specific HP,
voltage, phase and RPM's available.
MOTORS
■ Fully submerged in high-grade turbine oil for lubrica-
tion and efficient heat transfer.
■ Class B insulation on — 11/2 HP models.
■ Class F insulation on 2 HP models.
Single phase (60 Hz):
• Capacitor start motors for maximum starting torque.
• Built-in overload with automatic reset.
• SJTOW or STOW severe duty oil and water resistant
power cords.
METERS
40
35
30
INS
ai
Z
FEET
130
120
110
100
90
80
70
60
50
40
30
20
10
0
0
GOULDS PUMPS
Wastewater
• 1/3 —1 HP models have NEMA three prong grounding
plugs.
• 11/2 HP and larger units have bare lead cord ends.
Three phase (60 Hz):
• Class 10 overload protection must be provided in
separately ordered starter unit.
• STOW power cords all have bare lead cord ends.
■ Designed for Continuous Operation: Pump ratings are
within the motor manufacturer's recommended working
limits, can be operated continuously without damage
when fully submerged.
■ Bearings: Upper and lower heavy duty ball bearing
construction.
■ Power Cable: Severe duty rated, oil and water
resistant. Epoxy seal on motor end provides secondary
moisture barrier in case of outer jacket damage and
to prevent oil wicking. Standard cord is 20'. Optional
lengths are available.
■ 0-ring: Assures positive sealing against contaminants
and oil leakage.
AGENCY LISTINGS
Tested to UL 778 and CSA 22.2 108 Standards
SA � By Canadian Standards Association File #LR38549
c 1• us Goulds Pumps is ISO 9001 Registered.
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 GPM
0 5 10 15 20 25
CAPACITY
30 35 m3/hr
2

GOULDS PUMPS
Wastewater
MODELS
Order
Number
HP
Phase
Volts
RPM
Impeller
Diameter (in.)
Maximum
Amps
Locked Rotor
Amps
KVA
Code
Full Load
Efficiency %
Resistance
Power
Cable Size
Weight
(lbs.)
Start
Line -Line
WE0311 L
0.33
1
115
1750
5.38
10.7
30.0
M
54
11.9
1.7
16/3
56
WE0318L
208
6.8
19.5
K
51
9.1
4.2
WE0312L
230
4.9
14.1
L
53
14.5
8.0
WE0311 M
115
10.7
30.0
M
54
11.9
1.7
WE0318M
208
6.8
19.5
K
51
9.1
4.2
WE0312M
230
4.9
14.1
L
53
14.5
8.0
WE0511 H
0.5
115
3450
3.56
14.5
46.0
M
54
7.5
1.0
14/3
60
WE0518H
208
8.1
31.0
K
68
9.7
2.4
16/3
60
WE0512H
230
7.3
34.5
M
53
9.6
4.0
WE0538H
3
200
4.9
22.6
R
68
NA
3.8
14/4
60
WE0532H
230
3.3
18.8
R
70
NA
5.8
WE0534H
460
1.7
9.4
R
70
NA
23.2
WE0537H
575
1.4
7.5
R
62
NA
35.3
WE0511HH
1
115
3.88
14.5
46.0
M
54
7.5
1.0
14/3
60
WE0518HH
208
8.1
31.0
K
68
9.7
2.4
16/3
60
WE0512HH
230
7.3
34.5
M
53
9.6
4.0
WE0538HH
3
200
4.9
22.6
R
68
NA
3.8
14/4
60
WE0532HH
230
3.6
18.8
R
70
NA
5.8
WE0534HH
460
1.8
9.4
R
70
NA
23.2
WE0537HH
575
1 1.5
7.5
R
62
NA
35.3
WE0718H
0.75
1
208
4.06
11.0
31.0
K
68
9.7
2.4
14/3
70
WE0712H
230
10.0
27.5
1
65
12.2
2.7
WE0738H
3
200
6.2
20.6
L
64
NA
5.7
14/4
70
WE0732H
230
5.4
15.7
K
68
NA
8.6
WE0734H
460
2.7
7.9
K
68
NA
34.2
WE0737H
575
2.2
9.9
L
78
NA
26.5
WE1018H
1
1
208
4.44
14.0
59.0
K
68
9.3
1.1
14/3
70
WE1012H
230
12.5
36.2
1
69
10.3
2.1
WE1038H
3
200
8.1
37.6
M
77
NA
2.7
14/4
70
WE1032H
230
7.0
24.1
L
79
NA
4.1
WE1034H
460
3.5
12.1
L
79
NA
16.2
WE1037H
575
2.8
9.9
L
78
NA
26.5
WE1518H
15
1
208
4.56
17.5
59.0
K
68
9.3
1.1
14/3
80
WE1512H
230
15.7
50.0
H
68
11.3
1.6
WE1538H
3
200
10.6
40.6
K
79
NA
1.9
14/4
80
WE1532H
230
9.2
31.7
K
78
NA
2.9
WE1534H
460
4.6
15.9
K
78
NA
11.4
WE1537H
575
3.7
13.1
K
75
NA
16.9
WE1518HH
1
208
5.50
17.5
59.0
K
68
9.3
1.1
14/3
80
WE1512HH
230
15.7
50.0
H
68
11.3
1.6
WE1538HH
3
200
10.6
40.6
K
79
NA
1.9
14/4
80
WE1532HH
230
9.2
31.7
K
78
NA
2.9
WE1534HH
460
4.6
15.9
K
78
NA
11.4
WE1537HH
575
3.7
13.1
K
75
NA
16.9
WE2012H
2
1
230
5.38
18.0
49.6
F
78
3.2
1.2
14/3
83
WE2038H
3
200
12.0
42.4
K
78
NA
1.7
14/4
83
WE2032H
230
11.6
42.4
K
78
NA
1.7
WE2034H
460
5.8
21.2
K
78
NA
6.6
WE2037H
575
4.7
16.3
L
78
NA
10.5

n*v
ITT
PERFORMANCE RATINGS (gallons per minute)
Order
No.
WE03L
WE03M
WE05H
WE07H
WE10H
WE15H
WE05HH
WE15HH
WE20H
HP
'A
'/3
'/2
3/4
1
1 '/2
'/2
1 '/2
2
RPM
1750
1750
3500
3500
3500
3500
3500
3500
3500
5
86
—
—
—
—
—
—
—
—
10
70
63
78
94
—
—
58
95
—
15
52
52
70
90
103
128
53
93
138
20
27
35
60
83
98
123
49
90
136
25
5
15
48
76
94
117
45
87
133
30
—
—
35
67
88
110
40
83
130
0
35
—
—
22
57
82
103
35
80
126
a
40
—
—
—
45
74
95
30
77
121
45
—
—
—
35
64
86
25
74
116
50
—
—
—
25
53
77
—
70
110
55
—
—
—
—
40
67
—
66
103
60
—
—
—
—
30
56
—
63
96
65
—
—
—
—
20
45
—
58
89
70
—
—
—
—
—
35
—
55
81
75
—
—
—
—
—
25
—
51
74
80
—
—
—
—
—
—
—
47
66
90
—
—
—
—
—
—
—
37
49
100
—
I —
I —
I —
I —
I —
I —
1 28
1 30
DIMENSIONS
(All dimensions are in inches. Do not use for construction purposes.)
KICK -BACK
HGOULDS PUMPS
Goulds Pumps and the ITT Engineered Blocks Symbol are
registered trademarks and tradenames of ITT Corporation.
SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE.
B3885 June, 2009
C 2008 ITT Corporation
Engineered for life
Wastewater
COMPONENTS
Item No.
Description
1
Impeller
2
Casing
3
Mechanical Seal
4
Motor Shaft
5
Motor
6
Ball Bearings
7
Power Cable
8
Casing 0-Ring
�A
7
5 6
4
83
1 EL-�
2---- r-

Montague Road WWTF
I. Influent and Effluent Parameters
Pollutant
Influent
Effluent
Average
Monthly Average
Permitted Flow (gpd)
BODS (lbs/day)
BODS (mg/L)
200
30.0
Total Suspended Solids (lbs/day)
Total Suspended Solids (mg/L)
195
30.0
TKN (mg/L)
50
4.0
NH3-N (lbs/day) (Mar -Oct)
NH3-N (mg/L) (Mar -Oct)
15.0
NH3-N (lbs/day) (Nov -Feb)
NH3 N (mg/L) (Nov -Feb)
Ammonia (mg/L)
1.0
Nitrate (mg/L)
3.0
Nitrite (mg/L)
3.0
Phosphorous (mg/L)
3.0
Fecal Coliform (colonies/100 mL)
<_ 200
Influent Values are from Wastewater Engineering: Treatment and Resource Recovery, M&E, 5th Ed., Table 3-18 & Table 3-21
Effluent Values are based on January 15, 2020 email from Gene Young, Environmental Scientist.
* Effluent Values based on 2T Rules, 15A NCAC 02T.0505 Design Criteria
DICKSON
w—uplM Inlroftchyce canaunanha
M&E, 5th Ed., Table 3-18, Concentration of Medium Strength
M&E, 5th Ed., Table 3-18, Concentration of Medium Strength
M&E, 5th Ed., Table 3-21, Municipal Wastewater
Total Nitrogen (mg/L) = TKN (mg/L) + Nitrate (mg/L) + Nitrite (mg/L)
M&E, 5th Ed., Table 2-6
Montague Road WWTF
20200054.00.CL
4/20/2020

Montague Road WWTF
II. Design Flow Rate
A. Influent Flow
1. Estimating Design Flow
Sister Facility: East Coast Migrant Head Start Historical Data
September 2019 Average Daily Flow
1302 gal/day
September 2019 Peak Daily Flow
2100 gal/day
Spetember 2019 Peaking Factor
1.613
December 2019 Average Daily Flow
1532 gal/day
December 2019 Peak Daily Flow
4650 gal/day
December 2019 Peaking Factor
3.035
Aggregate Peaking Factor of Historical Data
2.324
Design Flow per Person
September Population 78 people
December Population 80 people
Average Flow per Person 17.9 gpd/person
-OR-
Daycare and preschool facilities 25 gpd/person
Montague Road WWTF: Estimated Service Population
Adults 64 people
Children 24 people
Total 88 people
Proposed Service Population
Average Daily Flow
Peaking Factor
Peak Flow
Email, January 15, 2020, from Gene Young
88 people
2,200 gpd
2.5 *Per Cypress PS Calculations, Historical Data
5,500 gpd from East Coast Migrant Head Start Facility, and
Montague Road WWTF
202004/20/2020
DICKSON
w—uphy InlroOPMyce aanaunanha 1

Montague Road WWTF
III. Drip Irrigation Field Design Loading
A. Field Loading Rate per Water Balance Calculation
Loading Rate (Soil)
B. Selection of Drip Line
Product
Flow Rate
Emitter Spacing
Lateral Spacing
0.111 gal/ft2/day
Geoflow Wasteflow PC
0.53 gph
2 feet
2 feet
C. Effective Loading Rate of Drip Line
Loading Rate
(Drip Line) = 3.18 gal/ft2/day
D. Irrigation Field Feed Pump Run Time*
Pump Run Time = 1 50.3 Minutes
E. Design Flow Rate
Zone 1 = 1 43801 fe
Zone 2 = 42241 ft2
Zone 3 = 4966 ft2
Zone 4 = 4726 ft2
Total Area = 18,296 Ift'
Total Area Req'd = 18,295 ft2
Design Flow Rate = 2,030 gpd
WDICKSON
commurWv Wrmirucrure awwulicny
OK
1.25 in/hr
Soil Loading Rate from Certified soil report
Found in G_Design Calculation/Irrigation
Found on Product cut sheet
Produt cut sheet found in G_Design Calculation/Irrigation
Flow _ 0.5 gph * 24 Hr
Loading Rateprir _
- i
Line — Area 2' * 2
*Run time per day to achieve the maximum loading rate of soil
Loading Ratesoii 24 Hours 60 Minutes
Run Time =
Loading RateDrir Line 1 Day 1 Hour
From ARM Soils report, located in G_Design Calculations/Irrigation
Q = Loading Ratesoil * Total Field Area
Montague Road WWTF
20200054.00.CL
4/20/2020
1

Montague Road WWTF
IV. Irrigation Field Feed Pump Sizing
1 LPP Disposal Zone 1
A. Total Flow of Zone 1
length of Hose (ft)
Length of Drip Line
LF
Num. of Emitters = Spacing of Emitters (ft)
Number of Emitters
EA
1 hr
1110
Flow of Zane = Num. of Emitters(ea) * Emitter Flow(gph) *
Total Flow Rate to Zone
gpm
60 min
Minimum Operating Pressuer
psi
From drip line manufacturer literature, operates from 10 psi (min) - 50 psi (max)
Literature loacted in G_Design Calculation/Irrigation
B. Elevation Head
Average Field Elevation
35.5
FT
Pump Elevation
22.75
FT
Elev. Head = Avg. Field Elev. —Pump Elev.
Elevation Head
12.75
FT
C. Pipe Fiction Loss
2" PVC, Pumps to Master Valve
30.0
LF
From Dosing Tank to Feed Pumps, Feed Pumps to Swtich Valve Al
Total Eq. Length of 2" PVC
0.15
Feet Loss
2" PVC @ 14 gpm = 0.5 ft/100 ft
!! of 2" 45' Bend
6
EA
httl2s://www.engineeringtoolbox.com/pvc-Res-friction-loss-d 802.htm1
Total Eq. Length of 2" 45' Bend
15.6
Feet Loss
2" 45' Bend =2.6 Moss
1.5" PVC
95.0
LF
From Switch Valve Al to Switch Valve #2, from switch valve 2 to strainer
Total Eq. Length of 1.5" PVC
1.43
Feet Loss
1.5" PVC @ 14 gpm =1.5 ft/100 ft
A of 1.5" 45' Bend
4
EA
https://www.engineeringtoolbox.co-/pvc-12il2es-friction-loss-d 802.htm1
Total Eq. Length of 1.5" 45' Bend
8.4
Feet Loss
1.5" 45' Bend =2.1 Moss
https://www.engineeringtoolbox.co-/pvc-pipes-equivalent-length-fittings-d_801.html
D. Loss Through Valves
1" PVC Ball Valve
EA
Total Eq. Length of 1" PVC Ball Valve
Feet Loss
1" PVC Ball Valve = 0.6'Loss
k K-Rain 4000 Switch Valves
NFeetLoss
EA
https://www.engineeringtoolbox.co-/pvc-pipes-equivalent-length-fittings-d_801.html
Total Pressure Loss
psi
Pressure Loss @ 14 gpm (Per Manufacturer Literature) = 2.4 psi
Total Head Loss
E. Loss Through Strainer
k of 1" Basket Strainer
EA
Total Eq. Length of Basket Strainer
F 3.5
Feet Loss
From manufacturer Chart (108_STR990-1_Pressure-Drop-Data-Y.pdf) 1.5 psi = 3.5'
Found in G_Design Calculations/Irrigation
F. Loss Thorugh Drip Array
Drip Hose Run
LF
Total Pressure loss
L]FeetLoss
psi
From Maufacturer Chart (24" Spacing), approx. 2 psi
Presure Requirement at beginning of Zone
psi
Pressure Requirement = Minimum Operating pressure + Loss through Drip line
Presure Requirement at beginning of Zone
1 psi = 2.31 feet of head
G. Minimum Pump Conditions
TDH = Minor Head Lass
TDH Head Requirement
52
Feet TDH
Flow Requirement
9
gpm
Montague Road W WTF
20200054.00.CL
DICKSON 4/20/2020

Montague Road WWTF
2 LPP Disposal Zone 2
A. Total Flow of Zone 2
Length of Drip Line
Number of Emitters
Total Flow Rate to Zone
Minimum Operating Pressuer
B.Elevation Head
Average Field Elevation
Pump Elevation
Elevation Head
C. Pipe Fiction Loss
2" PVC, Pumps to Master Valve
Total Eq. Length of 2" PVC
# of 2" 45° Bend
Total Eq. Length of 2" 45° Bend
1.5" PVC
Total Eq. Length of 1.5" PVC
# of 1.5" 450 Bend
Total Eq. Length of 1.5" 450 Bend
D. Loss Through Valves
1" PVC Ball Valve
Total Eq. Length of 1" PVC Ball Valve
# K-Rain 4000 Switch Valves
Total Pressure Loss
Total Head Loss
E. Loss Through Strainer
# of 1" Basket Strainer
Total Eq. Length of Basket Strainer
F. Loss Thorugh Drip Array
Drip Hose Run
Total Pressure loss
Presure Requirement at beginning of Zone
Presure Requirement at beginning of Zone
G. Minimum Pump Conditions
TDH Head Requirement
Flow Requirement
Length of Hose (ft)
1110
LF Num. Emitters = Spacing of Emitters (ft)
EA 1 hr
m Flow of Zone = Num. of h'mitters(ea) * Emitter Flow(gph) * 60 min
gP
psi From dripline manufacturer literature, operates from 10 psi (min) - 50 psi (max;
Literature loacted in G_Design Calculation/Irrigation
M35FTFT Elev.Head =Avg. Field Elev. —Pump Elev.
FT
30.0 LF From Dosing Tank to Feed Pumps, Feed Pumps to Swtich Valve #1
0.15 Feet Loss 2" PVC @ 14 gpm = 0.5 ft/100 It httns://www.engineeringtoolbox.com/2vc-il2es-friction-loss-d 802.html
6 EA
15.6 Feet Loss 2"45°Bend=2.6itloss https://www.engineeringtoolbox.com/pvc-pipes-equivalent-length-fittings-d_801.htm:
193.0 LF From Switch Valve #1 to Switch Valve #2, from switch valve 2 to strainer
2.75 Feet Loss 1.5" PVC @ 14 gpm =1.5 ft/100 It https://www.en&eeringtoolbox.com/pvcI�es-friction-loss-d 802.html
4 EA
8.41 Feet Loss 15' 45° Bend =21 Moss https://www.engineeringtoolbox.com/pvc-pipes-equivalent-length-fittings-d_801.htm:
AFeet
EA
Feet Loss 1" PVC Ball Valve = 0.6'Loss https://www.engineeringtoolbox.com/pvc-pipes-equivalent-length-fittings-d_801.htm
EA
psi Pressure Loss @ 14 gpm (Per Manufacturer Literature) = 2.4 psi Loss
EA
3.5 Feet Loss From manufacturer Chart (108_STR990-1_Pressure-Drop-Data-Y.pdf) 1.5 psi = 3.5'
Found in G_Design Calculations/Irrigation
]Feet
LF
psi From Maufacturer Chart (24" Spacing), approx. 2 psi
psi Pressure Requirement = Minimum Operating pressure + Loss through Drip line Loss 1 psi = 2.31 feet of head
_ Feet TDH TDH = Minor Head Loss
9 gpm
�DIICKSON
Montague Road W WTF
20200054.00.CL
4/23/2020
1

Montague Road WWTF
3 LPP Disposal Zone 3
A. Total Flow of Zone 1
Length of Drip Line
Number of Emitters
Total Flow Rate to Zone
Minimum Operating Pressuer
B.Elevation Head
Average Field Elevation
Pump Elevation
Elevation Head
C. Pipe Fiction Loss
2" PVC, Pumps to Master Valve
Total Eq. Length of 2" PVC
# of 2" 45° Bend
Total Eq. Length of 2" 45° Bend
1.5" PVC
Total Eq. Length of 1.5" PVC
# of 1.5" 450 Bend
Total Eq. Length of 1.5" 450 Bend
D. Loss Through Valves
1" PVC Ball Valve
Total Eq. Length of 1" PVC Ball Valve
# K-Rain 4000 Switch Valves
Total Pressure Loss
Total Head Loss
E. Loss Through Strainer
# of 1" Basket Strainer
Total Eq. Length of Basket Strainer
F. Loss Thorugh Drip Array
Drip Hose Run
Total Pressure loss
Presure Requirement at beginning of Zone
Presure Requirement at beginning of Zone
G. Minimum Pump Conditions
TDH Head Requirement
Flow Requirement
Length of Hose (ft)
1110
LF Num. of Emitters = Spacing of Emitters (ft)
EA 1 hr
Flow of Zone = Num. of h'mitters(ea) * Emitter Flow(gph) * 60 min
gpm
psi From drip line manufacturer literature, operates from 10 psi (min) - 50 psi (max;
Literature loacted in G_Design Calculation/Irrigation
M35.�5FT Elev. Head = Avg. Field Elev. —Pump Elev.
FT
30.0
LF
Feet Loss
EA
Feet Loss
LF
Feet Loss
EA
Feet Loss
From Dosing Tank to Feed Pumps, Feed Pumps to Swtich Valve #1
2" PVC o 14 gpm = 0.5 ft/100 ft httns://www.engineeringtoolbox.com/pvc-il2es-friction-loss-d
2"45°Bend=2.6itloss https://www.en&eeringtoolbox.comlpvgzpipes-equivalent-length-fittings-d
From Switch Valve #1 to Switch Valve #2, from switch valve 2 to strainer
1.5" PVC o 14 gpm =1.5 ft/100 ft https://www.en&eeringtoolbox.comlpvc-pipes-friction-loss-d
1.5" 45° Bend =21 Moss https://www.engiLieeringtoolbox.comlpvg:pipes-equivalent-length-fittings-d
802.html
801.htm:
802.html
801.htm:
0.15
6
15.6
99.0
1.49
4
8.41
jFeet
EA
Feet Loss 1"PVC Ball Valve = 0.6 'Loss https://www.engineeringtoolbox.com/pvc-pipes-equivalent-length-fittings-d801.htm
EA
psi Pressure Loss o 14 gpm (Per Manufacturer Literature) = 2.4 psi Loss
EA
3.5 Feet Loss From manufacturer Chart (108_STR990-1_Pressure-Drop-Data-Y.pdf) 1.5 psi = 3.5'
Found in G_Design Calculations/Irrigation
]FeetLoss
LF
psi From Maufacturer Chart (24" Spacing), approx. 2 psi
psi Pressure Requirement = Minimum Operating pressure + Loss through Drip line 1 psi = 2.31 feet of head
52 Feet TDH TDH = Minor Head Loss
10 gpm
�DIICKSON
Montague Road W W F
20200054.00.CL
4/23/2020
1

Montague Road WWTF
4 LPP Disposal Zone 4
A. Total Flow of Zone 1
length of Hose (ft)
Length of Drip Line
LF
Num. of Emitters = Spacing of Emitters (ft)
Number of Emitters
EA
1 hr
Alopsi
Flow of Zone = Num. of Emitters(ea) +Emitter Flow(gph) *
Total Flow Rate to Zone
gpm
60 min
Minimum Operating Pressuer
From drip line manufacturer literature, operates from 10 psi (min) - 50 psi (max)
Literature loacted in G_Design Calculation/Irrigation
B. Elevation Head
Average Field Elevation
FT
Pump Elevation
P11.215
FT
Elev. Head = Avg. Field Elev.-Pump Elev.
Elevation Head
FT
C. Pipe Fiction Loss
2" PVC, Pumps to Master Valve
30.0
LF
From Dosing Tank to Feed Pumps, Feed Pumps to Swtich Valve #1
Total Eq. Length of 2" PVC
0.15
Feet Loss
2" PVC @ 14 gpm = 0.5 ft/100 ft
a of 2" 45' Bend
6
EA
httns://www.engineeringtoolbox.com/pvc-pipes-friction-loss-d 802.html
Total Eq. Length of 2" 45° Bend
15.6
Feet Loss
2" 45° Bend = 2.6 Et toss https://www.engineeringtoolbox.com/pvc-pipes-equivalent-length-fittings-d 801.html
1.5" PVC
187.0
LF
From Switch Valve #1 to Switch Valve #2, from switch valve 2 to strainer
Total Eq. Length of 1.5" PVC
2.81
Feet Loss
1.5" PVC @ 14 gpm = 1.5 ft/100 ft
a of 1.5" 45° Bend
4
EA
htips://www.engineeringtoolbox.com/pvc-pipes-friction-loss-d 802.html
Total Eq. Length of 1.5" 45° Bend
8.4
Feet Loss
1.5" 45° Bend = 2.1 Et toss
htips://www.engineeringtoolbox.com/pvc-pipes-equivalent-length-fittings-d 801.html
D. Loss Through Valves
1" PVC Ball Valve
1
EA
Total Eq. Length of 1" PVC Ball Valve
0.6
Feet Loss
Y PVC Ball Valve = 0.6 ' Loss
a K-Rain 4000 Switch Valves
2
EA
htips://www.engineeringtoolbox.com/pvc-pipes-equivalent-length-fittings-d 801.html
Total Pressure Loss
4.8
psi
Pressure Loss @ 14 gpm (Per Manufacturer Literature) = 2.4 psi
Total Head Loss
11.1
Feet Loss
E. Loss Through Strainer
It of 1" Basket Strainer
F
EA
Total Eq. Length of Basket Strainer
3.5
Feet Loss
From manufacturer Chart (108_STR990-1_Pressure-Drop-Data-Y.pdf) 1.5 psi = 3.5'
Found in G_Design Calculations/Irrigation
F. Loss Thorugh Drip Array
Drip Hose Run
LF
Total Pressure loss
UFeetLoss
psi
From Maufacturer Chart (24" Spacing), approx. 2 psi
Presure Requirement at beginning of Zone
psi
Pressure Requirement = Minimum Operating pressure + Loss through Drip line
Presure Requirement at beginning of Zone
1 psi = 2.31 feet of head
Montague Road WWTF
2020005
WDICKSON
�a.uMnliminiclvecmulml
20/2020
1

Montague Road WWTF
G. Minimum Pump Conditions
TDH Head Requirement = Feet TDH TDH = Minor Head Loss
Flow Requirement = 10 gpm
5 Pump Selection
Critical Zone is Zone 4
Critical Zone Conditions Feet TDH
10 gpm
Selected Pump
Model 3SE2094L Pump selected using Crane online pump selection software.
HP 2 htips://crane.pump-flo.com/app/criteria.aspx?sid=crane&CATID=536
Volt/Ph 230/3 Pump cut sheet located in G_Design Calculation/Irrigation
RPM 1750
Discharge 3"
Montague Road WWTF
2020005
WDICKSON
20/2020
a.WMnliminiclvecmulmLL 2

Series 3SE-L
BARNES 8
www.cranepumps.com
2Y2" Spherical Solids Handling
Single Seal
1 % ", 2" & 3" Discharge
DISCHARGE...............................3"
NPT, Vertical
3" Flanged, Horizontal
LIQUID TEMPERATURE .............104°F
(40°C) Continuous
VOLUTE.......................................Cast
Iron ASTM, Class 30
MOTOR HOUSING ......................Cast
Iron ASTM, Class 30
SEAL PLATE ..............................Cast
Iron ASTM A-48, Class 30
IMPELLER: Design ....................2
Vane, Semi -open with pump out vanes on
back side. Dynamically balanced, ISO G6.3
Material ..................Cast
Iron, Class 30
SHAFT........................................416
Stainless Steel
SQUARE RINGS..........................Buna-N
HARDWARE................................300
Series Stainless Steel
PAINT...........................................Air
Dry Enamel
SEAL: Design ....................Single
Mechanical
Material ...................Carbon/Ceramic/Buna-N
Hardware -300 Series Stainless
CORD ENTRY..............................30
ft. (9.1 m) Cord. Quick connect custom
molded for sealing and strain relief
SPEED.........................................1750
RPM (Nominal), 60Hz
UPPER BEARING ........................Single
Row, Ball, Oil lubricated
Load ........................Radial
LOWER BEARING .......................Single
Row, Ball, Oil lubricated
Load ........................Radial
& Thrust
MOTOR: Design
NEMA L -Single Phase, NEMA B -Three
phase Torque Curve, Oil Filled, Squirrel
Cage Induction
Insulation .................Class
B
Series: 3SE-L
Class F on selected models
SINGLE PHASE...........................Permanent
Split Capacitor (PSC)
1.5 & 2HP, 1750RPM, 60HZ
Includes Overload Protection in Motor
THREE PHASE............................200-230/460
is Tri-Voltage. 575.
Requires Overload Protection to be
Series: 3SEH-L
included in control panel
OPTIONAL EQUIPMENT.............Seal
Material, Impeller Trims, Additional
2HP, 1750RPM, 60HZ
cord. Normally closed temperature
sensor with cord for 3 Phase pumps
(Requires relay in control panel)
Sample Specifications: Section 1 Page 3.
RECOMMENDED:
Accessories .............
Break Away Fitting (BAF)
DESCRIPTION:
Check Valve
Control Panel
SUBMERSIBLE NON -CLOG SEWAGE PUMP
Seal Kit PN .............130181
DESIGNED FOR TYPICAL RAW SEWAGE
Service Kit PN.........
130208
APPLICATIONS
PF*# Swfjo
CO -us — cERT-iFIEo��
LR16567
QWARNING:
' CANCER AND REPRODUCTIVE HARM -
WWW.P65WARNINGS.CA.GOV
CRAN E PUMPS & SYSTEMS
9
A Crane Co. Company USA: [phone] • Canada: [phone] • International: [phone]
SECTION 1B
PAGE 51
DATE 3/20

Series 3SE-L
2Y2" Spherical Solids Handling
Single Seal
1 % ", 2" & 3" Discharge
BARNES @
www.cranepumps.com
16.70
15.36
inches
(424)
(390)
(mm)
8.25 2.15
9.00
(210) (55)
(228)
6 316
6.31
(161)
(160)
(d12.72
012.63
(323)
(321)
TO ELECTRIC POWER SUPPLY
TO ELECTRIC POWER SUPPLY
POWER CABLE ASSEMBLY
POWER CABLE ASSEMBLY
21.48
21.49
(545)
(545)
3.00 N.P.T.
3.00 125#
DISCHARGE
FLANGE
5.93
9.60
(5151)
(244)
MODEL
PART
HP
VOLT/PH
Hz
RPM
NEMA
INSUL.
FULL
LOCKED
CORD
CORD
CORD
NO
NO
(Nom)
START
CLASS
LOAD
ROTOR
SIZE
TYPE
O.D
CODE
AMPS
AMPS
inch (mm)
VERTICAL Series
3SE1524L
132725
1.5
230/1
60
1750
C
F
16.0
44.6
12/3
SOOW/SOW
0.610 (15.5)
3SE1594L
132730
1.5
200-230/3
60
1750
D/G
F
13.3/11.6
35.8/41.2
12/4
SOOW/SOW
0.680 (17.4)
3SE1544L
132735
1.5
460/3
60
1750
G
F
5.8
20.6
14/4
SOOW/SOW
0.570 (14.5)
3SE1554L
132740
1.5
575/3
60
1750
G
B
4.6
16.4
14/4
SOOW/SOW
0.570 (14.5)
3SE2024L
1 132750
1 2.0
1 230/1
1 60
1 1750
1 A
F
1 19.0
1 44.6
1 10/3
1 SOOW/SOW
1 0.660 (16.8)
3SE2094L
132752
2.0
200-230/3
60
1750
B/D
F
15.2/13.2
35.8/41.2
12/4
SOOW/SOW
0.680 (17.4)
3SE2044L
132754
2.0
460/3
60
1750
D
F
I
6.6
1
20.6
14/4
1
SOOW/SOW
1
0.570 (14.5)
1
3SE2054L
132756
2.0
575/3
60
1750
1 D
B
5.2
16.4
14/4
SOOW/SOW
0.570 (14.5)
HORIZONTAL
3SEH2O24L
132750H
2.0
230/1
60
1750
A
F
19.0
44.6
10/3
SOOW/SOW
0.660 (16.8)
3SEH2O94L
132752H
2.0
200-230/3
60
1750
B/D
F
15.2/13.2
35.8/41.2
12/4
SOOW/SOW
0.680 (17.4)
3SEH2O44L
132754H
2.0
460/3
60
1750
D
F
6.6
20.6
14/4
SOOW/SOW
0.570 (14.5)
Optional - Temperature Sensor Cord for 3 Phase models are 14/3 & 18/5. SCOW / SOW, 0.530 (13.5mm) / 0.470 (11.9mm) O.D.
IMPORTANT!
1.) PUMP MAYBE OPERATED "DRY" FOR EXTENDED PERIODS WITHOUT DAMAGE TO MOTOR AND/OR
SEALS.
2.) INSTALLATIONS SUCH AS DECORATIVE FOUNTAINS OR WATER FEATURES
PROVIDED
FOR VISUAL
ENJOYMENT MUST
BE INSTALLED IN ACCORDANCE
WITH THE
NATIONAL
ELECTRIC CODE ANSI/NFPA 70 AND/OR THE AUTHORITY HAVING JURISDICTION. THIS PUMP IS NOT INTENDED FOR
USE IN
SWIMMING POOLS, RECREATIONAL WATER PARKS, OR INSTALLATIONS IN WHICH HUMAN CONTACT WITH PUMPED MEDIA IS A COMMON OCCURRENCE.
SECTION 1113
PAGE 52
DATE 3/20
CRAN E PUMPS & SYSTEMS
A Crane Co. Company USA: [phone] • Canada: [phone] • International: [phone]

:f*1
RLIE LIEWI■ ■■ ' ' ■■MIME ■MINIM■ ■MIME■
1W ■AMM& \■■ ■■ ■■■■■ ■■■■■ ■■■■■
I■■■►`\■■■\I■■ ■■■■■■■■■■■■
.`■■ ■■►`\■ ■■1.\■ ■ NONE ■■■■■ ■■■■■
ELIE ■■\'O \ ■■II\ \ ■, M■■■ ■■■■■ ■■■■■
`■► ■■■LIL WMEL %I NONE ■■■■■ ■■■■■
\�■\�i■■■■\\■�\\■■■■ NONE
o\.i NONE\ &.--im■ MOORE \ V,M■■ ■■■■■
i\\.`■■■■ ■\o■■ ■■M \■ ►ik\■■ ■■■■■
NEE 119_'m■ ■■■mo pmidW ■■■► N ■■■■■
q■■ ■■■\ m i-ioo kINE■■,\■■\\ ■■■■■

PRESSURE DROP DATA
"Y" STRAINERS
(CV) 1
=1
w
N
W
W
a
Ei
c►]
a
in
a
o (CV)1
W
[I]
U?
LU
W
a
W,
10
FLOW RATE (GPM)
C � COL►m�i�
I uU
100 1000 10000
FLOW RATE (GPM)
Notes: Pressure drop curves are based on water flow with standard screens
See next page for correction factors to be used with other fluids and/or screen openings
FIGURE 1
FIGURE 2
I Col rON Tel: [phone] Fax: [phone] www.COLTONIND.com [e-mail]
111 AUSrY71ES
BULLETIN STR990-1

PRESSURE DROP DATA
"Y" STRAINERS
SCREEN CORRECTION FACTORS
Multiply values obtained from Figure 1 and 2 by the appropriate values shown below
Notes: See our Replacement Screen data sheet for % open area's of perforated plate
Standard screens for sizes 1/4" to 1-1/2" is approximately a 30%open area screen media
Standard screens for sizes 2" to 16" is approximately a 40%open area screen media
EXAMPLE:
cod r0N
CHART 1
Strainer Size: 1-1/4" a) Using FIGURE 1 the pressure drop is determined to be 1.0 psid using the standard screen
Filtration: 100 mesh lined 1/32" pert. b) Looking at the replacement screen data sheet, we find that the % open area of 100 mesh is 30%
Flow Rate: 30 gpm c) Using CHART 1 we read the correction factor to be 1.2 for 100 mesh lined screen
Service: Water d) Total pressure drop equals 1.0 x 1.2 = 1.2 psid clean.
For use see instructions below:
SIZE COMPONENT
RANGE FACTOR
(CF)
to
to
CHART 3
VISCOSITY
BODY LOSS
SCREEN
LOSS FACTOR
Cp
FACTOR
Perf Alone 20 mesh lined
30, 40 mesh
60 to 300 mesh
(BF)
(PF) (MF)
lined (MF)
lined (MF)
00
00
00
000
000
15.2
1.9 30
.0
100
HOW TO USE:
Step 1 Using FIGURE 1 or 2 determine the pressure drop through the strainer with water flow and standard screens = (P1)
Step 2 If non-standard screens (i.e. 40 mesh, 60 mesh , etc..) are being used, apply factors in CHART 1 to determine corrected pressure drop = (P2)
Step 3 Multiply P1 or P2 by the specific gravity of the fluid flowing through the strainer = (P1 or P2 x specific gravity = P3)
Step 4 Using CHART 2 mutiply P3 by the appropriate Component Factor (CF) = (P3 x CF = P4)
Step 5 (P3 - P4 = P5)
Step 6 Multiply P4 by the appropriate Body Loss Factor (BF) in CHART 3 to get P6 = (P4 x BF = P6)
Step 7 Multiply P5 by the appropriate Screen Loss Factor (PF or MF) in CHART 3 to get P7 = (P5 x PF or MF = P7)
Step 8 P6 + P7 = Total Pressure Drop
Strainer Size:
1-1/4"
Filtration:
100 mesh lined 1/32" pert.
Flow Rate:
30 gpm
Specific Gravity:
1
Viscosity
25 cP
a) As shown in the above example, the corrected pressure drop (P2) = 1.2 psid
b) Specific Gravity x P2 = P3 (1 x 1.2 = 1.2) P3 = 1.2
c) P3 x CF (from chart 2) = P4 (1.2 x 0.25 = 0.3) P4 = 0.3
d)P3—P4=P5 (1.2 — 0.3 = 0.9) P5=0.9
e) P4 x BF (from chart 3) = P6 (0.3 x 1.2 = 0.36) P6 = 0.36
f) P5 x MF (from chart 3) = P7 (0.9 x 2.5 = 2.25) P7 = 2.25
g) P6 + P7 = Total Pressure Drop (0.36 + 2.25 = 2.61) Total Pressure Drop = 2.61 psid
I COL rON Tel: [phone] Fax: [phone] www.COLTONIND.com [e-mail]
IN170Sr171ES
BULLETIN STR990-1

KmRAIN 4000
DISTRIBUTING VALVES
HE NEXT GENERATION OF
ROFESSIONAL PRODUCTS.
FEATURES/BENEFITS
■ 2 Year Trade Warranty- Factory support up to two years
after purchase.
■ ABS Polymer Construction- High -strength, non -corrosive
body for long product life.
■ Available in 4 and 6 Outlet Models- Can quickly and
easily change from two to six watering zones.
■ Simplicity of Design- Valves are easily maintained and
serviced for long product life.
■ Operates at Low 10 GPM at Pressures of 25-75 PSI -
Reliably automates multiple zoned residential and small
commercial irrigation or wastewater systems.
RAIN..
111C7WAi1.1,9.11•7111r1.1,M 11•7:1,DI AI•7FYI

K-RAIN MODEL 4000:
•
a
SPECIFICATIONS
DISTRIBUTING VALVE
4 Outlet - 1 1/4"x 1 1/4"Models
■ Constructed of High Strength,
The 4000 distributing valve offers a reliable,
4400
No Cam
Non -Corrosive ABS Polymer
economical way to automate multiple zoned
4402
Cammed for 2
■ Flow Range:
residential and small commercial irrigation
Zone Operation
4 Outlet Valve: 10-40 GPM
systems. The simplicity of design and a
4403
Cam med for 3
6 Outlet Valve: 10-25 GPM
minimum of moving parts ensures ease of
Zone Operation
■ Pressure Rating: 25 - 75 PSI
maintenance and long service life.
4404
Cam med for 4
■ Pressure Loss:
Zone Operation
These patented valves allow for the number
4 Outlet Valve
of watering zones to be changed quickly and
Other Options: Add to Part Number
Flow (GPM) 10 20 30 40
easily. They are ideally suited for both city
RCW
Reclaimed Water Use
PSI Loss 2.0 3.0 4.5 6.4
water and pump applications and may also
4 Outlet - 1"x 1" Models
6 Outlet Valve
Flow (GPM) 10 20 30
be used for onsite wastewater or effluent
4410
No Cam
PSI Loss 2.5 4.5 7.5
water applications.
4412
Cammed for 2
■ Inlet: Slip and Glue Connection
The 4000 valve is available in 4 or 6 outlet
Zone Operation
4400 Series: to 1 1/4" PVC Pipe
models. A quick change of the cam allows the
4413
Cam med for 3
4410 Series: to 1" PVC Pipe
valve to operate from 2 to 6 zones. The valve
Zone Operation
4600 Series: to 1 1/4" PVC Pipe
will operate with flows as low as 10 GPM and
4414
Cam med for 4
4610 Series: to 1" PVC Pipe
at pressures of 25 to 75 PSI.
Zone Operation
■ Outlets: Slip and Glue Connections
The distributing valve shall carry a two-year
6 Outlet -
1 1/4"x 1" Models
4400 Series: to 1 1/4" PVC Pipe
trade warranty against manufacturing defects.
4600
No Cam
4410 Series: to 1" PVC Pipe
4600 Series: to 1" PVC Pipe
4602
Cammed for 2
Zone Operation
4610 Series: to 1" PVC Pipe
• W TO SPECIFY
4603
Cam med for 3
■ Dimensions: Height: 5-3/4"
Zone Operation
Width: 5-3/4"
44002
Series_TT -Zones
4604
Cam med for 4
Zone Operation
Outlets
4605
Cammed for 5
INSTALLATION
Zone Operation
■ We Recommend the Installation
4606
Cammed for 6
of an Atmospheric Vacuum Breaker
Zone Operation
Between the Pump and the Valve.
Other Options: Add to Part Number
RCW
Reclaimed Water Use
6 Outlet -
1"x 1" Models
4610
No Cam
4612
Cammed for 2
Zone Operation
4613
Cam med for 3
Zone Operation
4614
Cam med for 4
Zone Operation
4615
Cammed for 5
Zone Operation
4616
Cammed for 6
A IN®
RAIN.
IRRIGATION SOLUTIONS WORLDWIDE"
Zone Operation
K-Rain Manufacturing Corp.
-
1640 Australian Avenue
Riviera Beach, FL 33404 USA
PH:1-561-844-1002 FAX:[phone]
-
1-800-735-7246
EMAIL: [e-mail]
WEB: http://www.k-rain.com
e

�L-L ' ° L
L-`L-ILL42-L�7
o
vow
.- -= ..
w
Y
r
STPP Mvnr �►
6MRT

TYPE PZ
[manual]
IF
E =;,
TYPE PZiB
(programmab/e)
r
TYPE PZi4
(automatic)
I
•
r
• PZ Models (Speed only is adjustable from 15 to 300 SPM)
Manual control • PZD & PZi Models (Adjust speed 1 to 300 SPM plus stroke length adjustment) —
• Enter desired flow directly in ml/min. —
—
Calibration
function
• Calibrate pump flow to actual condition of chemical, —
pressure, viscosity, etc.
♦ —
Control input
• External interlock (Examples: level switch, remote start, reset) —
—
Operation
• Indicates speed and status —
—
display
. Indicates speed, feed rate2, status and other operational data —
— —
• Pulse signal Frequency -divide 1/1 to 1/9999, Multiply 1 to 9999 (See pg.6) —
—
Signal input
4-pin connector
. Analog signal Shift function, Proportional band function (See page 6) —
—
• pH Control/Residual Chlorine Control (See page 8) —
— —
—
• Alarm output (Level switch, injection monitor2) —
— —
Signal output°
8-pin connector
. Operation pulse signal (Synchronous pulse output for each stroke) —
— —
• Operation progress signal (Time or number of strokes remaining in program) —
— —
Alarms
• Alarm display, output and action (run, pause or stop) can be selected —
— —
• Two point level control (See page 9) —
— —
• Power supply for flow checker —
— —
—
Other
functions
• Interval operation (Repeat cycle program, see page 9)
ON time: 1 to 999999 minutes / OFF time: 1 to 999999 minutes
—
• Counter (Countdown batch injection, see page 9) _
1 to 9999 strokes (X1, X10, X100, X1000)
— —
• Head can be turned 90° to allow base to be mounted to a vertical walls
—
—
NOTES: 1. PZi4 and PZi8 Models in sizes -31 /-61 /-12: 50% to 100% stroke length adjustment.
PZi4 and PZi8 Models in sizes-32/-52 plus all PZD and PZiG Models: 20% to 100% stroke length adjustment.
2. PZi8 only when used with Flow Checker shown on page 5.
3. PZi4 has one analog input and one high speed digital pulse input, PZi8 and PZiG have one analog input and two high speed digital pulse inputs. See page 9.
4. Two separate configurable outputs, either open collector (alarm, error, run) or pulse (operational sync or end of cycle).
5. Sizes -31 /-61 /-12 only.
6DEL NUMBER SELECT/ON - The complete model number consists of three parts: TYPE + SIZE + MATERIAL CODE
TYPE — Specify PZ or PZD for manual control; specify PZi4 for external input; specify PZi8 for programmable models.
The largest models are the PZiG Series, available in full programmable type only.
SIZE — Size code selects the capacities per the charts on page 3. Sizes -31, -61 and -12 are available for type PT
Higher capacity sizes -32 and -52 are available for type PZD. All five sizes are available for types PZi4 and PZi8.
The very high PZiG capacities are shown in a separate chart.
MATERIAL CODE — Select from charts on page 4. Type PZi4 + Size -61 + Material code -FFC
Example — The complete model for a pump with a Kynar liquid end with The complete model number becomes
Viton seals rated at 160 ml/min capable of accepting a 4-20mA input would be: PZi4-61-FFC
2

:t
PZD Series pumps offer higher capacities. These models feature
an extra large keyboard and the injection rate can be entered
directly in milliliters per minute.
The injection rate can be set three ways by direct entry of:
— Stroke speed: 1 to 300 spm
— Percentage: 1 to 100% High Capacity models are
— Injection rate: ml/min. available in material codes
VFC, VEC, SS and FTC only.
• Onboard calibration measures the VFC model is shown.
actual discharge volume under the exact
operating condition of the specific installation and chemical,
then stores that value to insure the correct injection rate.
• Manual stroke length adjustment
20% to 100%.
• Set points can be easily viewed
on the LCD.
• Pump head may be rotated to
face in any of the three positions
other than where the keypad
and display are located.
• Pump head can be decoupled
from the controller base for
remote mounting.
PZiG Models offer capacities typically requiring motor driven pumps. Special models
easily handle viscosities of 1000 CPS (up to 4000 CPS at reduced volume).
Powerful onboard controls allow proportional flow rate, pH and residual chlorine control °° 4
by direct analog connection eliminating the PID Controller and Inverter (plus the control �� p
panel to house them), that are required by similar sized motor driven pumps.
The injection rate can be set three ways by direct entry of:
— Stroke speed: 1 to 300 spm Note: Install a pulsation J
— 100 /° Percentage: 1 to '
g ° dampener for discharge lines I� a
— Injection rate: ml/min. greater than 7 feet to achieve
• Manual stroke length adjustment 20% to 100%. maximum pressure capability.
Control Functions also include (see pages 8 & 9): f
• Onboard calibration measures the actual discharge volume under the PZiG
with
exact operating condition of the specific installation and chemical, then stores
that value to insure the correct injection rate. Liquid Head
• Multi -pump proportional flow rate injection from • Batch injection Interval injection
a single direct flowmeter signal (pulse/analog). • Proportional control with shift and proportional band function.
• Two point level switch control (see page 9) • Two line LCD screen displays injection rate and/or operational progress.
Head can be turned 90' to allow base to be
TYPE & SIZE SELECTION CHART: PZ / PZD / PZi4 / PZi9 mounted to a vertical wall (-31/-61/-12 only).
MANUAL EXTERNAL PROGRAMMABLE MAX. CAPACITY MAX. PRIES. DWG./ STROKE MAX. PWR. AVG. PWR.
MODEL INPUT MODEL' MODEL' GIRD GPH ML/MIN. PSI CURVE LENGTH (MM) (VA) (WATTS)
PZ-31-HP z PZi4-31-HP z PZi8-31-HP z 10.5 0.44 28 220 page 7 1.0 200 15
PZ-31 PZi4-31 PZi8-31 12 0.5 30 140 page 7 1.0 200 15
PZ-61 PZi4-61 PZi8-61 24 1.0 60 115 page 7 1.0 250 18
PZ-12 PZi4-12 PZi8-12 38 1.6 100 60 page 7 1.0 250 18
PZD-32 PZi4-32 PZi8-32 137 5.7 360 45 page 7 1.5 500 30
PZD-52 PZi4-52 PZi8-52 204 8.5 540 30 page 7 1.5 500 30
NOTES: I PZi4 models include 2-meter cable with 4-pin connector on one end; PZi8 models include separate 2-meter signal cables, one each with 4-pin and 8-pin connector end.
z High Pressure models are available as PZ-31, PZi4-31 or PZi8-31 only; available in FEC or SS only. Refer to Material Code Chart on page 4.
Available Only in Programmable Models
TYPE & SIZE SELECTION CHART: PZiG (See page 8 for Direct Connection of pH and Residual Chlorine Control Instruments)
PROGRAMMABLE MAX. CAPACITY MAX. PRESSURE DRAWING/ STROKE MAX. POWER AVG. POWER
MODEL GPD GPH ML/MIN. PSI CURVE LENGTH (MM) (VA) (WATTS)
PZiG-300 130 5.4 340 140 page 7 1.5 750 100
PZiG-500 200 8.4 530 100 page 7 1.5 750 100
PZiG-700 288 12.0 760 60 page 7 1.5 750 100
PZiG-1000 380 15.8 1000 45 page 7 1.5 750 100
PZiG-1300 495 20.6 1300 30 page 7 1.5 750 100

standard
Modeh PVC ►
[VFC/VEC)
• General chemical
applications
• Valve seats and
0-rings are
available in
VitonO or EPDM
• Built-in relief valve
OF
i
Universal
Modeh PVDF ►
[FFC/FEC/FTC]
• For most chemicals
and highly corrosive
chemicals
• Valve seats and
0-rings are available
in VitonO, EPDM
or Teflon®
• Built-in relief valve
Chlorine Modeh
t Acrylic [EL]
• Transparent pump
head allows visual
check of valves
• Reduced head volume
and upward sloping
ports vent gas away
from diaphragm
• Improved pump efficien
for countering gas lock
• Built-in relief valve
Chlorine Modeh
t Acrylic [ARPZ)
• CL model with
automatic air release
mechanism
• Derate
capacity
5% for
air release
models
Adapters for NPT
MATERIALS CHART' PZ / PZH / PZi4 / PZiB connection are available
stainless steel
Model [ss]
• For solvents and other
chemicals where plastics
•m are not suitable
C�
To specify pump, choose the type from
the chart on page 2 plus the size from
the chart on page 3 (ex: PZi4-31). Then
add the appropriate material code from
the chart below (ex: PZi4-31-FFC).
Complete instructions regarding Model
Number Selection are on page 2.
MATERIAL
CODE
PUMP
HEAD
TUBE
JOINT
VALVE
SEAT
CHECK
BALL
DIAPHRAGM
FOOT VALVE
&STRAINER
BACKPRESSURE
INJECTION ASSEMBLY
SUCTION
CONNECTION —TUBE*
DISCHARGE
CONNECTION —TUBE*
VFC
PVC
PVC
Viton
Ceramic
PTFE
PVC
PVC
3/8" Tube — Soft PVC'
3/8" Tube — PE'
VEC
PVC
PVC
EPDM
Ceramic
PTFE
PVC
PVC
3/8" Tube — Soft PVC'
3/8" Tube — PE'
CL'
Acrylic
PVC
Viton
Ceramic
PTFE
PVC
PVC
3/8" Tube — Soft PVC
3/8" Tube — PE
All
Acrylic
PVC
Viton
Ceramic
PTFE
PVC
PVC
3/8" Tube — Soft PVC
3/8" Tube — PE
SS
316SS
N/A
EPDM
316SS
PTFE
Not Included
Not Included
3/8" MIN PT— None
3/8" MNPT— None
Fill
PVDF
PP
Viton
Ceramic
PTFE
PVDF — Molded
PVDF — Molded
3/8" Tube — PE 3
3/8" Tube — PE
FEC
PVDF
PP °
EPDM
Ceramic
PTFE
PVDF — Molded
PVDF — Molded
3/8" Tube — PE a
3/8" Tube — PE °
FTC
PVDF
I PVDF
I Teflon
I Ceramic
PTFE
IPVDF — Molded
I PVDF — Machined
1 3/8" Tube — FEP23
3/8" Tube — FEP'
I Not available in -32 or -52 size codes.
z PZ-32 and PZ-52 Models — 18x12 mm Soft PVC Tube for VFC and VEC Models; 15x12 mm PTFE Tube for FTC Models
3 Ceramic Weight Included 4220 psi Model PZ/PZi-3 1 -FEC — 1/4" Tube Joint and Tube— PP
MMTERIALS CHART- PZiG
PZM with ►
VTCF Liquid Hei
MATERIAL
PUMP
VALVE
CHECK
DIA-
BACKPRESSURE
SUCTION/
CODE
HEAD
SEAT
BALL
PHRAGM
STRAINER
INJECTION
DISCHARGE
ASSEMBLY
CONNECTION
VTCE
PVC
EPDM
Ceramic
Teflon
Not Included
Not Included
1/2" FNPT
VTCF
PVC
Viton
Ceramic
Teflon
Not Included
Not Included
1/2" FNPT
VTCll
PVC
Viton
Ceramic
Teflon
Not Included
Not Included
3/4" FNPT
Ill
PVDF
Teflon
Ceramic
Teflon
Not Included
Not Included
1/2" FNPT
FTCTA'
PVDF
Teflon
Ceramic
Teflon
PVDF
PVDF
15x12PTFE '
I High Viscosity Model rated 1000 to 4000 cps. Consult factory for applications greater than 2000 cps.
z Only these models include Foot Valve Strainer, Antisiphon Check Valve,
plus 15x12 mm Teflon Suction and Discharge Tubing. Tubing rated 75 psi max.
*NOTE: 3/8" Tube is 3/8" OD x 1/4" ID;
Adapters for NPT connection are available
4

INCLUDED WITH _
EACH PUMP: -
Foot Valve Strainer*
Back Pressure/Check Valve
Injector with Quill*
Suction, Discharge and
Air Release Tubing* Foot Valve Back Pressure
Strainer Injector
Power Cord with 3-Prong Plug
Signal Cable with Multi -Pin Connectors
(one with PZW & two with PZi8 & PZiG models)
*except some PZiG models (see page 4)
firTERIAL SELECTION CHART
PUMPING LIQUID CONCENTRATION RECOMMENDED
(in alphabetical order) TYPE
Acetic acid 50% VFC/FFC
Acetic acid concentrated 24°C FTC
Aluminum sulfate — VEC
Amine* — SS
Aqueous ammonia — VEC
Calcium/Sodium 12% CL/AR
hypochlorite
Caustic soda — VEC
Ferric/Ferrous chloride — VFC
Ferric/Ferrous sulfate — VFC
Hydrochloric acid 10% to conc. VFC
Hydrogen peroxide 30% VFC
Nitric acid 10% VFC
Nitric acid 30% to conc. FTC
Phosphoric acid 10% to conc. FTC
Poly -aluminum — VEC
chloride (PAC)
Potassium — VEC
permanganate
Sulfuric acid to 40% VFC/FFC
Sulfuric acid concentrated FTC
*Boiler compounds with small amounts of Amine — FEC
ALIT101V — ALL MODELS
• Ambient temperature: 32 to 104°F (0 to 40°C)
Pumped liquids:
Temperature: 32 to 104°F (0 to 40°C),
Viscosity: 100 CPS max. except as noted
• This pump is designed for outdoor use. Avoid
installing pump in a location where service life
could be shortened (i.e., where it is exposed to
direct sunlight or driving rain).
• This pump cannot pump liquids containing a slurry.
• A relief valve should be installed on the discharge
side, if the pump does not have a built-in relief
valve and the discharge piping has a shutoff valve.
5
with
Mode/ FE-1 FLOW CHECKER (shown
PZi8 type
The Model FC-1 Flow Checker output provides pump)
vital information for water treatment programs
requiring feed verification to manage chemistry
and monitor drum inventory.
• The flow checker mounts directly to the discharge
of PZ and PZi metering pumps.
• The flow checker is an oval gear flow meter
which measures the pump output and transmits ±
one pulse for each 1 ml offlow.
• Flow checker output can be connected to •,, f
Model PZi8 Pumps for instantaneous indication
of pump output displayed on the pump LCD.
• Connect the flow checker output to your
controller or PLC (external power supply D/HENSIONS
required if not used with PZi8 type pump).
inches (mm)
FLOW CHECKER SELECT/ON CHART
MODEL NO. MATERIAL USE w/ PUMP MODELt
FC-1 P-P-N1 Ryton* PZ or PZi-31
FC-1 N-P-N1 Noryl** PZ or PZi-31
FC-1 P-P-N2 Ryton* PZ or PZi-61 or -12
FC-1 N-P-N2 Noryl** PZ or PZi-61 or -12
t Not available for larger models.
L/QU/D-END MATERIALS
PART MODEL MODEL
NAME FCAP-❑ FCAN-❑
Body Ryton* Noryl**
Ball Check Ceramic Ceramic
Ball Guide/Joint PVC PVC
Valve Seat/0-Ring EPDM Fluororubber
* Ryton: PPS —Polyp henylene-sulfide (for general chemicals)
** Noryl: PPO—Polyp henylene-oxide (for sodium hypochlorite)
SPEC/F/CATIONS
Pulse constant 1 mL/pulse
Accuracy t3% (Depends on nature of chemical,
flow rate, temperature and back pressure.)
Normal operating pressure 140 psi (10 Kg/cmz)
Momentary maximum 200 psi (14 Kg/cmz)
operating pressure
Temperature 32-104°F (0-40°C) (Liquid should not freeze.)
Liquid viscosity 1 to 50 cps
Output Open collector (Collector capacity: 30V, 30mA)
Power requirement 4.5 to 25VDC (20mA Max.)*
Green LED lights for each pulse output. Red LED on when the power is ON
NOTES: 1. Use flow checker only for clear liquids.
2. Pressure loss is 0.5 Kg/cmz (at maximum flow rate using water).
* + 5V Power Supply provided on board PZi8 Models.

• Digital settings from 15 to
300 pulses per minute on
PZ models and from 1 to 300
pulses per minute on PZi and
PZD models
• High stroking speed
ensures more uniform
distribution of chemical at
low feed rates
• Pump delivery is constant
at any voltage from 94 to
264 VAC single phase and
is not affected by voltage
fluctuations
• Outdoor use —pump is water
and UV resistant. Equivalent
to IEC specification IP65.
Dust proof, wash down
duty (with proper electrical
connection).
PUMP HEAD ERDSS SEETIDIVAL VIEW
Cross Sectional view applies to PVC, Kynar and Type CL Heads;
does not apply to Material Codes ARPZ, SS or any PZiG Liquid Head',
Some models use single check balls.
• Injection of chemicals to boilers and cooling towers
• Chlorine sterilization for food plants, small-scale water -supply
systems, buildings and swimming pools
• Injection of nutrients and disinfectants in the livestock industry,
such as poultry and hog producers, as well as for hydroponic
cultivation
• Very low flow rate injection of low viscosity liquids for any
application (100 CPS max. except high viscosity models)
ALOG 5/G/VAL FINPUT dMATIMNYM
DC4(0) to 20mA input
1. Proportional band function
The proportional band can be adjusted within a range of ±1 % to ±999%.
Pump response to increasing input signal is easily reversed from min. 4mA
and max. flow at 20mA to max. flow 20mA and min. flow at 4mA.
OmA to 20mA range on PZi8 models.
300
100%
50% ,
0 150 - ------ ---- z00%- -_-
E _
30 999 h
04 (0) 4.16 12 20
Analog input (mA)
2. Shift function
Shift can be set within the range ±100%
allowing a min. preset flow at 0 (4mA)
signal or allowing no flow until the input
signal exceeds a preset value.
300
.�..... ._........................................
E 270 - —999%
0 150
—1
04(0) 4.16 12 20
Analog input (mA)
100
i?
0 4(0) Signal 20mA
119 Hose Nut © Support ring
u
© Retaining ring © Protective diaphragm
19 Hose joint
in Ball guide
0 Check ball
ID Valve seat
19 Pump head
d Diaphragm
d 0-ring
PULSE 5/6/VAL /INPUT
w
d Spacer
0 Truss screw
Relief valve
0 Air release valve
0-ring
j Air release nozzle
1. Frequency -division (1/1 to 1/9999 adjustable)
Example: 1/6 frequency -division
2. Multiplication (1 to 9999 adjustable)
Example: 5 times multiplication
(A) Pulses 5 times —next 5 strokes at normal operating speed.
n n n
(A)
(B) Pulses 5 times evenly spaced over one minute.
nnnnnnnnnnn
(B) Injection is more uniform.
5

*YERIVAL
Dimensions are shown in inches (mm).
1118J
A
B
6-11/16
[1701
O
_ 6-1/2
[1651
*The mounting slots
allow mounting from
3-7/16" (87) to
MODELS
4-5/16" (110) centers.
MATERIAL
A B C D
E
VFC/VEC
4Ya (120) 8'/ (206) 3 (76) 3 (76)
11/6 (17)
1A
[6]
FFC/FEC/FTC 43/a (120) 9 (228) 37A (98) 37A (98)
'Y,e (17)
— --+--
CL
3Ya (83) 8 (204) 27A (73) 3 (76)
1 Ya (32)
ARPZ
3Ya (83) 8 (204) 27A (73) 3 (76)
2Ya (57)
SS
31/4(83) 75A (194) 21,6(64) 2'/ (64)
3/ (19)
3-7/16
[871
*The mounting slots
L MODELS
allow mounting from
MATERIAL
A B C D E
IF
3-7/16(87) to
4-5/16" (110) centers.
VFC/VEC
4 (102) 9%(244) 3'/ (88) 3Y2 (88) 1 (25)
3%(86)
FTC
4 (102) 10'/ (256) 4 (101) 3A (83) / (22)
31/4(83)
1/4
SS
4 (102) 9 (227) 3Y (83) N (72) 1 (24)
31,6(89)
[6]
-- [871
I
I
3-7/16
1871
MODELS
PZiG-300/500/7001100011300
MATERIAL
A B* C. D* E
IFVTCE
& VTCF
300/500
5'%(150) 10s%(270) 4(100) 4(100) 2 (50)
9%(247)
3/8
191
700
5'/s (150) 10Ya (260) 3Y2 (90) 3% (90) 2 (50)
9Y'4 (247)
1000/1300
5'/s (150) 10% (265) 3Y'4 (95) 33%(95) 2% (54)
10 (253)
FTCT
/16
_ T3-15
]
300/500
5'/s (150) 11'/a (285) 4Y (115) 3'/s (97) 2 (50)
9Y'4 (247)
700
5'/s (150) 11'/a (285) 4Y (115) 3'/s (97) 2 (50)
9Y'4 (247)
5-11/16
1000/1300
5'%(150) 11%(298) 5 (128) 5(128) 2A(54)
10 (253)
[145]
*For high viscosity liquid end type VTCF-V (all sizes):
B=11s%(294) C=4'%(124) D=4'%(124)
CURVES Conditions: Clean water, Room temperature
Type PZ, PZi4 or PZi8
45
4o
35
£
£ 30
E 25
_
5
V 10
0
5
o
SIZE
❑
-31
80
70
No .£ 60
r
3 £ 50
£
0 40
30
m 0 20
3" 0
v o9
SIZE
❑
-61
120
10o
No E
r £
3 £ 80
E
fi0
411
0
3� 20
0
SIZE
❑
-12
No
F
1p
3
3ry
/
/
50
100
150
(pulse/min)
200
250
300
50
100
150
(pulse/min)
200
250
300
50
100
150
(pulse/min)
200
250
300
PZiG-300
500
2 400
£ N�
300 3
rn 200
0 100
0 3 v
50 100 150 200 250 300
(pulse/min
III
......M
,
-
PZiG-700
(pulse/min)
ME
„
■■■E
0
'
■■■
1AF■■MENE
•
■.E■■■
.
,'FA,,,.
IIIII
PZiG-1000
1200
loon
a� E 800 �� E
3� E 3� E
400
3 ry 200 3
0
50 100 150 200 250 300
(pulse/min)
PZiG-1300
50 100 150 200 250 300
(pulse/min)
3 9
3
7

YOUR SYSTEM IS ENHANCED BY OUTSTANDING CONTROLLABILITY
Proportional Flow Rate Control - Mode%s PZiB & PZiG
Flow meter signals are received directly according to the flow rate of the main piping and the discharge volume is automatically controlled.
Advantage I This eliminates the need for control devices, which have been needed up until now, and reduces the cost of devices.
Cost benefits: Digital panel meters, PID controllers and inverters are no longer required.
Example: Any additive injected proportional to flow in a line
-------- - - - - -- L, Static mixer PZiG
' — — system
Flow meter
Inverter Motor -driven
Control pan 1\
pumpr —
DISINV—
Display ----- [
DS
PID controller Servo motor
Servo controller
<50:1 control>
PH Control - Madei PZi& only
Discharge volume (%
100 --
----y ----- y
0
100 Main piping
flow rate (%)
i
i
PZiG
i
i
Control signals from the pH meter are received and chemicals are automatically injected
Advantage I according to the preset pH value. This simplifies the configuration of the control devices.
Cost benefits: Two PID controllers and two inverters are no longer required.
Example: On -site pH control
PZiG
system
Motor-drivenE Motor -driven
pump
1.
Agitator pump
AG r ---'
INV INV
g PID PID Inverter
PID controller
i
._______ PH pH meter
sterilization — Madei PZi& only
<300:1 control>
Alkali injection amount Acid injection amount
100(%)---------- 100(%)-----------
T t
PZiG setting PZiG setting
for alkali use for acid use
0 0
6.5 7 pH 77.5 14pH
*The pH 6.5 to 7.5 range is set as the dead band.
AGI - - - - - I
Alkali tank Acid tank
PZiG for PZiG for
alkali use--------- acid use
i PH ------------
Advantage I Automatic control is possible on the pump unit merely by receiving signals directly from the residual chlorine meter and setting the target residual chlorine value.
Cost benefits: Control panels (PID controllers and inverters) are no longer required.
Example: Disinfection using electrolytic sodium hypochlorite in swimming pools
Residual chlorine meter PZiG
Electrolytic sodium
system
RM hypochlorite
Control panel generating unit
' � 0
P PID INV
PID controller Motor -driven pump
Inverter
H
Chemical injection amount
100 (%)
T
0
0.5 1mg/L Residual chlorine
concentration

Multi -liquid Proportional Flaw Rate
Injection - Models PZi6 * be PZiG
Multiple PZiGs inject different chemicals according to preset
Advantage values while calculating the signal from a single flow meter.
This eliminates the need for a signal distributor.
Flow meter
-------- (pulse/analog)
PZiG
em O O O
*Input is ;
connected to
one PZi8 pump: PZiG ; PZiG
Multiple PZi4
pumps would ;
follow the pulse
output of the ; ;
Polyaluminum ; Sodium Sodium
PZi8 pump. ; ihloride ; hydroxide ; hypochlorite
Note: ------------ ----------
Multiple PZiG pumps take pulse or analog signal directly: A single PZi8 pump would
take a pulse or analog signal directly and slave a second or third pump to its output.
Batch injection [counter]
- Models PZi6 be PZiG
Pump operation starts on command signal. Operation auto-
matically stops and operator is notified of completion when
g a preset count is reached. Maximum number of pulses 9999x1,
x10, A 00 or A 000 (555 hours max. run time).**
2--paint Level Switch -based Cantral
- Models PZi6 ac PZiG
A 2-point level control enables output of an alarm at
Advantage the liquid level "low limit" and stops pump operation at
the "low -low limit."
Alarm
Ce(ystimG .-------------------
'
I
PZiG
lnterval Injection [repeat cycle)
- Models PZiB FL PZiG
The pump is repeatedly started and stopped by a preset
Advantage timed program. ON time and OFF interval can be easily
set from 1 to 9999 minutes respectively.**
*Calibration function assures accuracy greater than ordinary pumps in these applications (see page 3).
**Pump operation can be interrupted by a remote signal at any time; program resumes when restarted.
Discharge completed display
�1 Start signal
PZiG , _ _ _ _ PZiG
s stem = ; system
PZiG
CONTROL VARIATIONS - Models PZiB do PZiG
Stroke speed
Stroke length adjustment
Analog input 4-20 mADC (110 ohm)
Digital input high speed (125 Hz max.) Open collector
Digital input low speed (10 Hz max.) Open collector
Power supply output+5VDC (10 mA max.)
1-300 spm (1 spm step)
Z0-100%*
Stop signal
0
e ,
PZiG
Stop input
Level switch input
1 �- Alarm reset input
Z Start/reset input
2 Operation signal output
1 Operation sync pulse output'
Display unit selection (%, ml, spm)
End signal outputz
Manual mode
Analog input error alarm 3
Analog mode I Analog signal
4-20 mADC
Inpule pulse buffer overflow alarm 3
Im
Pulse signal
1/1-1/9999
Level error alarm 3
Pulse signal
1 to 9999 times
Injection monitor error alarm 3
Count mode Number of strokes
1-9999 (x1, 10, 100, 1000)
1. Output in sync with solenoid operation.
Interval mode ON/OFF time
1 to 9999 mins / 1 to 9999 mins
2. Output when operation for preset count is completed.
3. Alarm display, alarm output and pump operation can
*50-100%for sizes-31/-61/-12
be selected in response to an alarm condition. 9

t
_zLL� L- L L7 L LL::L
CORPORAT/ON
STOPS
MODEL
ENE-75-PVE
Use: Injection of
chemicals pumped
by metering pumps
into tanks, mains, " °
cooling towers and
process systems.
Bf NPT
12"
Request Bulletin CS (MAX.) C INLET
MATERIAL SIZE DIMENSIONS
MODEL OF CONST. (A) B C D
CS2-75-PVC CPVC V NPT 7V 5% 2"
CS2-100-PVC CPVC 1" NPT T/" 6'/" 1'A
Kynar, 316 SS and C-20 also available.
POLYETHYLENE SOLUTION
TANKS dr. AGITATORS
For PZ Series Pumps
(Top Mounted)
• Self Supporting
• For Corrosive or Non -Corrosive NsptureP
Solutions -
• Molded cover will accept
"PZ" Series Pumps and
Neptune Economy Agitators
• 30 or 50 Gallon Sizes
TANKS
MODEL SIZE HEIGHT DIA. MAX. WEIGHT
ST-30 30 Gal. 23" 22" 19 lbs.
ST-50 50 Gal. 32Yz" 22" 20 lbs. MODEL
5T-50
AGITATORS — PVC suction tubing protector pipe included
MODEL DESCRIPTION WEIGHT
AN-316-30 316SS shaft and propeller, fits 30-gallon 14 lbs.
polyethylene tank; 19" long shaft
AN-316-50 316SS shaft and propeller, fits 50-gallon 14 lbs.
polyethylene tank; 29" long shaft
AN-E-30 Epoxy -coated shaft and impeller, fits 30- 14 lbs.
gallon polyethylene tank; 19" long shaft
AN-E-50 Epoxy -coated shaft and impeller, fits 50- 14 lbs.
gallon polyethylene tank; 29" long shaft
PORTABLE ' _ ,•, "'P
MINI -TANK FEEDERS
Mini -tank system offers portability and economy.
Compact 23'/2" wide, 36" long, 29" high size
fits through doorways, in elevators and allows
installation in small areas. Tank removes
from base for ease of _
transport and handling. MODEL DESCRIPTION
MT-30 30 Gallon System includes polypropylene suction piping
• Total weight: 40 lbs. with isolation valve and "Y" strainer (pump not included)
plus pump MT-30T 30 Gallon Molded Tank and Base Only
MODEL
• Use with electronic or OPTIONS AND ACCESSORIES
MT-30
motor driven pumps MT -CC Calibration Column
• 8" manway standard MT -CT Containment Basin
Request Bulletin FDP/CFS MTA 1/20 HP Mixer
NIMBLE SKID
FLEXIBLE PUMP PACKAGES
Nimble Skids one - ---'-`- "-- -'
feed system ready
or semi bulk tank<_
Standardized
design with a
menu of optio
allows design
flexibility and
rapid delivery
at an afford-
able cost.
Controls and
Automation
are available.
Request
Bulletin FDP/C
Specifications and dimensions for the products in this bulletin are subject to change without notice.
IVePCHEMICAL PUMP CO., INC.
P.O. Box 247 • Lansdale, PA 19446-0247
Tel: [phone] • Fax: [phone]
Toll -Free Tel: 1-888-3NEPTUNE (1-888-363-7886)
Toll -Free Fax: [phone]
Web Site: http://www.neptunel.com
E-mail: [e-mail]
SOLD BY.-
© 2007 Neptune Chemical Pump Co., Inc. All Rights Reserved Bulletin PZ-07 P/N ZL107971 Printed in U.S.A.

Damon Farm - Hingham, MA
Aquapoint
39 tarkiln Place
New Bedford, MA 02745
Electrical Requirements:
Montague WWTF - NC
UNIT PROCESS
Model
CONTROL
#
#
HP
Voltage
FLA/
Run time
COMMENTS
MECHANISM
OF
PER
Locked
hrs/day
Units
Unit
(Amps/Unit)
1) Flow Equalization
1
Level control to consist of:
Barnes EQ Grinder Pumps
SGVH2O22L
Timer
2
2
240VAC/60Hz/1 ph
15
8
1) Low level shutoff & alarm float
2) Lead Float (timer enable)
Float Switches
SJE 1003259
Float
4
NA
120VAC/60Hz/1 ph
NA
NA
3) Lag Float (both pumps
run)
4) High level alarm
2) 24/20-950 Bioclere Units
2
Goulds Dosing Pumps
LSP0711 F
Timer
2
0.75
115VAC/60Hz/1 ph
7.1
20
Goulds Recycle Pumps
1 DW51 COEA
Timer
1
0.5
115VAC/60Hz/1 ph
10.3
varies
Usually 1 or 2 hrs per day
Papst Ventilation Fan
4606
1
0.05
115VAC/60Hz/1ph
0.02
24
Low level float switch
SJE 1003259
Float
1
115VAC/60Hz/1 ph
Low float prevents recycle
3) Post Bioclere Lift Station
1
Level control to consist of:
Barnes Lift Pumps
SE411
Timer
2
0.4
115VAC/60Hz/1 ph
12
8
1) Low level shutoff & alarm float
2) Lead Float (timer enable)
Float Switches
SJE 1003259
Float
4
NA
120VAC/60Hz/1 ph
NA
NA
3) Lag Float (both pumps run)
4) High level alarm
4) Moving Bed Anoxic Zone
1
Mixer controlled by VFD
with inverter to create 3 ph
UET Top Mounted Mixer
XCEL-4
VFD
1
1
240VAC/60Hz/3ph
3.8
24
Barnes Sludge Return Pump
SE411
Timer
1
0.4
115VAC/60Hz/1 ph
12
Varies
Level Controls Consists of:
Float Switches
SJE 1003259
Float
3
115VAC/60Hz/1 ph
NA
NA
1) Low & High level alarms
2) Sludge return timer activate
5) Sand Filter
2
Level control to consist of:
1) Low level shut off & alarm float
Goulds Filter Feed Pump
WE0512H
Float
1
0.5
240VAC/60Hz/1 Ph
7.3
8
2) Feed pump enable float
Goulds Filter Backwash Pump
WE1512H
Float
1
1.5
240VAC/60Hz/1 Ph
15.7
0.001
3) Feed high water alarm
Float Switches
SJE 1003259
Float
5
NA
115VAC/60Hz/1ph
NA
NA
4) Backwash low level disable
5) Backwash enable float

Damon Farm - Hingham, MA
Aquapoint
39 tarkiln Place
New Bedford, MA 02745
UNIT PROCESSES
Model
CONTROL
#
#
HP
Voltage
FLA/
Run time
COMMENTS
MECHANISM
OF
PER
Locked
hrs/day
Units
Unit
(Amps/Unit)
6) UV Disinfection System
2
Hallet UV Disinfection Units
H-30_1.5"
1
NA
115VAC/60Hz/1 ph
1.5
24
Papst Cooling Fan
4606
1
0.05
115VAC/60Hz/1 ph
0.02
24
7) Chemical Feed Systems
Alkalinity Feed Pump
NSP-M160-PVC
Timer
1
18 W
115VAC/60Hz/1ph
1.5
varies
Controlled via timer
Alkalinity Mixer
ANS-316-50
Timer
1
0.05
115VAC/60Hz/1 ph
2
varies
Controlled via ON/OFF switch
Carbon Feed Pump
NSP-M50-PVC
Pump Sig
1
18 W
115VAC/60Hz/1 ph
1.5
varies
Controlled via lift pump signal
NOTES:
1) Equipment to be controlled by six (6) individual
PLR control panels in NEMA 4X
enclosures.
- Flow Equalization Grinder Pump Panel: 20" W x 24" T
- Bioclere Control Panel: 24" W x 30" T
- Post Bioclere Lift Station Panel: 14" W x 16" T
- Moving Bed Anoxic Control Panel: 24" W x 30" T (Note that this panel has 4" vent shrouds on both sides so actual width is 32").
- Sand Filter Control Panel: 30" W x 36" T
- Chemical Feedl Contrl Panel: 12" W x 14" T
2) Above voltages and phase may be adjusted to accommodate the sites electrcial service(s).
REVISION DATE: 4/16/20

Damon Farm - Hingham, MA
Aquapoint
39 tarkiln Place
New Bedford, MA 02745

L. SITE MAPS
This section includes 11 x 17-inch site maps that have been signed, sealed, and dated by
a North Carolina licensed Professional Engineer, in accordance with 15A NCAC 02T
.0504(d).

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LEGEND
13' BASE FLOOD ELEV.
100 YEAR FLOODPLAIN
500 YEAR FLOODPLAIN
PkWK
MONTAGUE WWTF
FEMA FLOODPLAIN LOCATIONS
WKD PROJECT # 20200054.00.CL
FEB. 2020
iffDICKSON
N
0 400 800 1,200 1,600
Feet

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FLOOD INSURANCE RATE MAP
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FEBRRIAY 16, 200i 01202285M
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M. POWER RELIABILITY PLAN
This section includes documentation of power reliability, in accordance with 15A
NCAC 02T .0505(1).

Date: April 15, 2020
To: North Carolina Department of Environment and Natural Resources
Division of Water Quality
Aquifer Protection Section
Land Application Unit
1636 Mail Service Center
Raleigh, NC 27699-1636
From: James Holland; P.E., W.K. Dickson & Co., Inc.
Subj : Permit 9
East Coast at Montague Wastewater Treatment Facility
W.K. Dickson Project Number 20200054.00.CL
Per 15A NCAC 2T .0505(1), the following items have been incorporated into the East Coast at
Montague Wastewater Treatment Facility design to ensure reliability:
• A wet weather storage tank with 5 days -worth of storage capacity is provided.
• All pumps and essential treatment components are provided in duplex.
Specifics pertaining to this equipment may be found in the design specifications, plans and details
included in this submittal package.

N. OPERATIONS AND MAINTENANCE PLAN
This section includes documentation of the plant's Operations and Maintenance Plan,
per 15A NCAC 02T .0507.

East Coast at Montague WW IP
Operation and Maintenance Plan
East Coast at Montague WWTP
Wastewater Treatment Plant
Pender County, NC
April 2020
TABLE OF CONTENTS
TABLEOF CONTENTS............................................................................................................................1
A.
WASTEWATER....................................................................................................................................2
1.0 Introduction.....................................................................................................................................
2
2.0 Characterization of Wastewater...................................................................................................
2
3.0 Source...............................................................................................................................................
2
4.0 Physical Characteristics.................................................................................................................
3
5.0 Biological Characteristics...............................................................................................................6
6.0 Chemical Composition...................................................................................................................
8
7.0 Plant Start-up.................................................................................................................................13
8.0 Operation & Process.....................................................................................................................14
B.
FLOW EQUALIZATION TANK...................................................................................................17
C.
PRIMARY SETTLING TANK........................................................................................................18
D.
HIGH RATE TRICKLING FILTERS.............................................................................................18
1.0 Introduction...................................................................................................................................18
2.0 Process Description......................................................................................................................19
3.0 Characteristics...............................................................................................................................19
4.0 Mechanical Description...............................................................................................................
20
5.0 Design Parameters........................................................................................................................21
E.
POST BIOCLERE LIFT STATION.................................................................................................
28
F.
POST ANOXIC MOVING BED BIOFILM REACTOR (TERTIARY DENITRIFICATION) ..29
G.
FINAL SLUDGE SETTLING / FILTER FEED TANK.................................................................32
H.
GRANULAR MEDIA FILTRATION............................................................................................
32
1.
PRESSURE ULTRAVIOLET DISINFECTION SYSTEM............................................................35
J.
WET WEATHER STORAGE..........................................................................................................35
K.
DRIP IRRIGATION SYSTEM........................................................................................................35
1.0 Introduction...................................................................................................................................
35
2.0 Maintenance Requirements.........................................................................................................36
3.0 Cover Crop Maintenance.............................................................................................................36
L.
SAFETY MEASURES......................................................................................................................
36
1.0 Restriction of Access....................................................................................................................36
2.0 Emergency Contact.......................................................................................................................36
M.
SPILL CONTROL PROVISIONS...............................................................................................
36
1

East Coast at Montague WW IP
A. WASTEWATER
1.0 Introduction
Effective operation and control of a wastewater treatment plant (WWTP) requires that the
operator have a thorough knowledge of the composition of the influent, effluent, and internal
process streams. To obtain that knowledge, the operator determines the characteristics of the
raw wastewater and streams by collecting and analyzing representative samples throughout the
plant. This chapter provides the operator with a basic understanding of wastewater
characterization and sampling necessary to operate the plant effectively.
2.0 Characterization of Wastewater
Wastewater can be characterized based on source, physical and biological characteristics, and
chemical composition. The toxicity of the plant effluent can also be determined by
biomonitoring. Procedures for chemical, biological, and physical analysis are completely
described in Standard Methods for the Examination of Water and Wastewater (APHA, 1995)
and Methods for Chemical Analysis of Water and Wastes (Kopp et al., 1983). Characterization
of plant influent, effluent, and internal process streams provides plant operations personnel the
information they need to properly control treatment processes. Depending on the size of the
WWTP and composition of the influent, wastewater characterization may require a few simple
tests or several more complex tests in a well-equipped laboratory. As an alternative to maintain
a plant laboratory, an outside agency or private laboratory approved by the regulatory agency
may provide the necessary analytical service. In either case, the operator must determine the
specific information needed for each sample site. The following paragraphs describe the
various types of data that might be needed for process control and influent and effluent
monitoring. The plant's National Pollutant Discharge Elimination System (NPDES) permit lists
many of the pollutants to be tested.
3.0 Source
Wastewater can typically be categorized as originating from domestic, commercial, or industrial
sources. Wastewater is also characterized as emanating from combined sewers conveying both
wastewater and stormwater or from a separated system conveying principally wastewater. The
wastewater's source significantly affects the physical, chemical, and biological composition of
the wastewater and, as a result, the treatment plant's processes. Domestic wastewater comes
primarily from residential, nonindustrial business, and institutional sources. Except for small
treatment plants serving residential communities, most plants treat some commercial and
industrial wastewater. Wastewater with a predominantly domestic origin tends to be fairly
uniforms in composition; varies somewhat among communities because of differing social,
economic, geographic, and climatic conditions. Composition and quantities of domestic
wastewater in some systems vary seasonally because of contributions from large institutions
such as colleges or from resort areas where the population fluctuates widely. Most municipal
sewers convey wastewater from industrial and commercial sources as well as from domestic
sanitary sources. Industrial wastewater typically contains substances derived from raw
2

East Coast at Montague WW IP
materials, intermediate products, byproducts, and end products of the industries'
manufacturing or production processes. Industrial wastewater changes with changing
production mixes and schedules. That wastewater is, therefore, more variable than domestic
wastewater. Food -processing wastes, which typically contain high concentrations of soluble
organic constituents, often cause extreme variations in plant loading because of the seasonal
production associated with crop harvests. Food -processing wastes may also be nutrient -
deficient (for example, low in nitrogen), which can have an adverse effect on the activated -
sludge process at the WWTP. Commercial sources, such as retail businesses, may contribute
primarily domestic wastewater; other commercial sources, such as warehouses and distribution
center, may contribute variable wastewater from washing and other operations.
The plant operator needs to know whether the wastewater influent comes from separate or
combined collection systems because the stormwater flows from combined systems can
adversely affect plant hydraulic. Even plants served by separate sanitary sewer systems receive
some extraneous water from inflow of surface runoff and infiltration of groundwater.
Infiltration and inflow cause seasonal flow variations; these effects are influenced by the age,
condition, and type of collection system. Combined systems cause major changes in wastewater
flow from runoff of stormwater or snowmelt. In addition to the hydraulic effects on the plant,
other effects may result from the organic matter and dissolved contaminants contained in the
runoff flushed from streets and other impervious surfaces. The effects of hydraulic and
pollutant loadings from combined sewers are especially pronounced during the first hours of a
storm following a dry period.
Although characterization of wastewater by source provides some general information about
plant influent, such information is insufficient for either process control or permit compliance.
Most of the necessary data depends on testing the influent, effluent, and plant process streams
to determine their physical, biological, and chemical characteristics. Biomonitoring of the plant
effluent can determine its toxicity.
Obtaining reliable test data depends on carrying out a quality assurance/ quality control
(QA/QC) program as outlined in Handbook for Analytical Quality Control in Water and Wastewater
Laboratories (U.S. EPA, 1979). Such a program includes the analysis of duplicate samples,
samples, spiked with known concentrations, and standard samples. Another program element
involves splitting samples with other laboratories and comparing test results.
4.0 Physical Characteristics
The physical characteristics of wastewater include temperature, color, odor, turbidity, flow
variability, conductivity, and settleability. Plant operators can simply observe several of these
physical characteristics to obtain a rapid indication of unusual influent or plant operating
conditions.
4.0.1 Temperature
3

East Coast at Montague WW IP
The temperature of wastewater indicates the amount of thermal energy it contains. The two
temperature scales, degrees Celsius (°C) and degrees Fahrenheit (°F), are interrelated by the
following two equations.
°C = 0.555 6(°F-32) (17.1)
OF =1.800(°C) + 32 (71.2)
Wastewater is typically somewhat warmer than unheated tap water because wastewater
contains heated water from dwellings and other sources. As buried pipes convey wastewater
long distances to the plant, the influent temperature usually approaches the temperature of the
ground. Accordingly, summer wastewater temperatures exceed winter temperatures; the
annual mean wastewater temperature ranges between 10 and 200C (50 and 700F).
In general, the rate of biological activity depends on temperature. Thus, up to a limit, as
temperature increases, microorganisms. Accelerate consumption of organics and use of oxygen
in the wastewater. The reaction rates approximately double with every 10°C (18°F) increase in
temperature up to the level at which is higher temperatures begin to inhibit biological activity.
A significant increase in temperature for a short period usually indicates the presence of an
industrial discharge. A significant drop in temperature often indicates intrusion of stormwater.
Wastewater treatment plant operators in areas subject to wide temperature swings between
summer and winter must be aware of the effect that changes in temperature will have on the
activity of the microorganisms. Usually, the warmer the temperature, the higher the activity.
4.0.2 Color
The color of the wastewater depends on the amounts and types of dissolved, suspended, and
colloidal matter present. Normal fresh wastewater is gray; wastewater becoming anaerobic will
be darker, providing an excellent indication of the need for further aeration. Other colors
usually indicate the presence of industrial discharges. For example, green, blue, or orange
discharges may emanate from plating operations, red, blue, or yellow discharges are often dyes;
and white, opaque discharges often come from dairy wastes or latex paint. Knowledge of the
types of industries contributing to the collection system and the colors of their discharges is of
great value to the operator.
4.0.3 Odor
Odor, a highly subjective parameter, can nonetheless offer valuable information. The human
nose, a sensitive odor -detecting system can often smell wastewater constituents. Fresh
wastewater typically produces a musty odor. Other wastewater odors, such as petroleum
solvent, or other abnormal scents indicate an industrial spill.
4

East Coast at Montague WW IP
Because some of the compounds present in wastewater may be toxic, caution must be used
when smelling wastewater, especially when smelling bottled samples. Detection of unusual
odors in a plant, particularly in confined areas, requires exercising caution and strict adherence
to safety procedure.
Anaerobic decomposition of wastewater produces hydrogen sulfide, which has a distinctive,
rotten -egg odor. When hydrogen sulfide is present, measures to increase the oxygen content of
the liquid stream must be taken. In addition to indicating process problems, the presence of
hydrogen sulfide raises concerns for other reasons; it is poisonous at relatively low levers,
corrosive to concrete, and potentially explosive. Methane gas, which is even more explosive,
may also accompany hydrogen sulfide. The conditions that produce methane and hydrogen
sulfide demand oxygen, often resulting in an oxygen -deficient atmosphere. Therefore, the
presence of hydrogen sulfide and methane demand extreme caution and rigorous application of
the established safety procedures.
4.0.4 Turbidity
Turbidity, measured with a device called a turbidimeter, typically indicates the quantity of
suspended material in the flow stream, particularly at low solids concentrations. Turbidity does
not directly correlate with suspended solids concentrations because color can interfere with the
turbidity measurement; nonetheless, it affords a relative indication of solids levels, especially in
secondary effluent. On-line turbidity meter, located at the outlets form the secondary clarifiers,
can rapidly indicate solids carry-over, allowing quick corrective actions. Turbidimeters on
secondary effluent typically require extensive maintenance to ensure that they maintain
accurate readings. Solids tend to foul the unit.
4.0.5 Flow Variations
Wastewater flows typically vary consistently during days, weeks, seasons, and years. Daily
(diurnal) flow variation depends largely on the size of the collection system. In general, the
smaller the collection system, the greater the diurnal variation. Other influences on flow
variation include the number and type of pumping stations, the types of industries served, and
the population characteristics.
Daily flows for small WWTPs typically peak between 8:00 a.m. and 10:00 a.m., between 12:00
p.m. and 2:00 p.m., 4:00 p.m. and 7:00 p.m. Minimum flows typically occur late in the evening
and early in the morning. The flow peaks and minimums tend to smooth out as the length of
the collections system increases. Depending on the system size, the typical daily peak flow
exceeds the daily average flow by 50 to 200%.
4.0.6 Conductivity
The conductivity of the wastewater indicates the quantity of dissolved material present.
Wastewater has a normal range of conductivity associated with the dissolved solids
5

East Coast at Montague WW IP
concentrations in the water supply. A significant increase in the conductivity of the wastewater
indicates an abnormal discharge, probably from an industrial source.
Conductivity measurements can be sued to determine flow time between pump stations or
between other points in the collection system. This procedure involves injecting a solution of
conductive material, such as salt, to the flow and nothing the elapsed time until conductivity
increases at the downstream point.
4.0.7 Settling
The solids in wastewater are classified as dissolved, colloidal or finely divided, floatable, and
settleable. The dissolved, colloidal, and floatable solids are included in a single group known as
nonsettleable solids.
Dissolved solids remain in liquid solution and are defined as the solids that will pass through a
0.45-um membrane filter (APHA, 1995). Sugar and salt are examples. Colloidal solids -
extremely fine particles -will not settle from the liquid portion but can typically be filtered from
the liquid with a 0.45-um membrane filter. Floatable solids are those materials that will float on
the surface when wastewater stands quiescently. Floatable, often containing a high proportion
of oils and greases, are generally associated with high levels of pollution. Solids will settle from
the liquid portion under quiescent conditions. Settleability is measured by either a 1-hour
settling test or a 30-minute procedure. Standard Methods (APHA, 1995) presents specific
procedures for both tests, which are outlined below.
ONE -HOUR VOLUMETRIC TEST FOR SETTLEABLE SOLIDS.
The 1-hour settling test requires a piece of glassware called an Imhoff cone. This test, used for
raw wastewater and primary effluent, determines the quantities of settleable matter present in
each, thereby allowing the efficiency of the primary clarifies to be estimated. The
measurements expressed as mL/L for primary effluent.
THIRTY -MINUTE SETTLED SLUDGE VOLUME TEST.
The 30-minute settling procedure for activated -sludge processes provides data on the settling
characteristics of the biological floc. Specific applications of that test are described in Chapter
20. The testing equipment typically includes either a 1-L graduated cylinder and a volume of 2
L. The test measurements, expressed as mL/L, for the settled sludge may have test values
significantly above that range, an indication of potential operational problems. The 30-minute
settling data, when combined with the mixed liquor suspended solids (MLSS) data, can be used
to calculate a parameter called the sludge volume index (SVI). The SVI is defined as SVI =SSV X
1 000/MLSS. The normal SVI range is 50 to 150.
Chapter 20 discusses the significance of SVI.
5.0 Biological Characteristics
C$I

East Coast at Montague WW IP
Bacteriological testing determines the presence of pathogenic (disease -causing) organisms or
indicator bacteria for such organisms in the raw wastewater, process streams, and treated
effluent. As testing for all the possible pathogens is impossible, the accepted procedure
involves testing for what is called indicator bacteria. Their presence signals the likely presence
of pathogens. The most used indicator bacteria include total and fecal streptococcus. Direct
tests for viruses may also be performed, but they entail a more complex process requiring
special equipment and expertise. Analysis procedures for coliform and streptococcus are
included in Standard Methods (APHA, 1995). Microscopic examination of the wastewater and
activated sludge provides a qualitative measure of biological characteristics.
1.4.1 Indicator Bacteria for Pathogens.
Both total and fecal coliform bacteria, found in large numbers throughout the environment, are
also present in large numbers in raw wastewater. Secondary treatment substantially reduces
bacteria levels, but large number persist in secondary effluents.
Total and fecal coliform bacteria are not to resist the effects of disinfections better than most
pathogens, they are much more numerous than pathogens, and they are easily counted.
Therefore, a low coliform count suggests that few, if any, pathogenic survive. Both total and
fecal coliform are reported in units of colonies per 100 mL if the membrane filter technique is
used, or as the probable number (MPN) per 100 mL if the multiple -tube method is used.
Because most permits contain a coliform limit, some means of disinfection, such as chlorination,
is typically needed to meet the limit.
Fecal streptococcus testing resembles that for coliforms but used different conditions for
selecting the bacteria. Fecal streptococcus bacteria are pathogens that are more prevalent in the
feces of animals than of humans. The ratio between fecal coliforms and fecal streptococcus is
sometimes used to determine whether bacterial contamination originates from humans or
animals. A ratio greater than 1 typically indicates and animal source as a result of a nonpoint
source.
A U.S. Environmental Protection Agency (U.S. EPA) water quality criteria document (1986)
concerning bacteria recommended the use of E. coli or enterococci as the indicator
microorganisms for establishing freshwater bacterial criteria, based on the strong correlation
between the incidence of gastroenteritis and the numerical densities of these microorganisms.
Analytical methods using membrane filter techniques (U.S. EPA, 1986) have been published for
the E. coli and enterococci tests. To date, few stated have adopted the new bacterial guidelines
in their water quality standards.
1.4.2 Viruses
In municipal wastewater, viruses occur less frequently than bacteria and are much more
difficult to measure. As viruses resist disinfection more than most bacteria, their presence is
sometimes used to assess the effectiveness of disinfection techniques.
7

East Coast at Montague WW IP
1.4.3 Microscopic Examination
Microscopic examination of wastewater and process streams can provide valuable information
on the biological characteristics of the system and is a powerful tool for process control,
particularly for activated sludge. Examination of sludge under a microscope can reveal sludge
conditions and warn of impending process problems. Microscopic examination can show floc
appearance, clarity of supernatant liquid, types and distribution of protozoa, and presence or
absence of filamentous bacteria. The information obtained from microscopic examination is
described more completely in Activated Sludge (WPCF, 1987).
6.0 Chemical Composition
Chemical analysis of wastewater and internal process streams, according to the procedures in
Standard Methods (APHA, 1995) or the U.S. EPA manual (Kopp et al., 1983), provides a wide
variety of information concerning the characteristics of the wastewater and the condition of the
treatment processes. Chemical testing provides information on the concentrations of the
specific substances for which the tests are designed. This information, especially when coupled
with flow to calculate mass loading, allows the operator to monitor and control the treatment
processes.
Compliance with the plant's NPDES permit may require several chemical analyses. Chemical
constituents can be separated into numerous categories, depending on the purpose of the
classification.
In some cases, the soluble and particulate portions of a parameter must be differentiated. Such
information may help evaluate performance of treatment units or expected performance if a
new design is being considered. The distinction between soluble and particulate components
requires first measuring the sample to obtain a total value for the parameter of interest and then
repeating the analysis on the sample after it has been filtered through a 0.45-um membrane
filter to determine the soluble concentration. The particulate concentration represents the total
concentration less the soluble concentration.
1.5.1 PH
The pH is a measure of the concentration of hydrogen ions in a solution. The normal pH scale
ranges from 1 to 14, with a neutral reading of 7. Readings below 7 indicate an acidic condition
and those above 7 a basic condition. The pH is extremely important in biological wastewater
treatment because the microorganisms remain sufficiently active only within a narrow range
between pH 6.5 and 8.Outside of this range, pH can inhibit or completely stop biological
activity. Nitrification reactions are especially pH sensitive. Biological activity declines to near
zero at a pH below 6.0 in unacclimated systems.
Raw wastewater typically has a pH near 7; any significant departures may indicate industrial or
other nondomestic discharges. Anaerobic conditions observations such as sulfide odors and
black color, provide evidence of septic reactions in the collection system or within the treatment
1.1

East Coast at Montague WW IP
process. Nitrification reactions in the secondary aeration basins may reduce pH enough to
inhibit biological activity in some low -alkalinity systems described below.
1.5.2 Alkalinity
Alkalinity is a measure of the ability of the wastewater to neutralize acid. For convenience,
alkalinity is reported as milligrams per liter of calcium carbonate; many other compounds,
however, contribute to alkalinity. The characteristics of the raw water supply influence
alkalinity, which can be high in areas having "hard water," such as some parts of southern
California, or extremely low in areas having "soft water," such as the Pacific Northwest.
A high -alkalinity wastewater allows a wastewater treatment plant to better survive an acidic
industrial discharge. Some process conditions, such as nitrification in the secondary units, will
consume alkalinity. Thus, a reduction in alkalinity across the secondary process units provides
one signal of likely nitrification in the secondary process.
1.5.3 Solids
From a chemical analysis standpoint, solids are into several different fractions. Determination
of the various forms of solids and their concentrations provides useful data for the
characterization of wastewater and control of treatment processes.
Total solids can be divided into suspended solids and dissolved solids. Each of these groups
can be further divided into their volatile and fixed fractions. Control of the processes requires
that the operator know the solids content of the influent, effluent, and treatment process
streams plus the methods for solids measurements.
Total solids represent the mass of material remaining after the water is evaporated at a
temperature of 103°C. The actual drying time depends on the mass of the solids being dried
and the type of drying oven used. Standard Methods (APHA, 1995) recommends drying
overnight or until weight remains constant after successive dryings and weighings. In any
event, enough drying time must elapse to ensure removal of all moisture form the sample.
Total volatile solids represent the weight of material lost when burning the total solids
component at 550°C. Burning time, like drying time for the total solids, depends on the mass of
the sample. Ignition continues until all carbon has been volatilized. Then, only fixed residue or
ash remains.
Suspended solids, also referred to as nonfilterable residue, represent the weight of solids
remaining on a glass fiber filter following filtration and drying at 103°C. The volatile
suspended solids represent the suspended solids portion that volatilizes when the dried filter is
heated to 550°C. The fixed residue or ash remains on the filter.
Dissolved solids, also called filterable residue, and dissolved volatile solids can be determined
either by taking the difference between the total and suspended solids analyses on the same
M

East Coast at Montague WW IP
sample or by evaporating the filtrate from the suspended solids test. Typical ranges for
domestic wastewater are shown in Table 17.1.
Table 17.1 Typical solids contents in domestic wastewater, Concentration, mg/L
Solids
Classification Strong Medium Weak
Total Solids
Total 1200 700 350
Fixed 600 350 175
Volatile 600 350 175
Suspended solids
Total 350a 200 100
Fixed 75 50 30
Volatile 275 150 70
Dissolved solids
Total 850 500 250
Fixed 525 300 145
Volatile 325 200 105
a Somewhat higher in the U.K.
U.S EPA defines secondary treatment, with certain exceptions, as being capable of producing an
effluent having a monthly average suspended solids concentration not exceeding 30 mg/L and a
maximum weekly average of 45 mg/L. in addition, 85% removal of suspended solids across the
plant must be achieved.
1.5.4 Five -Day Biochemical Oxygen Demand
The biochemical oxygen demand (BOD)5 test measures the amount of oxygen required by a
sample during 5 days for biological stabilization. Because the rate of biological activity depends
on temperature, and complete stabilization may require as long as 20 days, the BOD5 test has
been standardized to conditions may require as long as 20°C for 5 days. This test provides a
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relative measure of the amount of food material available to the biological system, the degree of
stabilization of the wastewater, and the prospective effect of the effluent on the receiving water.
The measurement of BOD5 a significant parameter, provides an important basis for
determining plant loading and design considerations. As designed, the BOD5 test normally
measures the amount of oxygen required to oxidize the organic matter in the sample. The
amount of oxygen required to oxidize only the carbonaceous organic matter (not nitrogen) is
referred to as carbonaceous BOD (CBOD). If the sample is allowed to react further, a second
phase of biological oxidations, known as nitrification, begins to occur. During this phase, a
different group of bacteria convert ammonia to nitrite and nitrate. The time required for
transition from carbonaceous to nitrogenous reactions varies depending on the sample. If
nitrifying organisms are initially present at background levels, and appreciable nitrogenous
oxygen demand may sometimes be exerted before 5 days have elapsed.
Secondary treatment plants are typically designed to remove CBOD, but not nitrogenous BOD;
nonetheless, nitrogenous reactions frequently occur in some well -stabilized secondary effluents
during the 5-day test period. The BOD5 of domestic wastewater in the U.S. typically ranges
from 100 to 250 mg/L but may be higher in the U.K. Plants served by newer collection systems
with low inflow and infiltration rates may have wastewater with BOD5 near the higher end of
the above range.
Because nitrogenous oxidation can sometimes result in substantially higher BOD5 test results
than those from oxidation of organic substances, U.S. EPA has approved the use of a modified
BOD test in which a nitrification inhibitor is used to suppress the nitrification reaction. Use of
the CBOD test for permit reporting must be approved by each state regulatory agency.
1.5.5 Chemical Oxygen Demand
The chemical oxygen demand (COD) procedure provides a means of rapidly estimating the
BOD of a sample. This procedure, based on chemical oxidation of the sample, provides data in
3 to 4 hours rather than 5 days. The COD results are typically higher than the BOD values.
The correlation between BOD and COD varies from plant to plant. Thus, use of the COD test
for process control purposes requires that the COD and BOD tests be run in parallel. This
allows BOD-to-COD ratios to be developed for each plant. These ratios also vary across the
plant from influent to effluent. The BOD-to-COD ration is typically 0.5:1 for raw wastewater
and may drop to as low as 0.1:1 for well -stabilized secondary effluent. Normal COD ranges for
raw wastewater are 200 to 600 mg/L. Another test, known as the total organic carbon test,
provides an alternative means of estimating BOD.
1.5.6 Nitrogen
In wastewater, nitrogen occurs in four basic forms: organic nitrogen, ammonia (both ionized
and free ammonia), nitrite, and nitrate. The forms of nitrogen present in a wastewater indicate
the level of organic stabilization. For example, fresh wastewater normally has higher
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concentrations of organic nitrogen and ammonia than of nitrite and nitrate. As the organic
nitrogen is metabolized, it changes first to ammonia and then, if conditions are suitable, to
nitrite and nitrate. In addition, the biological mass assimilates and thus removes some of the
nitrogen.
Changes in the distribution of nitrogen can provide excellent information on process conditions
in treatment units. An increase in the ammonia concentration across primary clarifiers often
signals developing septic conditions from excessive sludge accumulation. An increase in nitrite
and nitrate across the secondary units indicates nitrification.
Typically ranges of nitrogen concentrations in raw domestic wastewater are 20 to 85 mg/L for
total nitrogen (the sum of organic nitrogen, ammonia, nitrate, and nitrite nitrogen); 8 to 35 mg/L
organic nitrogen; and 12 to 50 mg/L ammonia nitrogen. Much lower nitrite and nitrate nitrogen
concentrations are present. If the plant treats industrial flows with high BOD and low nitrogen
levels, the wastewater may become nitrogen limited. If so, complete stabilization of the BOD
would require nitrogen addition from another source.
Analyses of nitrogen in wastewater involves several procedures and technique. The organic
nitrogen level is determined by performing Kjeldahl nitrogen analysis, which measures both the
organic nitrogen and ammonia, and then subtracting the ammonia value, which is measured
separately. Nitrite nitrogen is measured directly. The nitrate concentration is determined by a
procedure that measure total nitrate and nitrite and then subtracts nitrite.
1.5.7 Phosphorus
Phosphorus, like nitrogen, assumes different forms in wastewater and serves as an essential
element for biological growth and reproduction. An oversupply of phosphorus in surface
waters lead to excessive algae blooms and eutrophication. As a result of these adverse effects,
many plants have effluent limits for phosphorus.
Phosphorus can be present as orthophosphate, polyphosphate, and organic phosphate. They
are often measured in combination, as total phosphate. Orthophosphate, the form most
available to biota, sometimes requires control.
Some of the polyphosphate compounds, called hydrolysable compounds, convert to
orthophosphate under acidic conditions.
Normal domestic total phosphorus levels range from 2 to 20 mg/L, including 1 to 5 mg/L of
organic phosphorus and 1 to 15 mg/L of inorganic phosphorus.
1.5.8 Chlorine
Free chlorine is not typically found in raw wastewater because of its extreme reactivity;
however, it can be present in less reactive forms, such as chloramines. Chlorine is commonly
used for disinfection. Measuring the chlorine residual and understanding the meaning of the
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results can provide an effective means of controlling the disinfection process. Approaches for
measuring chlorine residual include several manual techniques and on-line instrumentation.
The on-line instruments measure total chorine residual; however, they are typically labor-
intensive. The on-line instruments can be incorporated to a mechanism for controlling the
chlorination process automatically.
1.5.9 Sulfide
Hydrogen sulfide, frequently associated with adverse health effects and corrosion of sewer
pipes and plant equipment, requires control. Measurement of the sulfide concentration can
indicate the severity of potential corrosion and the effectiveness of sulfide control programs. It
can be differentiated as total versus soluble sulfide and requires concurrent measurement of pH
to accurately quantify.
1.5.10 Fats, Oils, and Greases
Fats, oils, and greases (FOG) in the plant effluent can result in floating material in the receiving
water. The FOG can enter the plant as discrete floatable particles, as emulsified material, or as a
solution. The FOG can also be classified as polar or nonpolar. Polar FOG, usually
biodegradable, originates from animals; nonpolar FOG, much less readily biodegraded, usually
comes from petroleum products. The FOG measurements upstream and downstream from the
treatment units provide data on the units' removal efficiencies. If excessive levels of FOG enter
a secondary system, the low -density FOG constituents merge with the biomass. This merge can
cause poor settleability of the biological solids with resultant excessive solids loss to the
effluent.
A representative sample of FOG is almost impossible to obtain because of the surface
concentration of FOG and its adherence to the surfaces of the sampling device and storage
container. Consequently, grab samples are used, and the entire sampling container is rinsed
with solvent to capture the attached oil and grease.
7.0 Plant Start-up
7.0.1 Filling
Initial filling can be made using a raw sewage, water or mixed liquor from a plant already in
operation. If possible, a combination of these should be used.
Before attempting to fill the plant, all valves and gates between compartments should be
opened. Opening valves is to ensure that all compartments fill at the same time to prevent
undue stress on various structures and partitions in the plant. These units are designed to have
water on both sides of interior walls. Pressure exerted on these walls by filling only one side
may cause undue stress resulting in deformation.
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Sludge should be used to fill the plant approximately 2/3 full. The remaining 1/3 can then be
filled using raw sewage. These approximate volumes have been found to yield the best results
when starting a new plant.
Once plant is filled with water/sludge, the next step is to check operation of individual
components by running components in manual mode for one (1) minute to verify proper
rotation and to ensure the control panels are functioning properly.
To ensure sludge and scum return pipes are working properly, a visual inspection is necessary
(Refer to Section for Plant Adjustments).
7.0.2 Mechanical Operations
Bump motor to check rotation;
Make sure "Warning" stickers are present;
Operate all equipment in "Manual" mode to ensure operation. Then set in "Automatic" mode
and set timers accordingly.
Visually inspect plant to make sure:
All grating is in place;
All valves work and are in the appropriate position;
Float level switches are set at proper elevations.
7.0.3 Control Panel
Test all control panel functions. Make sure "As Built" drawings are with control panel. Check
weather stripping on door. Check all field -welding connections. Check all pump running
amps.
8.0 Operation & Process
The treatment system is a biological and physical waste treatment system that consists of the
following parts:
1. Flow Equalization Tank
2. Primary Settling Tank
3. Bioclere trickling filter over clarifier (2 units in series)
4. Post Bioclere Lift Station
5. Moving Bed Anoxic Reactor
6. Sludge settling/ return tank
7. Granular Media Filter Feed
8. GMF Units
9. Ultra -violet disinfection
10. Wet Weather Storage
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11. Drip Irrigation Field
Wastewater from the development enters the Flow Equalization chamber by gravity, where it is
pumped steadily through a grinder type pump into the Primary Settlement Tank.
The primary settlement tank is designed to slow the flow of the incoming wastewater so that larger
particles settle to the bottom. The Primary settlement tank is provided with a baffle wall to further
increase the ability for solids to settle out of the wastewater flow. Wastewater flows via gravity
through the Primary Settlement Tank into the Bioclere Units. The Primary Settlement Tank also
received recirculated sludge from the Bioclere units, Granular Media Filter Backwash cycle, and the
Final sludge settlement tank. The returned sludge is allowed to settle and accumulate in the tank
until sludge removal is required. The Primary Settlement tank will require sludge removal via
pumping and hauling periodically.
Each Bioclere unit consists of a trickling filter over a clarifier. Two units are provided in this
treatment process and they operate in series for greater treatment effectiveness. Within each
Bioclere unit redundant dosing pumps feed the biological trickling filter. The trickling filter
contains randomly packed PVC media. As wastewater flows over the PVC media, organic matter is
separated from the effluent stream. The dosing array and spray nozzles ensure uniform
distribution of flow for effective and predictable treatment over the PVC media. Treated effluent is
settled in the clarifier and flows by gravity to the next treatment process by gravity. Sludge
generated by the Bioclere treatment process is collected at the bottom of the cone shaped clarifier
and pumped back to the primary settlement tank. The Bioclere media is self-cleaning and never has
to be replaced.
After the wastewater is treated in the series of Bioclere filters, it flows by gravity into the post-
Bioclere lift station. The purpose of the post-Bioclere lift station is simply to transmit the flow from
the Bioclere filters to the Mixed Bed Anoxic Reactor for the next stage of treatment. The lift station
consists of two (2) submersible, slide rail mounted pumps (one duty, one standby), three (3) float
level switches, and pump controls which are located in the treatment building. Under normal
operating conditions, the pumps will alternate run times.
The next stage of treatment occurs in the Moving Bed Anoxic Reactor. The Moving Bed Anoxic
Reactor is equipped with a UET mixer package, HDPE Biofilm Carriers, a media retention screen,
mixer controls (located in the treatment building), and chemical feed lines (originating from
treatment building).
As wastewater flows into the Anoxic zone, a chemical feed pump (located in the treatment
building) automatically transfers the carbon source into the tank's influent tee, where the
wastewater, carbon source, and Biofilm carriers are mixed together. The carbon source is required
to initiate the denitrification reaction. The Biofilm carriers move freely within the mechanically
mixed wastewater to provide a surface area for biofilm growth. The carriers have a specific surface
area of 466 m2/m3. As the carrier elements move throughout the water column, wastewater passes
through the protected internal cells, allowing contact between organic/inorganic matter and the
fixed biofilm, thus providing biological treatment.
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The media retention screen is mounted to the walls of the tank in a way to prevent the biofilm
carriers from escaping the tank along with the treated effluent.
The UET mixer operates on a variable frequency drive for flexible and efficient operation. The
mixer controls are located in the treatment building. The control panel is furnished with audio and
visual alarms to indicate mixer motor failure and tripped circuit breaker conditions, an exterior
alarm silence button, and an on/off/test power/alarm toggle switch. The NEMA 4X panel includes
relays, terminal strips, on/off/test switches, run lights, and motor overload protectors. The mixer tip
speed should not exceed 12 ft/s. The tank is equipped with a low-level float switch designed to
terminate power to the mixer motor in the event of a low water condition.
Wastewater flows from the Mixed Bed Anoxic Reactor by gravity to the Sludge Return/ Filter Feed
Tank. The Sludge Return/ Filter Feed Tank is a two -compartment tank. The first compartment is
designed to allow for final settlement of solids within the wastewater. The collected sludge is then
returned to the Primary Settlement Tank through use of a sludge pump located at the base of the
first compartment. The first compartment also includes a high-level float switch which signals the
sludge pump to begin running. Wastewater flows from the Sludge Return compartment through a
hydrostatic baffle wall into the GMF Filter Feed Compartment.
Duplex feed pumps shall feed the two filters (1 duty, 1 standby) on a demand basis from the GMF
filter feed compartment. The pumps are controlled by three level float switches. Dedicated duplex
alternating feed and duplex alternating backwash pumps are provided to operate the filters.
Unfiltered water enters the filter tank through the influent port on the outside of the vessel (top
fitting). The water flows through a hydraulically balanced distribution header system to ensure
even distribution over the surface of the media bed. The distribution header is also designed to
create low levels of turbulence and minimal differential pressure losses. Flow patterns are both
parallel and vertical at the surface of the media bed resulting in flow capacities of up to 0.33
gal/sec/ft2 of filter area without creating channeling within the filter bed.
Suspended solids (TSS) within the water are exposed to unbalanced forces while flowing through
the filter bed. These unbalanced forces cause the suspended particles to travel in an irregular path
around and towards the grains of filter media. Upon contact, the suspended solids are trapped on
the jagged edges of the filter media grains. This filtration process is also aided by straining at the
surface of the filter bed and electrostatic attraction of the suspended solids and filtration media.
Solids are collected and contained throughout the media bed thus providing long filter cycles
between backwashes. At the bottom of the media bed, filtered water is collected through "V"
slotted laterals designed to retain small filter media particles. After entering the collection header,
the filtered water exits the tank through the effluent port (bottom fitting).
A pressure differential switch shall activate the backwash cycle when a pre-set differential is
realized. The backwash cycle can also be operated on a fully adjustable timer and should be set to
back wash at least once per day for 3-5 minutes at 20 gpm/ft2 (60 gpm).
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The Ultraviolet disinfection system follows the GMF filters. The two disinfection units are piped in
series, one duty, one standby. The UV unit shall deliver a dose of 40 mJ/cm2 at a minimum water
UV transmittance of 65%, after reduction for quartz sleeve absorption, sleeve fouling and end of
lamp life. The Hallet UV unit incorporates a SS wiper blade to automatically clean the quartz sleeve
and limit fouling. The high dose rate is used to ensure that bacterial disinfection is achieved.
The UV disinfection system has been designed based on calculations as outlined in the EPA design
manual and is designed to provide a maximum dosage using low-pressure high output technology
at peak flow at the end of lamp life. The system will provide > 43,000 uWs/ at end of lamp life.
This ensures that the unit will be capable of meeting and exceeding dosage requirements
throughout its lifespan.
Treated effluent from the UV system gravity flows into the 10,800 gallon wet weather storage tank.
From this tank are duplex GMF backwash pumps as well as the drip irrigation system feed pump.
This tank provides up to approximately 5 days of storage prior to feeding the drip irrigation
system.
B. FLOW EQUALIZATION TANK
Raw wastewater shall flow by gravity to the grinder pump flow equalization tank (FET) before
processing in the Bioclere units. The FET system shall consist of a 1,000 gallon tank with the
following equipment: (2) 2 HP submersible sewage grinder pumps, associated piping, valves,
controls and appurtenances.
Four control float switches shall be located in the tank and govern the following functions:
1. Low level Alarm float: The low-level alarm float will act as a redundant pump shut off and will
activate an audio/visual alarm signal when the float switch is in the extended position (open
circuit).
2. Lead level float: In the extended position the lead float switch shall create an open circuit and
prevent operation of the pumps. When the circuit is closed the float switch shall allow
activation of a fully adjustable timer and the pumps shall alternate between cycles, transferring
wastewater to the downstream treatment reactor(s).
3. Lag level float: Upon closure the lag level float switch shall activate the second pump and the
two pumps shall draw down the liquid in the equalization tank until the lag level float drops
out again. Upon this occurrence, a counter shall be triggered to alert the operator that a high
level condition has occurred and that the timer "ON" setting may need adjusting.
4. High level float: The high-level float switch shall activate the audio/visual alarm when the
circuit is closed.
Timer Settings
The FET pumps may be set between 0 and 10 minutes ON per 12 to 15 minute cycle using a fully
adjustable timer in the FET control panel. This will allow the pumps to operate for a preset time (t)
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over 4 or 5 cycles per hour. The function is to prevent short-circuiting of wastewater through the
Bioclere units.
Additionally, the controls shall be designed to alternate pump cycles and in the event of a pump
failure, the operational pump will take over all cycles until the failed pump is replaced.
A lag float counter shall total the number of lag float activations. Regular lag float activations
suggest the FET timer settings are insufficient and ON time cycles should be increased. The absence
of any lag float activations over several weeks shall suggest that ON time cycles can be reduced to
optimize FET performance.
With the known FET pump rates, the operator can determine an ideal flow equalization timer
setting.
For Example:
1. 2,082 gpd / 24 hours = 86.75 gal/hr.
2. Assume 4 - 15 min cycles per hour.
3. 86.75 gal / 4 cycles per hour = 21.69 gal per 15 min cycle.
4. Assume 11 gpm pump rate (confirm with pump curve or draw down test)
5. 21.73 gal / 11 gpm =1.97 min ON per 15 min cycle.
6. Ideal pump setting would be 2 min ON, 13 min OFF.
7. 11 gpm * (1.97 min/15 min cycle) * 1440 min/day = 2,087 gpd.
8. (2,082 gpd / 2,087 gpd) * 24 hrs = 23.94 hrs of flow equalization.
9. It is generally acceptable to equalize flow over 18 to 24 hrs each day.
C. PRIMARY SETTLING TANK
The minimum recommended primary settling tank capacity is 5,000 gallons. The tank should
contain a baffle wall and influent/effluent sanitary tees for solids retention. Please see site plans by
W.K. Dickson & Co. Inc. for primary tank details.
D. HIGH RATE TRICKLING FILTERS
1.0 Introduction
The Bioclere is a modified high rate trickling filter that was developed in Finland over 50 years ago
and has been employed throughout the world for the secondary and tertiary treatment of
residential, commercial and industrial wastewater. There are more than 1,700 Bioclere systems
installed in the United States and over 15,000 throughout the world.
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The trickling filter is a fixed film aerobic process in which microorganisms attach themselves to a
highly permeable plastic media creating a biological filter through which wastewater is percolated
or trickled to accomplish treatment. The process is an effective and exceptionally stable form of
wastewater treatment. The ability of the biological film which forms on the filter media to self -
regulate over daily and seasonal variations in organic and hydraulic loading and environmental
factors such as temperature, pH, and process inhibitors is widely recognized (Metcalf & Eddy 2013,
Iwai 1994). This is due to the dynamics of substrate and oxygen utilization that are dependent upon
diffusion and mass flux characteristics (USEPA-Nitrogen Control 1993, Williamson et. al. 1976, Iwai
1994). Biofilm mathematical modeling has verified that the substrate removal rate is not decreased
as drastically for biofilms as it is for suspended growth systems (USEPA-Nitrogen Control 1993,
Williamson et al. 1976).
2.0 Process Description
In the trickling filter, the organic matter in the wastewater is oxidized by a population of
microorganisms that attach to the filter media and form a biological film (biofilm). In the outer
portion of the biofilm organic matter and ammonium ions are absorbed and oxidized as the
wastewater trickles through the filter. As this film increases in thickness, diffused oxygen is
consumed by microorganisms in the outer layer resulting in the development of aerobic, anoxic
and anaerobic zones within the biofilm (Metcalf & Eddy 2013).
Absent cell carbon, the microorganisms near the media surface lose their ability to remain attached
and slough through the media bed. The wastewater flowing over the media washes the sloughed
biomass to the secondary clarifier. Sloughing of biomass is primarily a function of the organic and
hydraulic loading on the filter. This natural process allows a properly designed trickling filter to be
self -purging.
3.0 Characteristics
Unlike traditional trickling filters the Bioclere is enclosed and insulated. The fixed film biological
process is inherently more temperature stable than other forms of treatment. The Bioclere design
enhances the stability of biomass activity by minimizing the impact of seasonal atmospheric
temperatures on the treatment process.
The hydraulic dosing of the media bed is set at prescribed rates allowing the biomass rest periods
that enhance oxygen diffusion into the biomass as well as the formation of stable microorganism
populations. The positioning of the biological filter over a clarifier enables exceptionally high
dosing rates ensuring many passes of the wastewater through the media bed instead of the single
pass of traditional filters. This increase in hydraulic loading promotes an increase in the mass
transfer rate of pollutants to the biomass enhancing removal efficiencies (Gullicks and Leasby 1986).
Similarly, recirculation of secondary effluent from the clarifier is set at prescribed rates but may
require some adjustment to accommodate actual daily flow rates and loading. In the Bioclere this
recirculation is established from the clarifier bottom to facilitate secondary sludge removal to the
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primary settling or sludge holding tank. The benefits of recirculation are numerous and include: 1)
diluting the influent pollutant concentrations which results in a thinner and more effective biofilm,
2) reducing odors in primary tanks and the treatment components by preventing anaerobic
conditions from developing, 3) diluting biological inhibitors (cleaning agent, sanitizers, etc.) that
may exist in the wastewater, 4) achieving nitrogen removal through denitrification due to the
recirculation of nitrate to the anoxic zone, and 5) eliminating anaerobic conditions and byproducts
in the primary tank that may adversely affect biological treatment.
Traditional trickling filters are open to the atmosphere allowing the temperature difference
between the ambient air and air in the filter to determine the airflow through the media bed. In the
Bioclere a forced draft ventilation system provides adequate airflow through the media bed. The
airflow is exhausted through a ventilation pipe in the effluent line maintaining a positive partial
pressure of oxygen throughout the biofilter. This sustains a consistent level of treatment and
eliminates periods of stagnant airflow that tend to decrease treatment efficiency and generate odor
problems in traditional filters.
4.0 Mechanical Description
The Bioclere filter is manufactured with fiberglass inner and outer skins with the cavity between
filled with polyurethane foam insulation for maximum treatment efficiency.
As the wastewater is generated it flows by gravity or is pump equalized to the center baffle
chamber located in the clarifier under the biofilter (Fig. 1). Wastewater is supplied to the filter by
means of two alternating stainless -steel submersible pumps that are situated in the center baffle. A
fully adjustable timer controls the dosing pumps which operate at a preset cycle to maximize the
mass transfer of pollutants into the biofilm and oxygen diffusion. If one pump fails, the operational
pump automatically takes over both dosing cycles. The wastewater is uniformly distributed over
the entire filter surface using a PVC dosing array and fixed nozzles that are constructed of nylon
(Fig. 2).
The dosing rates shall be set to 8 min ON and 2 min OFF resulting in an approximate run time of
80% of the day. The dosing rate shall be approximately 50 gpm which amounts to 400 gal/cycle,
2,400 gal/hr and 57,600 gal/day processed through each Bioclere trickling filter.
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gure 1: Internal View of the Bioclere Unit
Recirculation of sludge and wastewater is accomplished in each unit using a submersible stainless -
steel pump that is also controlled by a fully adjustable timer. The pump is located on the bottom of
the cone shaped clarifier (secondary settling tank). Internal baffling is provided in the secondary
settling tank to prevent short-circuiting of wastewater and biological solids. The biological solids
generated in the filter are returned to the sludge storage tank every hour. Therefore, the sludge
will not collect in the secondary settling tank and a sludge blanket will not form.
The biological solids generated in the filter are returned to the recirculation tank at regular
intervals, typically every 30 to 90 minutes. The initial recommended timer settings under design
conditions shall be 1 minute ON / 89 minutes OFF (50 gallons per 90 min cycle) for the first stage
Bioclere unit and 1 minute ON / 49 minutes OFF (50 gallons per 50 min cycle) for the second stage
Bioclere unit. This equates to approximately 2,240 gallons per day recycled in total with roughly 2/3
being recycled from the second stage unit. Recycle rates may require adjustment to enhance
performance depending on actual daily flow, organic and nutrient loads and primary tank
dissolved oxygen concentrations. The efficiency of the Bioclere secondary clarifier has been proven
by numerous installations and successful operating experience.
Forced draft ventilation is provided using an axial fan that is located in the fan module located on
top of the Bioclere unit.
5.0 Design Parameters
Oxygen:
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Since the Bioclere unit is a covered and insulated trickling filter, forced draft ventilation via an axial
fan provides oxygen to the biofilm. This method is a simple and cost-effective consideration
because of the nature of the treatment process. Air flows subsequently through the filter, under
drain and is discharged through the effluent pipe. A PVC vent is installed after each Bioclere by
inserting a PVC tee and pipe assembly into the effluent line (fig. 1).
The air requirements for the Bioclere trickling filters conform to the (USEPA and Metcalf & Eddy,
2013) which arguably provide the most comprehensive and current design criteria on airflow
requirements for forced draft trickling filters. Through Aquapoint's experience, the axial fans
typically provide approximately 3-5 mg/L of dissolved oxygen in the Bioclere effluent.
The design calculations are based on the fact that 40 kg oxygen/kg BOD5 are required to oxidize
BOD and TKN and a conservative 2.5% oxygen transfer is available for BOD5 removal and
nitrification. Based on this systems design flow (2,200 gpd), a peaking factor of 2 (due to flow
equalization) and design loading (200 mg/1 BOD and 100 mg/1 TKN) the total required air flow for
the system is approximately 45 CFM. For this application each of the two Bioclere units shall
contain an axial fan with a factory airflow rating of 106 CFM (212 CFM total). Therefore, the
Bioclere ventilation system is conservatively designed for complete nitrification.
Filter Media:
Due to the small relative size of the Bioclere trickling filter reactors, random packed plastic media is
employed in the Bioclere units (Fig. 3). The media is resistant to ultraviolet radiation and resistant
to a wide range of aqueous solutions, acids, alkalis, oxidizing agents, oils, fats and alcohol. The
PVC randomly packed filter media has a void ratio of greater than 95 percent.
Aquapoint typically employs three types of random packed PVC media with specific surface areas
of 105 m2/m3, 140 m2/m3 and 230 m2/m3. Media selection is dependent on the pollutant
concentrations and organic loading to the Bioclere unit. The following table shows the application
for which each media is typically selected (WEF 2000, Table 3.3).
Table # 1: Bioclere Media Specifications
Media Specific
Surface Area
(m2/m3)
Trickling Filter
Classification (RATE)
Approx. BOD5
Concentration
(m /L)
Typical BOD5
Loading
(lbs./1000 W-day)
105
Super -Roughing
>1000
75-140
140
Intermediate -High
<500
30-75
230
Low -Intermediate
<250 and nitrification
< 30
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Figure. 2: Bioclere Dosing Array
Figure. 3: Randomly Packed PVC Media
Sizing for BOD5 Removal:
Carbonaceous BOD5 removal is determined by evaluating the combination of organic and
hydraulic loading characteristics. Because the design of a fixed film reactor is dependent on
diffusion and mass flux characteristics, no simple design criteria are available for CBOD5 removal
and nitrification (USEPA-Nitrogen Control 1993, USEPA-Assessment 1991). Historically, the process
design of trickling filters has been based on empirical pollutant media loading rates developed and
verified by means of monitoring pilot and full scale systems. Similarly, the Bioclere media loading
rates to achieve CBOD5 removal and NH4-N oxidation have been verified in thousands of facilities
located throughout Europe and the United States.
Sizing for Nitrification:
Classic nitrification is the sequential biological oxidation of NH4-N, first to nitrite (NOT-N) by
Nitrosomonas bacteria then to nitrate (NOY-N) by Nitrobacter bacteria according to the following
overall equation:
2NH4+ + 20z -* NO3 + 2H+ + H2O
Oxidation of 1 mg/l of NH4-N requires approximately 4.6 mg/l of dissolved oxygen and produces
acid resulting in the consumption of approximately 7.1 mg alkalinity as CaCO3/mg NH4-N
oxidized. Alkalinity is the inorganic carbon source nitrifying bacteria require to oxidize ammonia.
Therefore, it is critical that alkalinity is monitored on a regular basis to ensure complete nitrification
in treatment systems.
Depending on the influent ratio of CBOD5:NH4-N, nitrification and oxidation of CBOD5 may be
accomplished simultaneously in one Bioclere filter (combined oxidation -nitrification (CON), or
subsequently in a separate filter after substantial CBOD5 reduction. In a CON unit, CBOD5
oxidation and nitrification are accomplished without classic isolation of the heterotrophic (CBOD5
removal) and autotrophic nitrifying bacteria. By utilizing modified loading factors to compensate
for contrasting bacterial growth rates, effluent NH4-N concentrations <5 mg/l may consistently be
achieved when treating the equivalent of typical residential wastewater.
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Conversely, separate stage nitrification is employed when signifigant nitrogen removal is required
from a high strength wastewater or stringent effluent ammonia cocentrations are required (<2
mg/L). It involves the isolation of the autotrophic bacteria in a second stage Bioclere for oxidation
of the remaining NH4-N contained in the waste stream.
Filter & Clarifier Sizing Calculations
The media loading rates are based on over 15,000 municipal, commercial and industrial
installations throughout the world and approximately 1,700 in the United States. The loading rates
conform with those that are accepted by the United States Environmental Protection Agency (Nitrogen
Control 1993 and Assessment of Single Stage Trickling Filter Nitrification 1991), Water Environment
Federation (Aerobic Biofilm Reactors 2011) and Metcalf & Eddy, (Wastewater Engineering 2013).
The Bioclere units shall be configured in one treatment train consisting of two units in series. The
Bioclere units shall have the following characteristics:
Table # 2: Bioclere Unit Specifications for Montague.
Bioclere
Unit
Diameter
Media
Media
Media Surface
Model
(Ft)
Volume
Specific
Area
(m3)
Surface Area
(mz)
(m2/m3)
24/20-950
1
8
7
140
980
24/20-950
2
8
7
230
1,610
TOTAL
N/A
N/A
14
N/A
2,590
First Stage Bioclere BOD5 Loading Rate:
The organic loading rate on the Bioclere units considers a 30% BOD5 reduction to 200 mg/1 through
the primary tank (Crites & Tchobanoglous, Small & Decentralized Wastewater Management Systems,
1998). Assuming a recirculation rate of roughly 100% of design flow, the system will receive 4.05
lbs. BOD5/day based on the design flow of 2,200 gpd as calculated below.
The recirculation rate from each Bioclere unit will be set as follows for design conditions:
Unit 1 Recirculation Rate = (1 min on @ 50 gpm / 90 min cycle) x 1440 min/day = 800 gpd
Unit 2 Recirculation Rate = (1 min on @ 50 gpm / 50 min cycle) x 1440 min/day =1,440 gpd
BOD5 Loading (lbs/day) = Influent from Primary Tank + Recycle Unit 1 + Recycle Unit 2
(2,082 gpd)*(8.34 lbs/gal)*(200 mg/1) + (800 gpd)*(8.34 lbs/gal)*(30 mgL + (1,440 gpd)*(8.34 lbs/gal)*(15 mg/1)
1x106 1x106 1x106
_ (3.47 lbs BOD5/day) + (0.2 lbs BOD5/day) + (0.18 lbs BOD5/day)
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= 3.86 lbs BOD5/ day
The first stage Bioclere model 24/20-950 unit contains 7 m3 of 140 m2/m3 PVC media. Therefore, the
BOD5 media loading rate is:
= BOD5 Loading / media volume in unit 1
= (3.86 lbs BOD5 / day) / (7 m3)
= 0.55 lbs BOD5/ m3-day
The BOD loading rate can also be expressed as:
0.55 lbs BOD5 / m3-day
* (0.028 m3 / ft3) * 1000 =16.24 lbs BOD5/ 1000 ft3-day
* (0.454 kg / lbs) = 0.26 kg BOD5/ m3-day
* (1 m3 / 140 m2) * (1 m2 / 10.76 ft2) * 1000 ft2 = 0.39 lbs BOD5 / 1000 ft2-day
* (1 m3 / 140 m2) * (454 g / lb) =1.88 g BOD5 / m2-day
This loading rate will reduce the influent BOD5 concentration to <30 mg/L and oxidize >40% of the
influent ammonia in the first stage Bioclere (WEF Biofilm Reactors 2011 and Metcalf & Eddy
Wastewater Engineering 2013).
Second Stage Bioclere Total Kjeldahl Nitrogen (TKN) Loading Rate:
The following nitrification calculation in the second stage Bioclere unit considers a 40% reduction
of ammonia across the first stage unit, therefore the second stage TKN loading shall be:
Influent TKN of 100 mg/1 x (0.6) = 60 mg/1 TKN
The Second Stage TKN Loading Rate Calculation is:
TKN Loading (lbs/day) = Influent from First Stage + Recycle Unit 2
_ (2,082 gpd) * (8.34 lbs/ga1) * (60 mg/1) + (1,440 gj2d) * (8.34 lbs/gal) * (1 mg 1)
1x106 1x106
= (1.041bs TKN / day) + (0.012 lbs TKN / day)
=1.06 lbs TKN / day
The second stage Bioclere model 24/20-950 contains 7 m3 of 230 m2/m3 PVC media. Therefore, the
TKN loading rate is:
= TKN Loading / media volume in unit 2
= (1.06 lbs TKN/day) / (7 m3)
= 0.15 lbs TKN / m3-day
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This can also be expressed as:
0.15lbs TKN / m3-day
* (0.028 m3 / ft3) * 1000 = 4.48 lbs TKN / 1000 ft3-day
* (0.454 kg / lbs) = 0.07 kg TKN / m3-day
m3 / 230 m2) * (1 m2 / 10.76 ft2) * 1000 ft2 = 0.065 lbs TKN / 1000 W-day
* (1 m3 / 230 m2) * (454 g / lbs) = 0.32 g TKN / m2-day
This loading rate will oxidize the remaining NH3-N to <1 mg/L. In fact, a loading rate of up to 1
gram TKN/m2 media is commonly used to achieve <3 mg/1 ammonia in cold climates. "Tertiary
nitrifying filters provide 0.5-3.0 mg/L effluent NH3-N in tertiary mode with a clarified secondary
influent, and NH3-N loadings of 0.5-2.5 grams/m2-dad' (WEF, 2000).
Alkalinity Feed System:
Alkalinity is the inorganic carbon source nitrifying bacteria require to oxidize ammonium.
Therefore, it is critical that alkalinity is monitored on a regular basis to ensure complete
nitrification. Because nitrification requires approximately 7.1 mg alkalinity as CaCO3/mg NH4-N
oxidized and the concentration of alkalinity in the wastewater is not clearly or easily defined and
may vary depending on what is discharged to the system, a chemical feed system has been
incorporated into the design. The chemical feed pump is equipped with a variable speed drive that
can be set to deliver 0-100 milliliters per minute. The alkalinity source shall be transferred
automatically to the FET or primary tank based on a timer in the Aquapoint supplied control panel.
This will allow the input of the alkalinity solution into the process upstream of the nitrification
stage.
Denitrification:
Dissimilating denitrification, the biological reduction of nitrate (NO3--N) to nitrite (NOT-N) and
ultimately nitrogen gas in an anoxic environment, involves the transfer of electrons from a reduced
electron donor (organic substrate) to an oxidized electron acceptor (NO3 -N). It is an important
reaction as it restores approximately (3.57 mg alkalinity/mg of NO3 -N reduced), and partially
offsets the effects of nitrification in a combined nitrification/denitrification process. The
microorganisms responsible for completing the reaction are facultative heterotrophic aerobes
contained in the wastewater and responsible for CBOD5 oxidation in the Bioclere. Although these
microorganisms are less susceptible to varying environmental factors, an absence of molecular
oxygen is one condition that must be satisfied since its presence will supress the enzyme system
necessary for denitrification (Metcalf & Eddy 2013).
Denitrification in the Bioclere system is accomplished by periodically recirculating secondary
sludge and treated nitrified effluent to the primary tank where anoxic conditions are sustained.
Recirculation occurs automatically for several minutes each hour and is controlled by an adjustable
timer in the control panel. For typical residential strength wastewater, recirculation of treated
effluent from the Bioclere to the primary tank can achieve >60% total nitrogen removal. This is
because the weight ratios of carbon to NO3-N (measured as COD:NO3-N) in the primary tank are
* (1
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usually greater than the generally accepted ratio of 3:1 in which denitrification has been proven to
occur without an external carbon source such as 20% methanol. This level of treatment has been
confirmed at Bioclere installations throughout the US as well as EPA, NSF and ETV studies that
were performed at the Otis, MA air force base on Cape Cod (Data below in table #1). Note that the
median and average effluent nitrate concentrations were 4.4 mg/L and 5.2 mg/L, respectively. Also
consider that start-up period testing as well as operator induced stress testing is included in the
statistical analysis below.
Table # 3: Bioclere Nitrogen Data Summary (EPA/NSF study, Otis, MA)
TKN
(m L)
Ammonia
(m L)
Total Nitrogen
(m L)
Nitrate
(m L)
Nitrite
(m L)
Temperature
(°C)
InfluentEffluent
InfluentEffluent
InfluentEffluent
Effluent
Effluent
Effluent
Samples
53 53
53 53
53 53
53
53
51
Average
37 10
23 6.2
37 16
5.2
0.45
15
Median
38 6.3
23 2.8
38 14
4.4
0.34
15
Maximum
46 35
27 22
46 36
14
1.5
23
Minimum
24 1.9
18 0.7
24 6.2
<0.1
0.07
7.4
Std. Dev.
1 4.4 10
2.1 7.0
1 4.4 8.4
1 3.5
1 0.26
4.9
Samples = Number of samples used in the calculations
Bioclere Clarifier Hydraulic & Solids Loading.
Each 24 series Bioclere secondary clarifier shall have the following characteristics: Note that there
shall be two clarifier tanks in series to provide staged TSS removal.
Tank Diameter
Surface Area
Outlet Weir
Tank Volume
8 ft
50.27 ft2
1.6 ft (circumference of 6" Tee)
950 gallons
Table # 4: Bioclere Clarifier Design Specifications
Clarifier Design Calculations:
Stage 1 Bioclere
Stage 2 Bioclere
Influent Flow Rate
4,440 gpd
3,640 gpd
Recycled Flow
800 gpd
1,440 gpd
Effluent Flow Rate
3,640 gpd
2,200 gpd
Design Surface Overflow Rate (SOR)
(Influent Flow Rate / Surface Area)
88 (gpd/ft2)
72 (gpd/ft2)
Design Weir Overflow Rate (WOR)
(Effluent Flow Rate / Weir Length)
2,275 (gpd/ft)
1,375 (gpd/ft)
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Design Hydraulic Retention Time (HRT)
6.26 hrs
10.36 hrs
((Tank Volume / Effluent Flow) * 24 hrs)
Influent Solids Load (Concentration)
200 mg/1
30 mg/l
Anticipated TSS Removal Percentage
85%
67%
(WEF MOP 35 Bio lm Reactors, 2011)
Effluent Solids Load (Concentration)
30 mg/l
< 15 mg/l
(Influent TSS * (I -Removal Percentage))
Design Solids Loading Rate`
0.15 (lbs/ft2/day)
0.018 (lbs/ft2/day)
(lbs TSS / Surface Area)
The recommended SOR for secondary clarifiers based on average and peak flow is between 400-800
gal/day/ft2 and 1000-1200 gal/day/ft2 respectively (Metcalf & Eddy, Fifth Edition 2013). The
recommended peak daily WOR's are listed to be between 10,000 - 40,000 (gal/ft-day) with a typical
value of 20,000 gal/day/ft (Metcalf & Eddy, Fifth Edition 2013, Unit Operation and Processes in
Environmental Engineering 1982). The recommended solids loading for secondary clarifiers is <35
lbs/ft2/day (WEF MOP-9 2002 and Metcalf & Eddy, Fifth Edition 2013). Therefore, the SOR, WOR and
solids loading rates for the hopper bottom clarifiers are conservatively below the recommended
ranges for design average and peak flow rates.
E. POST BIOCLERE LIFT STATION
The purpose of the post Bioclere lift station is to transfer the nitrified effluent to the tertiary stage
post -anoxic MBBR. The following equipment is included in this tank: 2 submersible pumps,
associated piping, slide rail assemblies, controls and appurtenances.
Four control float switches shall be located in the tank and govern the following functions:
1. Low Level Alarm Float: The low-level alarm float will act as a redundant pump shut off and
will activate an audio/visual alarm signal when the float switch is in the extended position
(open circuit).
2. Lead Level Float: In the extended position this float switch shall create an open circuit and
prevent operation of the pumps. When the circuit is closed the float switch shall allow
activation of a fully adjustable timer and the pumps shall alternate between cycles, transferring
wastewater to the downstream treatment reactor(s).
3. Lag Level Float: Upon closure the lag level float switch shall activate the lag pump and the two
pumps shall draw down the liquid in the lift station tank until the lag level float is an open.
Upon this occurrence, a counter shall be triggered to alert the operator that a high-level
condition has occurred and that the "on" timer setting may need adjusting.
4. High Level Float: The high-level float switch shall activate the audio/visual alarm when the
circuit is closed.
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F. POST ANOXIC MOVING BED BIOFILM REACTOR (TERTIARY DENITRIFICATION)
The post -anoxic reactor will provide a suitable environment to initiate tertiary biological
denitrification. As a lift station pump transfers Bioclere effluent to the post -anoxic zone, a
pulsating diaphragm metering pump shall be energized to deliver an external supplemental carbon
source (Methanol or Micro C) into the influent tee of the anoxic reactor. The external carbon source
shall be used as a food source to initiate the denitrification reaction. The specified volume of
external carbon shall be based on the actual daily flow and concentration of nitrate in the waste
stream. The post -anoxic zone shall be housed in a square concrete tank. The actual working volume
of the post -anoxic reactor shall be 1,615 gallons.
One 1 HP top mounted mechanical mixer with a 36" diameter rubber coated impeller will circulate
water and high density polyethylene (HDPE) AquaCELLTM 466 biofilm carrier media evenly
through the tank, ensuring contact of the carbon source, nitrate and bacteria. Operation of the
mixer and the chemical feed pump will be automatic and fully adjustable using variable frequency
drives. The mixer shall have a maximum RPM of 70 and a maximum tip speed of 12 ft/s to prevent
degradation of the biofilm carrier elements. Audio/visual alarms shall be installed to detect mixer
failure.
The randomly packed HDPE media in the filter shall have an internal protected specific surface
area of 466 m2/m3. The total media volume within the anoxic tank shall be 1.25 m3 which represents
a 20% fill fraction. Note that only the internal surface area of the media will be available for
biomass growth. This is because the media will be completely mixed in the anoxic tank and the
outside media surfaces will be scoured of biomass as the carriers collide. The media is retained in
the anoxic basin by a 6" dia x 36" long S.S. wedgewire media retention screen. The screen is
designed to allow < 1" head loss through the reactor.
Figure 4: Anoxic mixer impeller and mixer unit
The Anoxic MBBR shall have the following characteristics:
Table # 5: Post Anoxic Reactor Characteristics
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Reactor
Media
Fill Fraction
Internal Media
Media Surface
Volume (gallons)
Volume
M)
Specific Surface
Area
per tank
Area (m2/m3)
(m2)
(m3)
1- Anoxic (1,615)
(1.25)
20
466
582.5
The nitrate media surface loading rates are based upon conservative removal rates at 20 °C. The
pollutant surface loadinLy rates and removal rates for this desiLrn are corrected for a minimum
wastewater temperature of 10 °C using the Van't Hoff-Arrhenius relationship and incorporating the
applicable temperature coefficient, (theta). As a result of the winter wastewater temperature, the
surface loading rates and pollutant removal rates are significantly reduced and hence govern the
design of the system. Verification of the selected surface loading rates is confirmed by the technical
literature summarized in this document.
The Van't Hoff-Arrhenius equation for determining effect of temperature on metabolic activity and
reaction rate in a biological process is expressed in the following equation.
rT = r20 e (T-20)
Where;
• rT = Reactor rate at T °C
• r20 = Reaction rate at 20 °C (1.7 g/m2.day for NO3-N)
• eFH = Reaction coefficient for Facultative Heterotrophic NO3-N reducing aerobes (1.04)
• T = Temperature (10 °C)
NO3-N rT = (1.7 g/m2/d) * 1.04 (10-20)
= 1.15 grams NO3-N /m2/day
Table # 6: Post Anoxic Reactor Loading Rates and Anticipated Performance
Pollutant media surface loading
rates:( rams/m2-da )
@ 20 °C
@ 10 °C
NO3-N
1.7
1.15
Anticipated Effluent NO3-N
concentration out of MBBR (m )
@ 20 °C
@ 10 OC
NO3-N (m /L)
< 1
< 1
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Post Anoxic NO3-N Loading.
The determination of the required media volume is conservative and assumes an influent nitrate-N
concentration to the anoxic zone of 40 mg/L due to cellular uptake of TKN in the aerobic stages and
up to 60% denitrification in the primary tank. This translates to 0.73 lbs NO3-N/day (318 grams
NOs-N/day).
(2,082 gpd) * (8.34 lbs/ga1) * (40 mg/1)
1*106
= 0.691bs. Nitrate-N/day (318 grams)
This equates to a maximum nitrate media loading rate of approximately 0.81 (grams NO3-
N/m2/day).
_ (318 grams) / (582.5 m2)
= 0.55 grams NO3-N/m2 media.
The actual nitrate loading rate is below the acceptable loading rate for 10 degree C conditions.
Therefore, the post -anoxic MBBR shall be capable of denitrifying the remaining nitrate to < 1 mg/l.
Hydraulic Retention Time (HRT):
The Anoxic MBBR's HRT is affected by the volume of HDPE present in the biofilm carriers and in
turn the volume of water displaced by the HDPE. AquaCELL466 media provides roughly 80%
open space meaning 20% of a basin's capacity is lost at a 100% fill fraction. Using a 20% media fill
fraction the Anoxic MBBR's HRT shall be 17.84 hrs.
_ (1,615 gallons) / (2,082 gallons/day) * 24 hrs =18.62 hrs
=18.62 hrs - ((1,615 gal * 0.2 open space * 0.2 fill fraction) / 2,082 gpd * 24 hrs)
=17.88 hr HRT
The loading rate and hydraulic retention time is based on actual anoxic zone operating experience
in states like New Hampshire, Maine, Massachusetts, Rhode Island, North Carolina, New York and
Pennsylvania and data reported by the references listed below. Post anoxic reactors using 20%
methanol and other supplemental carbon sources have been documented to achieve up to 2.2
grams NO3-N/m2/day removal rates at < 10 degrees C.
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The anoxic zone requires relatively little maintenance and supervision. The main task includes
monitoring and logging of the flow readings and external carbon source usage. After processing in
the anoxic filter, effluent will flow by gravity to final settling and sand filtration.
Tertiary Final Settling.
One 1,000 gallon final settling chamber will be provided after the post anoxic reactor. The purpose
of the final settling tank is to capture any residual biological solids that may be generated in the
post -anoxic MBBR. The final settling tank shall contain a fractional HP pump and enable/disable
float switch designed to return tertiary solids to the primary tank(s) for storage. The pump shall be
controlled by a fully adjustable timer in the system control panel. Typically, the final settling tank
sludge pump is set to run for 2 minutes ON and several hours OFF.
HRT in Final Settling Chamber:
= (1,000 gallons / (2,082 gallons/day) * 24 hrs/day =11.52 hr HRT
G. FINAL SLUDGE SETTLING / FILTER FEED TANK
The Sludge Return/ Filter Feed Tank is a two -compartment tank at approximately 1,000 gallons
each. The first compartment is designed to allow for final settlement of solids within the
wastewater. The collected sludge is then returned to the Primary Settlement Tank through use of a
sludge pump located at the base of the first compartment. The first compartment also includes a
high-level float switch which signals the sludge pump to begin running. Wastewater flows from
the Sludge Return compartment through a hydrostatic baffle wall into the GMF Filter Feed
Compartment.
H. GRANULAR MEDIA FILTRATION
Two AquaPoint GMFD-2403 pressure sand filtration units shall be provided for effluent polishing.
The filters shall reduce BOD5 and TSS to <10 mg/l and turbidity to < 10 NTU. Final settled effluent
shall flow by gravity to a 1,000 gallon filter feed chamber where duplex feed pumps shall dose the
filters on a demand basis. Filtered effluent (filtrate) will be discharged to a UV system and then
10,800 gallon wet weather storage tank where the final effluent will be stored prior to being
pumped to the drip irrigation system.
The filtration system shall consist of two (2) 24" diameter FRP (fiberglass) filament wound filter
vessels, high efficiency filtration media, system matched duplex submersible feed and backwash
pumps, UL control panel, schedule 80 PVC face piping, pressure gauges, control valves and
pressure activated diaphragm valves. All filtration system components shall be mounted on a
stainless -steel base. The sand media shall have a grain size of 0.45 to 0.55 mm and a uniformity
coefficient of 1.6.
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East Coast at Montague WW IP
Dedicated duplex alternating feed and duplex alternating backwash pumps are provided to
operate the filters. The filters shall each have a surface area of 3.14 ft2 and incorporate a feed rate
not to exceed 12 gpm which translates to a filtration rate that will not exceed 4 gpm/ft2. The feed
piping shall contain a gate valve to throttle the filtration rate.
A pressure differential switch shall activate the backwash cycle when a pre-set differential is
realized. The backwash cycle can also be operated on a fully adjustable timer and should be set to
back wash at least once per day for 3-5 minutes at 20 gpm/ft2 (60 gpm).
Three float switches are located in the filter feed tank and shall govern the following functions:
1. Low Level Alarm Float: The low-level alarm float will act as a redundant pump shut off and
will activate an audio/visual alarm signal when the float switch is in the extended position
(open circuit).
2. Lead Level Feed Float: In the extended position this float switch shall create an open circuit and
prevent operation of the filter feed pumps. When the circuit is closed the float switch shall
allow activation of a single feed pump. The feed pumps shall alternate between cycles,
transferring wastewater to the sand filter unit.
3. High Level Float: The high-level float switch shall activate the audio/visual alarm when the
circuit is closed. It will also energize the second feed pump and both feed pumps will operate
until the high-level float drops out.
Two float switches are located in the filter backwash tank and shall govern the following functions:
1. Low Level Alarm Float: The low-level alarm float will act as a redundant pump shut off and
will activate an audio/visual alarm signal when the float switch is in the extended position
(open circuit).
2. Backwash Level Float: In the extended position this float switch shall create an open circuit and
prevent operation of the backwash pumps. When the circuit is closed the float switch shall
allow activation of a single backwash pump. The backwash pumps shall alternate between
cycles, transferring filter backwash to the head of the treatment plant.
Filter Operating Description:
Unfiltered water enters the filter tank through the influent port on the outside of the vessel (top
fitting). The water flows through a hydraulically balanced distribution header system to ensure
even distribution over the surface of the media bed. The distribution header is also designed to
create low levels of turbulence and minimal differential pressure losses. Flow patterns are both
parallel and vertical at the surface of the media bed resulting in flow capacities of up to 0.33
gal/sec/ft2 of filter area without creating channeling within the filter bed.
Suspended solids (TSS) within the water are exposed to unbalanced forces while flowing through
the filter bed. These unbalanced forces cause the suspended particles to travel in an irregular path
around and towards the grains of filter media. Upon contact, the suspended solids are trapped on
the jagged edges of the filter media grains. This filtration process is also aided by straining at the
surface of the filter bed and electrostatic attraction of the suspended solids and filtration media.
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Solids are collected and contained throughout the media bed thus providing long filter cycles
between backwashes. At the bottom of the media bed, filtered water is collected through "V"
slotted laterals designed to retain small filter media particles. After entering the collection header,
the filtered water exits the tank through the effluent port (bottom fitting).
Figure 6: Filter Feed configuration (left) and Filter Backwash configuration (right).
Backwash is the reversal of flow through the media bed in order to purge the bed of solids. The
backwash process is initiated by timer, differential pressure or manual control. The timer function
is designed to initiate a backwash cycle once per day regardless of whether the differential pressure
or manual control has initiated a backwash. This ensures the filter is purged of solids on a regular
basis. As solids accumulate in the media bed during the filtration process, pressure on the influent
side of the filter will increase and discharge pressure will decrease. When the pressure gauges
indicate a differential pressure of 34 kPa (5 psi) the filter will automatically backwash to clean the
filter media.
Backwashing is achieved by routing clean filtered water through the lateral assembly at the bottom
of the filter vessel and up through the filter bed. This reversal of flow will cause the filter bed to lift
and expand, (also called fluidization). Fluidization of the media bed allows the collected solids to
be released and wasted. During backwash, circulation patterns are established within the media
bed to facilitate thorough cleansing of the filter media. The lateral assembly creates hydraulic
balance, even distribution and reduces the water velocity to below the media -settling rate,
preventing loss of media during backwash. The solids that have been released during fluidization
are collected and discharged through the distribution header at the top of the vessel.
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The time required for a backwash cycle will vary depending on overall water conditions. Typical
backwash cycle run time is 3-5 minutes.
I. PRESSURE ULTRAVIOLET DISINFECTION SYSTEM
Two (2) Hallet H-30 UV disinfection units with dual bulbs shall be supplied to reduce fecal
coliform levels to <200 MPN /100 milliliters in the sand filter effluent. The UV units shall share a
common manifold assembly fed by sand filter filtrate discharge. The units shall be arranged in
series and each unit is designed to process a max flow rate of 27 gpm. This design flow is in excess
of the max sand filter feed rate of 4 gpm/ft2 or approximately 12 gpm. The UV unit shall deliver a
dose of 40 mJ/cm2 at a minimum water UV transmittance of 65%, after reduction for quartz sleeve
absorption, sleeve fouling and end of lamp life. The high dose rate is used to ensure that bacterial
disinfection is achieved.
The UV disinfection system has been designed based on calculations as outlined in the EPA design
manual and is designed to provide a maximum dosage using low-pressure high output technology
at peak flow at the end of lamp life. The system will provide > 43,000 uWs/ at end of lamp life.
This ensures that the unit will be capable of meeting and exceeding dosage requirements
throughout its lifespan.
The Hallet UV unit shall incorporate a SS wiper blade to automatically clean the quartz sleeve and
limit fouling.
J. WET WEATHER STORAGE
Treated effluent from the UV system gravity flows into the wet weather storage tank. From this
tank are duplex GMF backwash pumps as well as the drip irrigation system feed pump.
K. DRIP IRRIGATION SYSTEM
1.0 Introduction
The irrigation system includes the manifold piping, driplines, vacuum/air release and control
valves, dispersal pumps and controllers for distribution of the treated effluent onto four (4)
different zones as shown on the plans. The dispersal pumps are set to operate one at a time,
providing flow to one zone at a time.
The dispersal system includes an in -line filter, flush valve(s), pressure gauge and air vent to
capture any stray solids and release any gas pockets before entering the drip lines. Vacuum/air
release valves are provided at the high points in the zones to prevent siphoning material into the
drip lines as they drain during the off cycle and allow air to flow out while filling lines during the
on cycle.
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East Coast at Montague WW IP
2.0 Maintenance Requirements
All maintenance shall be performed by the plant personnel operating under the owner's contracted
services. Regular inspection of the drip fields and pumps shall adequate information regarding the
performance of the system. Areas of excessive wetness or dryness can indicate a problem with the
distribution piping and should be investigated for due cause. A general alarm on the dispersal
pumps will alert the plant personnel if further inspection is warranted. Maintenance on the drip
irrigation system components shall be completed on six-month intervals. See the following pages
for specific maintenance tasks and troubleshooting guidelines.
3.0 Cover Crop Maintenance
Cover crop shall be mowed at regular intervals to keep the turf height from exceeding 12-inches.
Cover crop shall not be mowed to a height less than 4 inches to prevent damage to the drip line.
All clippings from the mowing process shall be removed within 48 hours of mowing to ensure
nutrient removal.
L. SAFETY MEASURES
1.0 Restriction of Access
Access to the WWTP will be controlled by a perimeter fence, lockable access doors and hatches,
and a lockable gate.
2.0 Emergency Contact
Information will be posted at the gate.
M. SPILL CONTROL PROVISIONS
1.0 Response to Upsets and Bypasses including Control, Containment, and Remediation
Audible alarms will be provided at all WWTP Pumping Stations. The SCADA Control System
will provide remote alarms to alert operator of a problem, if operator is not at the facility.
2.0 Contact Information for Plant Personnel, Emergency Responders, and Regulatory Agencies
Phone numbers for Emergency Responders and Remediation Agency numbers will be
located by the phone in the control room.
3.0 Facility Control Valves will allow operator to isolate Systems within the WWTP if a problem
occurs
36

O. RESIDUALS MANAGEMENT PLAN
This section includes documentation of the plant's Residuals Management Plan, per
15A NCAC 02T .0504(j) and .0508.

RESIDUALS MANAGEMENT PLAN
EAST COAST AT MONTAGUE
In the treatment plant sedimentation process, biosolids will be collected in the
Primary Settlement Tank. Biosolids from the bottom style clarifiers, Backwashing
of the GMF filters, and Final Sedimentation/Sludge Return Tank will be wasted
daily or as necessary to the Primary Settlement Tank by airlift pumping.
The biosolids will be pumped from the holding tank twice monthly by a
licensed local residuals hauling operation for ultimate disposal at a permitted
treatment facility or land applied to a permitted land application site.

P.1. CERTIFICATE OF PUBLIC CONVENIENCE AND NECESSITY
This application does not include a Certificate of Public Convenience and Necessity
because it is not owned by any Privately -Owned Public Utilities.

P.2. EXISTING PERMIT
This application does not include an Existing Permit because it is not an existing
treatment facility.

P.3. FINAL ENVIRONMENTAL DOCUMENT
This application does not include a Final Environmental Document because the project
does not involve public monies or lands subject to the North Carolina Environmental
Policy Act under 15A NCAC 01C .0100 TO.0400

P.4. FLOODWAY REGULATION COMPLIANCE
This application does not include a Floodway Regulation Compliance section because
no part of the proposed project lies within the 100-year floodplain.

P.5. OPERATIONS AGREEMENTS
Per 15A NCAC 02T .0115(b), an executed Operational Agreement (FORM: DEV) is
enclosed.

STATE OF NORTH CAROLINA
COUNTY OF Pender Permit No.
OPERATIONAL AGREEMENT
This AGREEMENT made pursuant to G.S. 143-215.1 (dl) and entered into this day of
, by and between the North Carolina Environmental Management
Commission, an agency of the State of North Carolina, hereinafter known as the COMMISSION; and
, a corporation/general partnership registered/licensed to do
business in the State of North Carolina, hereinafter known as the DEVELOPER.
WITNESSETH:
1. The DEVELOPER is the owner of the certain lands lying in Pender County, upon
which it is erecting and will erect dwelling units and other improvements, said development to be known
as East Coast at Montague (hereinafter the Development).
2. The DEVELOPER desires, to construct a wastewater collection system with pumps, wastewater treatment
works, and/or disposal facilities (hereinafter Disposal System) to provide sanitary sewage disposal to serve
the Development on said lands.
3. The DEVELOPER has applied to the COMMISSION for the issuance of a permit pursuant to G.S. 143-
215.1 to construct, maintain, and operate the Disposal System.
4. The DEVELOPER has created or shall create unit ownership in said dwellings units, other improvements
and lands through filing of a Declaration of Unit Ownership (hereinafter Declaration), pursuant to Chapter
47C of the North Carolina General Statutes.
5. The DEVELOPER has caused to be formed or will cause to be formed at the time of filing of the Declaration,
the Unit Owners' Association (hereinafter
Association), a non-profit corporation organized and existing under and by the virtue of the laws of the State
of North Carolina, for the purpose, among others, of handling the property, affairs and business of the
Development; of operating, maintaining, re -constructing and repairing the common elements of the lands
and improvements subject to unit ownership, including the Disposal System; and of collecting dues and
assessments to provide funds for such operation, maintenance, re -construction and repair.
6. The COMMISSION desires to assure that the Disposal System of the Development is properly constructed,
maintained and operated in accordance with law and permit provisions in order to protect the quality of the
waters of the State and the public interest therein.
NOW, THEREFORE, in consideration of the promises and the benefits to be derived by each of the parties hereto,
the COMMISSION and DEVELOPER do hereby mutually agree as follows:
The DEVELOPER shall construct the Disposal System in accordance with the permit and plans and
specifications hereafter issued and approved by the COMMISSION, and shall thereafter properly operate
and maintain such systems and facilities in accordance with applicable permit provisions and law.
2. The DEVELOPER shall not transfer ownership and/or control of the Disposal System to the Association
until construction has been completed in accordance with the permit and approved plans, and the staff of
the Division of Water Resources has inspected and approved of the facilities. In order to change the name
of the permit holder, the DEVELOPER must request that the permit be reissued to the Association. The
request must include a copy of the Association Bylaws and Declaration.
3. The DEVELOPER shall not transfer, convey, assign or otherwise relinquish or release its responsibility for
the operation and maintenance of its Disposal System until a permit has been reissued to the DEVELOPER's
successor.
FORM: DEV 01-20 Page 1 of 2

4. The DEVELOPER shall provide in the Declaration and Association Bylaws that the Disposal System and
appurtenances thereto are part of the common elements and shall thereafter be properly maintained and
operated in conformity with law and the provisions of the permit for construction, operation, repair, and
maintenance of the system and facilities. The Declaration and Bylaws shall identify the entire wastewater
treatment, collection and disposal system as a common element, which will receive the highest priority for
expenditures by the Association except for Federal, State, and local taxes and insurance.
5. The DEVELOPER shall provide in the Declaration and Association Bylaws that the Disposal System will
be maintained out of the common expenses. In order to assure that there shall be funds readily available to
repair, maintain or construct the Disposal System, beyond the routine operation and maintenance expenses,
the Declaration and Association Bylaws shall provide that a fund be created out of the common expenses.
Such fund shall be separate from the routine maintenance funds allocated for the facility and shall be part
of the yearly budget.
6. In the event the common expense allocation and separate fund are not adequate for the construction, repair,
and maintenance of the Disposal System, the Declaration and Association Bylaws shall provide for special
assessments to cover such necessary costs. There shall be no limit on the amount of such assessments, and
the Declaration and Bylaws shall provide that such special assessments can be made as necessary at any
time.
7. If a wastewater collection system and wastewater treatment and/or disposal facility provided by any city,
town, village, county, water and sewer authorities, or other unit of government shall hereinafter become
available to serve the Development, the DEVELOPER shall take such action as is necessary to cause the
existing and future wastewater of the Development to be accepted and discharged into said governmental
system, and shall convey or transfer as much of the Disposal System and such necessary easements as the
governmental unit may require as condition of accepting the Development's wastewater.
8. Recognizing that it would be contrary to the public interest and to the public health, safety and welfare for
the Association to enter into voluntary dissolution without having made adequate provision for the
continued proper maintenance, repair and operation of its Disposal System, the DEVELOPER shall provide
in the Association Bylaws that the Association shall not enter into voluntary dissolution without first having
transferred its said system and facilities to some person, corporation or other entity acceptable to and
approved by the COMMISSION by the issuance of a permit.
9. The agreements set forth in numbered paragraphs 1, 2, 3, 4, 5, 6, 7, and 8 above shall be conditions of any
permit issued by the COMMISSION to the DEVELOPER for the construction, maintenance, repair and
operation of the Disposal System.
10. A copy of this agreement shall be filed at the Register of Deeds in the County(ies) where the Declaration is
filed and in the offices of the Secretary of State of North Carolina with the Articles of Incorporation of the
Association.
IN WITNESS WHEREOF, this agreement was executed in duplicate originals by the duly authorized
representative of the parties hereto on the day and year written as indicated by each of the parties named below:
FOR THE ENVIRONMENTAL— C { `�P
MANAGEMENT COMMISSION Name of DEVE OP R
S. Daniel Smith, Director
Division of Water Resources
(Date)
(Signature)
Print Name and Title
C9- LC -Re lan
(Date)
FORM: DEV 01-20 Page 2 of 2

P.6. THREATENED OR ENDANGERED AQUATIC SPECIES DOCUMENTATION
Per 15A NCAC 02T .0105(C.)(10), documentation from the Department's Natural
Heritage Program demonstrating the presence or absence of threatened or endangered
aquatic species within the boundaries of the wastewater treatment, storage and
irrigation facilities is enclosed. The included table shows the Threatened and
Endangered species local to Pender County, and describes their natural habitats.
Natural habitats of the Threatened and Endangered Species listed are mostly related to
ocean waters and beaches, rivers, and trees. The proposed wastewater treatment,
storage, and irrigation facilities are to be located on a site that does not provide the type
of conditions that the listed Threatened and Endangered Species would require to be
present on site. Therefore, the proposed wastewater treatment, storage, and irrigation
facilities are not expected to have any negative impacts on such species and no permits
pursuant to NCAC 02B .0110 are required. Should a listed species be observed during
construction of the facilities, the Department will be notified immediately.

NC
Federal
State
County
Taxonomic Group
Scientific Name
Common Name
Status
Status
Rank
Global Rank
County
Status
Habitat Comment
brackish water of large rivers and estuaries;
Freshwater Fish
Acipenser brevirostrum
Shortnose Sturgeon
E
E
S1
G3
Pender
Current
spawns in freshwater areas
Freshwater Fish
Acipenser oxyrinchus oxyr
Atlantic Sturgeon
E
E
S2
G3T3
Pender
Current
coastal waters, estuaries, large rivers
Vascular Plant
Amaranthus pumilus
Seabeach Amaranth
T
T
S1
G2
Fender
Current
ocean beaches and island -end flats
nests on beaches; forages in ocean and
Reptile
Caretta caretta
Loggerhead Seaturtle
T
T
S213
G3
Fender
Current
sounds [breeding evidence only]
ecotones between very wet clay savannas and
Vascular Plant
Carex lutea
Golden Sedge
E
E
S2
G2
Fender
Current
swamp forests
ocean beaches and island -end flats [breeding
Bird
Charadrius melodus meloc
Piping Plover - Atlantic Coast sul
T
T
S1B,S1N
G3T3
Fender
Current
evidence only]
nests on beaches; forages in ocean and
Reptile
Chelonia mydas
Green Seaturtle
T
T
S28
G3
Fender
Current
sounds [breeding evidence only]
nests on beaches, forages in ocean and
Reptile
Lepidochelyskempii
Kemp's Ridley Seaturtle
E
E
S1B,SUN
G1
Fender
Current
sounds [breeding evidence only]
Vascular Plant
Lysimachia asperulifolia
Rough -leaf Loosestrife
E
E
S3
G3
Fender
Current
pocosin/savanna ecotones, pocosins
roosts in hollow trees and buildings (warmer
months), in caves and mines (winter); mainly
Mammal
Myotis septentrionalis
Northern Long-eared Bat
T
T
S2
G1G2
Fender
Current
in the mountains
mature open pine forests, mainly in longleaf
Bird
Picoides borealis
Red -cockaded Woodpecker
E
E
S2
G3
Pender
Current
pine [breeding evidence only]
savannas and moist to dryish pinelands with
Vascular Plant
Schwalbea americana
Chaffseed
E
E
S2
G2
Pender
Historical
frequent fire
Vascular Plant
IThalictrum cooleyi
Cooley's Meadowrue
E
E
Sl
G1
Fender
Current
wet savannas
Mammal
Trichechus manatus
West Indian Manatee
T
T
S1N
G2
Pender
Current
warm waters of estuaries and river mouths

P.7. WASTEWATER CHEMICAL ANALYSIS
This application does not include an Wastewater Chemical Analysis because the
proposed project is not treating Industrial Waste.