WQ0043463_More Information Received_20220913

Initial Review
Reviewer
Thornburg, Nathaniel D
Is this submittal an application? (Excluding additional information.) *
Yes No
If not an application what is the submittal type?* Annual Report
Residual Annual Report
Additional Information
Other
Permit Number (IR) * WQ0043463
Applicant/Permittee Cedar Run Capital, LLC
Email Notifications
.....................................................................................................
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer

Submittal Form
Project Contact Information
Please provide information on the person to be contacted by NDB Staff regarding electronic submittal, confirmation of receipt, and other correspondence.
............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
Name* Natalie Dell
Email Address*
[e-mail]
Project Information
Application/Document Type*
New (Fee Required)
Modification - Major (Fee Required)
Renewal with Major Modification (Fee
Required)
Annual Report
Additional Information
Other
Phone Number*
7048412588
Modification - Minor
Renewal
GW-59, NDMR, NDMLR, NDAR-1,
N DAR-2
Residual Annual Report
Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
hftps://edocs.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Perm it Type:*
Wastewater Irrigation
High -Rate Infiltration
Other Wastewater
Reclaimed Water
Closed -Loop Recycle
Residuals
Single -Family Residence Wastewater
Other
Irrigation
Permit Number: *
WQ0043463
Has Current Existing permit number
Applicant/Permittee Address*
2405-F Nash Street, Wilson, NC 271896
Facility Name*
Family Dollar- Currie WWTF
Please provide comments/notes on your current submittal below.
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here. *
(Application Form, Engineering Plans, Specifications, Calculations, Etc.)
Application W00043463 Resubmittal.pdf 53.87MB
Upload only 1 PDF document (less than 250 MB). Multiple documents must be combined into one PDF file unless file is larger
than upload limit.
* By checking this box, I acknowledge that I understand the application will not be
accepted for pre -review until the fee (if required) has been received by the Non -
Discharge Branch. Application fees must be submitted by check or money order and
made payable to the North Carolina Department of Environmental Quality (NCDEQ).
I also confirm that the uploaded document is a single PDF with all parts of the
application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Signature
01&%ei lokll
Submission Date 9/9/2022

September 9, 2022 08721-0001
NCDEQ – Division of Water Resources
Water Quality Permitting Section
Non-Discharge Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: Application WQ0043463: Family Dollar WWTF - Currie
Dear Ms. Plummer,
Attached is the resubmittal package for Application WQ0043463: Family Dollar WWTF in
response the additional information request issued August 12th, 2022. Review comments have
been addressed, the plans have been revised accordingly, and additional supporting
documentation is provided. Included are the following:
Comment Response Letter
Wastewater Irrigation Systems Application Form
Property Ownership Documentation
Flow Reduction Approval Letter
Soil Evaluation Additional Information and Water Balance
Engineering Plans & Specifications
Engineering Calculations
o Buoyancy Calculations
o Hydraulic and Pollutant Loading for each Treatment Unit
o Treatment Unit Sizing Criteria
o System Curve
Orenco® Pump Vault Product Data Sheet
UV Disinfection Unit Product Data Sheet
General Process Description, Operation and Maintenance Plan, Residuals
Management Plan, and Power Reliability Plan
GeoFlow Irrigation O&M
UV Disinfection Unit O&M
If upon receipt and review of this resubmittal 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.
Respectfully submitted,
McKIM & CREED, Inc.
Jimmy Holland, PE
Project: Family Dollar WWTF - Currie
Client: Cedar Run Capital
Project No.: 08721-0001
Date: August 16, 2022
Subject: Responses to NCDEQ DWR Comments
NCDEQ Comments and M&C Responses:
C1. NCDEQ Comment: In Section II, the provided address of 2844 Caratoke Highway and the provided
facility coordinates of 34.44o, -78.05o do not appear to correspond to the parcel referenced in the submittal
documents. Please revise the facility information to include the address associated with the proposed
facility, and please revise the coordinates to a higher level of accuracy (preferred accuracy is to the
nearest tenth of a second or six decimal points).
M&C Response: The address on the application in Section II has been updated to 9240 Hwy 421,
Currie, NC, 28435 to correspond with the parcel referenced on the property deed in the resubmittal
documents. The coordinates have also been updated to six decimal points.
C2. NCDEQ Comment: Item IV.7 lists that representative data and a flow reduction approval were used
for the proposed facility’s wastewater flow. A value of 260 gallons per day (GPD) was listed for the
business; however, it is unclear what data was used to determine this flow as this facility and the
associated business have not yet been constructed. Additionally, a copy of the flow reduction approval
letter was not included within the submittal package. Please provide additional information regarding the
daily design flow of the proposed wastewater facility that meets the requirements of 15A NCAC 02T
.0114(c) and a copy of the flow reduction approval letter issued by the Municipal: NPDES, Pretreatment
and Collection Systems Unit.
M&C Response: A copy of the flow reduction approval letter including data used to determine the
flow at this facility and the associated business is included within the resubmittal package.
C3. NCDEQ Comment: Item IV.9 indicates that documentation of the presence or absence of
threatened or endangered aquatic species was provided. This documentation was not included in the
submittal package. Please provide the missing document.
M&C Response: Item IV.9 on the application has been revised and is now unchecked. An
information request has been submitted to the North Carolina Natural Heritage Program.
Documentation of the presence or absence of threatened or endangered aquatic species is being
acquired and will be sent once received.
C4. NCDEQ Comment: Item IV.10 lists an active monitoring well (Monitoring Well 1). Please provide
a copy of the Well Construction Record (Form GW-1) so that we can add this well to the permit records.
If the well has not been constructed, then please revise the application to indicate that the monitoring well
is “proposed”.
M&C Response: Item IV.10 has been revised to indicate the monitoring well is “proposed.” The
plan set has been revised to include the proposed monitoring well, MW-1.
C5. NCDEQ Comment: Item V.1, the “Designed Effluent Concentrations” column lists values of less
than the permit limits outlined in 15A NCAC 02T .0505 for the designed effluent parameter rather than
supplying values representative of the proposed plant’s nutrient and constituent removal capacity. Please
provide either removal calculations that demonstrate what this treatment facility should be capable of
achieving or effluent study data from Advantex systems serving comparable influent waste streams.
Please revise the application as needed.
M&C Response: Effluent study data from Advantex systems serving comparable influent waste
streams is attached as is the hydraulic and pollutant loading spreadsheet. A summary of median
effluent values from an Advantex internal sample are summarized in the table below. The sample
includes residential of all varieties, 2 bedrooms to 12 bedroom oceanfront, community systems and
commercial, totaling 515 sample sites.
INF
TKN
Effl
cBOD
Eff
TSS
Eff
NH3
Eff
TKN
Eff
NN
Total
Eff N
Eff % Nit
Red
Eff
Fecal
Effl
Turbidity
Median=55.4 2.0 2.5 1.6 3.5 16.9 21.7 56%10.0 3.6
The “Designed Effluent Concentrations” column in Item V.1 has been revised to supply values
representative of the proposed plant’s nutrient and constituent removal capacity based on the
values in the above table.
C6. NCDEQ Comment: The response to Item V.5 states that an activated standby power supply will be
made available onsite to satisfy 15A NCAC 02T .0505(l). The response under Item IX.5 indicates that an
automatically activated standby power source will not be provided. Please address this discrepancy and
provide additional information regarding the Power Reliability Plan.
M&C Response: An automatically activated standby power source will not be provided. Item V.5
has been revised to reflect this and there is no longer a discrepancy with Item IX.5. There will be
enough effluent storage available as determined by the storage calculations described in M&C
response to NCDEQ’s comment M.1. Additionally, there will be a hook-up for a portable back-up
generator that can be obtained during instances in which a generator will be needed. More
information on the Power Reliability Plan has been provided in the General Process Description,
Operation and Maintenance Plan, Residuals Management Plan, and Power Reliability Plan attached.
C7. NCDEQ Comment: Earlier in the application, it was indicated that 15A NCAC 02T .0505(k), which
requires multiple pumps be provided wherever pumps are used, is being met. Section V.11.e indicates
that only one effluent pump is being installed in the pump tank. How is the applicant intending on
complying with .0505(k)?
M&C Response: Multiple pumps will be provided wherever pumps are used. Section V.e has been
updated to reflect this.
C8. NCDEQ Comment: Item VII.1 of the application states that the minimum depth to the Seasonal
High Water Table (SHWT) within the proposed irrigation area is 2.72 feet. This measurement does not
appear to agree with the Soil Evaluation report provided by Applied Resource Management, P.C. which
indicated that the water table may be within 12 inches of the surface. Please revise or explain the
discrepancy.
M&C Response: In the report provided by Applied Resource Management, P.C., Monitoring Well
1 indicated static water at 10”, Monitoring Well 2 indicated static water at 11”, and Monitoring
Well 3 indicated static water at 8”. However, as the vertical separation between the seasonal high
water table and the ground surface must be at least one foot, 24” of fill will be provided in the
irrigation area. Item VII.1 of the application has been updated to state that the minimum depth to
the Seasonal High Water Table (SHWT) within the proposed irrigation area is 2.67 feet (32 inches).
D1. NCDEQ Comment: The submittal package included a document titled “Assignment of Rents”
between Cedar Run Capital, LLC (the applicant) and Truist Bank that refers to parcel 2285-63-0939-
0000. The "Assignment of Rents" document does not appear to meet the requirements of 15A NCAC
02T .0504(f), and a review of the Pender County Register of Deeds GIS map shows that Parcel number
2285-63-0939-0000 is owned by Rudy Johnson. Additionally, Mr. Johnson does not appear to be
affiliated with Cedar Run Capital, LLC. Please demonstrate that the requirements of 15A NCAC 02T
.0504(f) are being met by providing one of the following: a) Legal documentation of ownership (i.e., GIS,
deed or article of incorporation), b) Written notarized intent to purchase agreement signed by both parties
with a plat or survey map, or c) 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.
M&C Response: The legal documentation of ownership (property deed) for parcel 2285-63-0939-
000 and 2285-54-9493-000 is attached to this submittal package.
E1. NCDEQ Comment: Saturated hydraulic conductivity (Ksat) values were only provided for depths of
22 to 40 inches and 66 to 84 inches. The Murville Muck series, as described in the “Soil Survey of
Pender County, North Carolina”, includes a mucky fine sand in the A horizon. The provided engineering
design indicates that the existing soils are to remain in situ, and hydraulic conductivities were not
provided for the full soil profile. Indications of a shallow groundwater table were noted throughout the
Soil Evaluation, and it is unclear whether the values depicted in Table 1 are representative of the most
restrictive soil horizon at the site. Please provide additional information regarding the saturated hydraulic
conductivity in the upper 22 inches of the soil profile.
M&C Response: See attached Applied Resource Management report for comment response and
additional information.
E2. NCDEQ Comment: Within the Soil Evaluation, a maximum daily design flow of 200 gallons per
day (GPD) is provided based on the preliminary water balance data with a note that the maximum daily
design flow may be limited by nutrient loading rather than hydraulic loading. The loading rate analysis
section indicates that phosphorus removal is the limiting design criteria and provides a maximum loading
rate of 70.8 inches per year. The loading rate of 70.8 inches per year for a 0.08-acre disposal area appears
to correspond to approximately 420 GPD – this is reflected in the Daily Design Flow calculation in
Appendix B. The engineering design for this application uses a daily design flow of 260 GPD. It is
unclear what the basis is for the 200 GPD recommended in the Soil Evaluation, and whether the proposed
engineering design daily flow of 260 GPD is attainable for the current site conditions. Please address the
inconsistencies between the daily design flow requirements and provide additional information as needed.
M&C Response: See attached Applied Resource Management report for comment response and
additional information.
H1. NCDEQ Comment: The provided water balance was termed a “Quick Water Balance Assuming No
Storage”. It is unclear how nutrient management, required pursuant to 15A NCAC 02T .0504(k), has
been incorporated into the provided water balance. The maximum allowable irrigation depicted shows
considerably higher values than the 259 gallons per day listed in the Totals row. Please provide
additional information regarding the water balance.
M&C Response: The provided water balance was calculated using the NC DENR Division of Water
Quality Version 5 Water Balance Excel Program. The water balance program was designed to assist
permit applicants in meeting the minimum design requirements of NCAC 15A.2H.0200 for surface
irrigation disposal/treatment systems. The soil drainage methodology used within this program is
referenced from EPA 625/1-81-013, Process Design Manual, Land Treatment of Municipal
Wastewater. In order to complete this procedure, actual in-situ saturated vertical hydraulic
conductivity values for the soils under consideration to receive wastes are required as well as
facility design data, long term precipitation data, and long term temperature data. The maximum
allowable irrigation total was revised to depict the correct amount of the sum of the maximum
allowable irrigation of the 12 months, 94,364 gpd. The revised water is attached.
I1. NCDEQ Comment: The provided Plan Set appears to have been resized during the submittal process
rendering many of the finer notes and features illegible. Please submit a copy of the revised Plan Set via
email in addition to your electronic submittal for the response to this letter so that our staff can confirm
that the depicted facility corresponds to the provided engineering calculations and design.
M&C Response: A copy of the revised Plan Set has been provided via email in addition to the
electronic resubmittal.
I2. NCDEQ Comment: Several of the submitted documents indicated that Irrigation Field Notes 1 and 2
on Sheet G101 conflict with the Fill System Detail provided in the Soil Evaluation report. The Fill
System Detail calls for 24 inches of approved sand fill, while the Plan Note calls for 18 inches. Similarly,
the Fill System Detail states that fill material should be tapered from the top edge of the fill to the ground
surface 6 feet from the boundary area, while the Plan Note calls for 5 feet.
M&C Response: The Irrigation Field Notes 1 and 2 on Sheet G101 have been updated to
correspond with the Fill System Detail provided in the Soil Evaluation report.
I3. NCDEQ Comment: Sheet C101 depicts a pond and a temporary skimmer basin near the proposed
treatment plant and irrigation facility. The scale on the provided plan set is difficult to discern, but it
appears that these features are within the setback limits outlined in 15A NCAC 02T .0506. The Soil
Evaluation provided by Applied Resource Management, P.C., recommended reconstruction of the pond to
provide for the proper setback distance; however, this does not appear to be reflected in the provided Plan
Set (or other engineering documents). Additionally, it is unclear whether the temporary skimmer basin
will still be in operation at the time of facility start-up. Please provide additional information regarding
these structures including anticipated cease of operation, reconstruction, and any additional actions
necessary to meet the setback requirements.
M&C Response: The scale of the plan set will be easier to discern with the plans emailed separately.
As seen on sheet C103, the temporary skimmer basin is outside of the treatment system 50 foot
surface water setback limit and outside the 100 foot surface water setback limit for the irrigation
site. The temporary skimmer basin is a proposed structure that will be built during the Family
Dollar Building project. Notes have been added to the relative sheets to reflect Applied Resource
Management, P.C. recommendation to fill a portion of the pond to provide the proper setback
distance for the irrigation site setback requirement.
I4. NCDEQ Comment: A sufficiently detailed view of the pump tank was not provided within the
submitted Plan Set. Please include a detail that depicts the screened vent, as well as a depiction of the
controls, alarms, and proper signage.
M&C Response: The detailed view of the pump tank is provided on sheet M100. Additionally, the
product data sheet is included in the resubmittal.
I5. NCDEQ Comment: Please provide a trench detail for piping installation and a detail for the
compliance monitoring well. Please note that monitoring wells are to be constructed in accordance with
the 15A NCAC 02C rules.
M&C Response: A trench detail for piping installation and a detail for the compliance proposed
monitoring well have been included on Sheet D101.
J1. NCDEQ Comment: The Engineering Plans and Soil Evaluation indicate that specialized earthwork is
needed to construct the drip irrigation area. Please provide specifications for the construction of the drip
irrigation mound area, including the type of soil to be used as backfill, methods used to place the soil
(e.g., tilling, discing, etc.), and any other necessary considerations.
M&C Response: Section 12000 – Construction of the Drip Irrigation Mound has been added to the
technical specifications on page TS-29. Therein includes the type of soil to be used as back fill (Soil
Group I sandy fill), subsection 1.02 Placement Fill which details methods for soil placement, and
other necessary considerations including site preparation and final landscaping.
J2. NCDEQ Comment: On page TS-4, Subpart 1.09 Equipment states that the Contractor may use any
type of earth-moving, compaction, and watering equipment. Additional considerations are required for
earthwork and preparation activities in the proposed disposal area to preserve soil structure. Please revise
this section to adequately reflect separate requirements for earthwork activities within the proposed
disposal area.
M&C Response: Section 02300 – Earthwork subpart 1.09 Equipment on page TS-5 of the Technical
Specifications has been revised to state that the Contractor may use any type of earth-moving,
compaction and watering equipment that will minimize detrimental impacts to the irrigation area.
J3. NCDEQ Comment: Page TS-9 discusses fertilizer application in advance of seeding, but the
specifications do not appear to distinguish between the drip irrigation areas and the landscape areas of the
property. The proposed fertilizer is 8-8-8 which will result in further phosphorus loading to the proposed
disposal area and is not suitable for a site where phosphorus removal is the limiting design criteria.
Please revise this section to adequately reflect separate requirements for seeding and turfing the drip
irrigation areas. The Non-Discharge Branch also requests that the proposed seed mixtures for the
irrigation area cover crop be described therein.
M&C Response: The subsection on fertilizer in Section 02320 – Seeding and Turfing has been
removed. The proposed seed mixtures for the irrigation area cover crop is described in Section
12000 – Construction of the Drip Irrigation Mound subsection 1.03.B Final Landscaping of Fill
System on page TS-29 of the Technical Specifications.
J4. NCDEQ Comment: TS-18 describes the high-head effluent pumps, but a few parameters were not
included. Please include the proposed pump operating point.
M&C Response: Section D.11 on page TS-18 of the technical specifications has been revised to
include the proposed pump operating point of 30 gpm and 55 ft total dynamic head.
J5. NCDEQ Comment: The specifications for the disinfection system list only that it is to be
accomplished by ultraviolet disinfection. Please provide details including the number of banks, the
number of lamps per bank, and the maximum disinfection capacity. Please also include product sheets of
the selected system or a list of acceptable manufacturers.
M&C Response: Language has been added to Section 11000 – Treatment Units subsection F –
Disinfection. There are a total of two UV banks and two UV bulbs, one UV bank per AX20 pod, and
one UV bulb per bank. The unit’s maximum disinfection capacity is also further explained in this
section. The Orenco® AXUV Disinfection Unit product sheet is attached.
K1. NCDEQ Comment: Several calculations were not included in the submittal. Pursuant to 15A
NCAC 02T .0504(c)(3), the engineering calculations should include hydraulic and pollutant loading for
each treatment unit, treatment unit sizing criteria, hydraulic profile of the treatment system, total dynamic
head, and system curve analysis for each pump, buoyancy calculations, and irrigation design. Please
revise the calculations to include the hydraulic and pollutant loading for each treatment unit, treatment
unit sizing criteria, the hydraulic profile of the treatment system, and the system curve analysis depicting
the pump curve and operating point.
M&C Response: The engineering calculations now include the hydraulic and pollutant loading for
each treatment unit, the treatment unit sizing criteria, and the system curve analysis depicting the
pump curve and operating point. The treatment system hydraulic profile is located on sheet C104.
For the treatment sizing criteria, the Advantex representative commented, “The reality is that we
don't have a great way to model effluent performance on such a small flow with so much textile on
it. As you can see, the flow only technically requires 10 sq ft of textile to meet the effluent
requirements detailed on the sheet. This design has 40sq ft of textile on it. I would expect BOD5 to
be <2mg/l, NH3 <2mg/l, TN of around a 60-70% reduction over the influent TKN.” The
representative also provided a summary of median effluent values from an internal sample set as
well. This includes residential of all varieties, 2 bedrooms to 12 bedroom oceanfront, community
systems and commercial, totaling 515 sample sites. The results are summarized in the table below.
INF
TKN
Effl
cBOD
Eff
TSS
Eff
NH3
Eff
TKN
Eff
NN
Total
Eff N
Eff % Nit
Red
Eff
Fecal
Effl
Turbidity
Median=55.4 2.0 2.5 1.6 3.5 16.9 21.7 56%10.0 3.6
L1. NCDEQ Comment: It appears that Plan Sheet C101 is meant to serve as the Site Map for this permit
application. This sheet was missing several of the features required under 15A NCAC 02T .0504(d).
Please include the monitoring well (i.e., MW-1) and label the disposal zones (i.e., Zone 1 and Zone 2) so
that the Site map corresponds with the information provided in the application form. Please revise as
needed.
M&C Response: Plan Sheet C101 has been incorporated into the sheet set as the Site Map and all
features required under 15A NCAC 02T .0504(d) are included. The monitoring well is displayed
and disposal zones 1 and 2 are labeled. Sheet C102, originally sheet C101 - Proposed Site Plan is
included to provide a closer view of the irrigation and project site.
M1. NCDEQ Comment: A Power Reliability Plan was not included in the submittal. On the application
checklist, the checkbox for “Has sufficient storage capacity that no potential for overflow exists” is
checked. A storage calculation was not provided within the submittal package, and further information is
needed for approval from the Director. Please provide additional information within the Power
Reliability Plan document that meets the requirements of 15A NCAC 02T .0505(l).
M&C Response: Information on the Power Reliability Plan has been provided in the General
Process Description, Operation and Maintenance Plan, Residuals Management Plan, and Power
Reliability Plan attached. An automatically activated standby power source will not be provided
because there will be enough effluent storage available as determined by the following storage
calculation.
1500 𝑔𝑎𝑙𝑙𝑜𝑛𝑠
260 𝑔𝑝𝑑=5.77 𝑑𝑎𝑦𝑠 𝑜𝑓 𝑠𝑡𝑜𝑟𝑎𝑔𝑒
The storage tank has the capacity for 1,500 gallons. At 260 gpd, this would provide 5.77 days of
storage. Additionally, there will be a hook-up for a portable back-up generator that can be obtained
during instances in which a generator will be needed.
N1. NCDEQ Comment: Pursuant to 15A NCAC 02T .0507(a)(4), the Operation & Maintenance (O&M)
Plan shall include spill control provisions, including (but not limited to): response to upsets and bypasses,
including control, containment, and remediation; and contact information for plant personnel, emergency
responders, and regulatory agencies.
M&C Response: An Operation & Management Plan is included in the attached document titled
General Process Description, Operation and Maintenance Plan, Residuals Management Plan, and
Power Reliability Plan.
N2. NCDEQ Comment: The Drip Irrigation System O&M Manual states "See the following pages for
specific maintenance tasks and troubleshooting guidelines". However, no additional pages were
provided. Please review and revise.
M&C Response: Additional pages have been provided and are attached.
N3. NCDEQ Comment: The ultraviolet (UV) disinfection system did not appear to be included within
the provided product manuals. Please provide the appropriate Operation & Maintenance information for
the proposed UV disinfection system.
M&C Response: The appropriate Operation & Maintenance information for the proposed UV
disinfection system is attached.
O1. NCDEQ Comment: A Residuals Management Plan was not included in the submittal. Pursuant to
15A NCAC 02T.0504(j) and .0508, submit a Residuals Management Plan that includes, at minimum:
a. A detailed explanation of how generated residuals (including trash, sediment and grit) will be
collected, handled, processed, stored, treated, and disposed.
b. An evaluation of the treatment facility’s residuals storage requirements based upon the
maximum anticipated residuals production rate and ability to remove residuals.
c. 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.
M&C Response: A Residuals Management Plan is included in the attached document titled General
Process Description, Operation and Maintenance Plan, Residuals Management Plan, and Power
Reliability Plan. Additionally, written commitment from Lewis Farms, a Permittee of a Department
approved residuals disposal/utilization program that has adequate permitted capacity to accept the
residuals shall be provided prior to facility operation.
P1. NCDEQ Comment: Appropriate documentation of the presence or absence of threatened or
endangered aquatic species was provided was not included in the submittal. Please provide
documentation meeting the requirements of 15A NCAC 02T .0105(c)(10).
M&C Response: As discussed in response to comment C3, an information request has been
submitted to the North Carolina Natural Heritage Program. Documentation of the presence or
absence of threatened or endangered aquatic species is being acquired and will be sent once
received.
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0500 – WASTEWATER IRRIGATION SYSTEMS
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION

INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 1 of 6
Plans, specifications and supporting documents shall be prepared in accordance with 15A NCAC 02H .0400 (if necessary), 15A
NCAC 02L .0100, 15A NCAC 02T .0100, 15A NCAC 02T .0700, Division Policies and good engineering practices. Failure to
submit all required items will necessitate additional processing and review time.
For more information, visit the Water Quality Permitting Section’s Non-Discharge 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(f), the Applicant shall demonstrate they are the owner of all property containing the wastewater
treatment, storage and irrigation facilities:
Legal documentation of ownership (i.e., GIS, deed or article of incorporation), or
Written notarized intent to purchase agreement signed by both parties with a plat or survey map, or
Written notarized lease agreement that specifically indicates the intended use of the property and has been signed by both
parties, as well as a plat or survey map. Lease agreements shall adhere to the requirements of 15A NCAC 02L .0107.
Provide all agreements, easements, setback waivers, etc. that have a direct impact on the wastewater treatment, conveyance,
storage and irrigation facilities.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 2 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 3 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 80th percentile and a minimum of 30 years of observed data.
Potential Evapotranspiration (PET) using the Thornthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
Soil drainage based on the geometric mean of the in-situ KSAT tests in the most restrictive horizon and a drainage coefficient
ranging from 4 to 10% (unless otherwise technically documented).
 Other factors that may restrict the hydraulic loading rate when determining a water balance include:
Depth to the SHWT and 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.
I. 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 4 of 6
J. Specifications (All Application Packages):
Per 15A NCAC 02T .0504(c)(2), submit specifications that have been signed, sealed and dated by a North Carolina licensed
Professional Engineer, and shall include at a minimum:
Table of contents with each section/page numbered.
Detailed specifications for each treatment/storage/irrigation unit, as well as all piping, valves, equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), nozzles/emitters, precipitation/soil moisture sensor (if applicable),
audible/visual high water alarms, liner material, etc.
Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc.)
Means for ensuring quality and integrity of the finished product, including leakage, pressure and liner testing.
Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY,
NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the
specifications may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
K. Engineering Calculations (All Application Packages):
Per 15A NCAC 02T .0504(c)(3), submit engineering calculations that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer, and shall include at a minimum:
Hydraulic and pollutant loading calculations for each treatment unit demonstrating how the designed effluent
concentrations in Application Item V.1. were determined.
Sizing criteria for each treatment unit and associated equipment (i.e., blowers, mixers, flow meters, pumps, etc.).
Total and effective storage calculations for each storage unit.
Friction/total dynamic head calculations and system curve analysis for each pump used.
Manufacturer’s information for all treatment units, pumps, blowers, mixers, diffusers, flow meters, irrigation system, etc.
Flotation calculations for all treatment and storage units constructed partially or entirely below grade.
A demonstration that the designed maximum precipitation and annual loading rates do not exceed the recommended rates.
A demonstration that the specified auxiliary power source is capable of powering all essential treatment units.
L. Site Map (All Application Packages):
Per 15A NCAC 02T .0504(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer and/or Professional Land Surveyor, and shall include at a minimum:
A scaled map of the site with topographic contour intervals not exceeding 10 feet or 25 percent of total site relief and
showing all facility-related structures and fences within the wastewater treatment, storage and irrigation areas.
Soil mapping units shown on all irrigation sites.
The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial), springs, lakes, ponds, and other surface drainage features within 500 feet of all wastewater treatment, storage
and irrigation sites.
Delineation of the compliance and review boundaries per 15A NCAC 02L .0107 and .0108, and 15A NCAC 02T .0506(c)
if applicable.
Setbacks as required by 15A NCAC 02T .0506.
Site property boundaries within 500 feet of all wastewater treatment, storage and irrigation sites.
All habitable residences or places of public assembly within 500 feet of all treatment, storage and irrigation sites.
NOTE – For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
M. Power Reliability Plan (All Application Packages):
Per 15A NCAC 02T .0505(l), 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 5 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(j) 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(j), a written commitment to the Applicant from a Permittee of a Department approved residuals
disposal/utilization program is not required at the time of this application, however, it shall be provided prior to operation of any
permitted facilities herein.
NOTE – If an on-site restaurant or other business with food preparation is contributing wastewater to this system, an oil/grease
disposal plan shall be submitted.
P. Additional Documentation:
 Certificate of Public Convenience and Necessity (All Application Packages for Privately-Owned Public Utilities):
Per 15A NCAC 02T .0115(a)(1) and .0504(g), provide the Certificate of Public Convenience and Necessity from the North
Carolina Utilities Commission demonstrating the Applicant is authorized to hold the utility franchise for the area to be
served by the wastewater treatment and irrigation system, or
Provide a letter from the North Carolina Utilities Commission’s Water and Sewer Division Public Staff stating an
application for a franchise has been received and that the service area is contiguous to an existing franchised area or that
franchise approval is expected.
 Existing Permit (All Modification Packages):
Submit the most recently issued existing permit.
Provide a list of any items within the permit the Applicant would like the Division to address during the permit modification
(i.e., compliance schedules, permit description, monitoring, permit conditions, etc.).
 Final Environmental Document (All Application Packages using public monies or lands subject to the North Carolina
Environmental Policy Act under 15A NCAC 01C .0100 to .0400):
Per 15A NCAC 02T .0105(c)(4), submit one copy of the environmental assessment and three copies of the final
environmental document (i.e., Finding of No Significant Impact or Record of Decision).
Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the wastewater treatment and irrigation system.
 Floodway Regulation Compliance (All Application Packages where any portion of the wastewater treatment, storage and
irrigation system is located within the 100-year floodplain):
Per 15A NCAC 02T .0105(c)(8), provide written documentation from all local governing entities that the facility is in
compliance with all local ordinances regarding construction or operation of wastewater treatment and/or disposal facilities
within the floodplain.

INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 6 of 6
P. Additional Documentation (continued):
 Operational Agreements (All Application Packages for Home/Property Owners' Associations and Developers of lots to be
sold):
 Home/Property Owners’ Associations
Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreement (FORM: HOA).
Per 15A NCAC 02T .0115(c), submit the proposed or approved Articles of Incorporation, Declarations and By-laws.
 Developers of lots to be sold
Per 15A NCAC 02T .0115(b), submit the properly executed Operational Agreement (FORM: 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 (NO3-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: By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY ST.
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604

TELEPHONE NUMBER: [phone] FAX NUMBER: [phone]
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0500 – WASTEWATER IRRIGATION SYSTEMS
FORM: WWIS 06-16

FORM: WWIS 06-16 Page 1 of 12
I. APPLICANT INFORMATION:
1. Applicant's name: Cedar Run Capital, LLC
2. Applicant type: Individual Corporation General Partnership Privately-Owned Public Utility
Federal State Municipal County
3. Signature authority’s name: Barnes Boykin per 15A NCAC 02T .0106(b) Title:
4. Applicant’s mailing address: 2405-F Nash Street
City: Wilson State: NC Zip: 27896-
5. Applicant’s contact information:
Phone number: [phone] Email Address: [e-mail]
II. FACILITY INFORMATION:
1. Facility name: Family Dollar WWTF - Currie
2. Facility status: Proposed
3. Facility type: Minor (< 10,000 GPD or < 300 disposal acres)
4. Facility’s physical address: 9240 Hwy 421
City: Currie State: NC Zip: 28435- County: Pender
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 34.443971○ Longitude: -78.051192○
Datum: NAD83 Level of accuracy: Nearest second Method of measurement: Map interpretation by extraction
6. USGS Map Name: Currie Quadrangle North Carolina - Pender County 7.5-Minute Series
III. CONSULTANT INFORMATION:
1. Professional Engineer: James W. Holland License Number: 33716 Firm: McKim & Creed
Mailing address: 8020 Tower Point Drive
City: Charlotte State: NC Zip: 28227-7726
Phone number: [phone] Email Address: [e-mail]
2. Soil Scientist: Walter D. Giese License Number: 1274 Firm: Applied Resources Management, PC
Mailing address: P.O. Box 882, 257 Transfer Station Road
City: Hampstead State: NC Zip: 28443-
Phone number: [phone] Email Address: [e-mail]
3. Geologist: Walter D. Giese License Number: 1274 Firm: Applied Resources Management, PC
Mailing address: P.O. Box 882, 257 Transfer Station Road
City: Hampstead State: NC Zip: 28443-
Phone number: [phone] Email Address: [e-mail]
4. Agronomist: Walter D. Giese Firm: Applied Resources Management, PC
Mailing address: P.O. Box 882, 257 Transfer Station Road
City: Hampstead State: NC Zip: 28443-
Phone number: [phone] Email Address: [e-mail]

FORM: WWIS 06-16 Page 2 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)
Dam Safety
Erosion & Sedimentation Control Plan 11/19/21 PENDE-2022-022 NCDEQ
Nationwide 12 / Section 404
Pretreatment
Sewer System
Stormwater Management Plan 5/17/22 NCDEQ
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: 260 GPD
Limited by: Treatment, Storage, Field Hydraulics, Field Agronomics or Groundwater Mounding
7. Explain how the wastewater flow was determined: 15A NCAC 02T .0114 or Representative Data
Has a flow reduction been approved under 15A NCAC 02T .0114(f)? Yes or No
Establishment Type Daily Design Flow a No. of Units Flow
Business (see attached) 260 gal/day 1 260 GPD
gal/ GPD
gal/ GPD
gal/ GPD
gal/ GPD
gal/ GPD
Total 260 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 3 of 12
IV. GENERAL REQUIREMENTS – 15A NCAC 02T .0100 (continued):
8. What is the nearest 100-year flood elevation to the facility? 15 feet mean sea level. Source: FEMA
Are any treatment, storage or irrigation facilities located within the 100-year flood plain? Yes or No
If yes, which facilities are affected and what measures are being taken to protect them against flooding?
If yes, has the Applicant submitted written documentation of compliance with §143 Article 21 Part 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:
If yes, complete the following table (NOTE – This table may be expanded for additional wells):
Well Name Status Latitude a Longitude a Gradient Location
Proposed
Monitoring
Well 1
Active 34.444250○ -78.051057○ Down Gradient On Compliance Boundary
Active . ○ - . ○ Select Select
Select . ○ - . ○ Select Select
Select . ○ - . ○ Select Select
Select . ○ - . ○ Select Select
Select . ○ - . ○ Select Select
Select . ○ - . ○ Select Select
Select . ○ - . ○ Select Select
Select . ○ - . ○ Select Select
Select . ○ - . ○ Select Select
a Provide the following latitude and longitude coordinate determination information:
Datum: NAD83 Level of accuracy: Nearest second Method of measurement:
Map interpretation by extraction
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. 143-215.6B? Yes or No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? Yes or No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? Yes or No
d. Is non-compliant with an existing non-discharge permit, settlement agreement or order? Yes or No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(e)(2)? Yes or No

FORM: WWIS 06-16 Page 4 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) 45 mg/L 1.6 mg/L
Biochemical Oxygen Demand (BOD5) 250 mg/L 2 mg/L
Fecal Coliforms 10 colonies per 100 mL
Nitrate Nitrogen (NO3-N) 0 mg/L 9.1 mg/L
Nitrite Nitrogen (NO2-N) 0 mg/L 9.1 mg/L
Total Kjeldahl Nitrogen 3.5 mg/L
Total Nitrogen 45 mg/L 21.7 mg/L
Total Phosphorus 12 mg/L 8 mg/L
Total Suspended Solids (TSS) 250 mg/L 2.5 mg/L
2. Is flow equalization of at least 25% of the average daily flow provided? Yes or No
3. Does the treatment facility include any bypass or overflow lines? Yes or No
If yes, describe what treatment units are bypassed, why this is necessary, and where the bypass discharges:
4. Are multiple pumps provided wherever pumps are used? Yes or No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(k)?
5. Check the appropriate box describing how power reliability will be provided in accordance with 15A NCAC 02T .0505(l):
Automatically activated standby power supply onsite capable of powering all essential treatment units; or
Approval from the Director that the facility:
 Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks;
 Has sufficient storage capacity that no potential for overflow exists; and
 Can tolerate septic wastewater due to prolonged detention.
6. If the wastewater treatment system is located within the 100-year flood plain, are there water-tight seals on all treatment units
or a minimum of two feet protection from the 100-year flood plain elevation? Yes, No or N/A
7. In accordance with 15A NCAC 02T .0505(o), how many days of residuals storage are provided? 30
8. How does the Applicant propose to prohibit public access to the wastewater treatment and storage facilities? Restricting
access with 2 strand fence.
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 5 of 12
V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA – 15A NCAC 02T .0505 (continued):
11. Provide the requested treatment unit and mechanical equipment information:
a. PRELIMINARY / PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
Treatment Unit No. of
Units
Manufacturer or
Material
Dimensions (ft) /
Spacings (in)
Volume
(gallons)
Plan Sheet
Reference
Specification
Reference
Septic Tank 1 Orenco 5.50' x 10.52' x 5.33' 1,000 M100 TS 14-15
Select
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit No. of
Units
Manufacturer or
Material Dimensions (ft) Volume
(gallons)
Plan Sheet
Reference
Specification
Reference
Other 2 Orenco 7.58' x 3.33' x 2.58' 390 M100 TS 20
Select
Select
Select
Select
Select
Select
Select
c. DISINFECTION
Treatment Unit No. of
Units
Manufacturer or
Material Dimensions (ft) Volume
(gallons)
Plan Sheet
Reference
Specification
Reference
Ultraviolet 2 Orenco 0.96' x 0.79' x 0.54' 3.0 M100 TS 20
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: 1 and maximum disinfection capacity: 10 GPM.
d. RESIDUAL TREATMENT
Treatment Unit No. of
Units
Manufacturer or
Material Dimensions (ft) Volume
(gallons)
Plan Sheet
Reference
Specification
Reference
Select
Select

FORM: WWIS 06-16 Page 6 of 12
V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA – 15A NCAC 02T .0505 (continued):
e. PUMPS
Location No. of
Pumps Purpose Manufacturer /
Type
Capacity Plan Sheet
Reference
Specification
Reference GPM TDH
Recirculation Tank 2 Effluent Pump Orenco/Submersible 30 65' M100 TS 16-19
Pump Tank 2 Effluent Pump Orenco/Submersible 20 100' M100 TS 16-19

f. BLOWERS
Location No. of
Blowers Units Served Manufacturer /
Type
Capacity
(CFM)
Plan Sheet
Reference
Specification
Reference

g. MIXERS
Location No. of
Mixers Units Served Manufacturer /
Type
Power
(hp)
Plan Sheet
Reference
Specification
Reference

h. RECORDING DEVICES & RELIABILITY
Device No. of
Units Location Manufacturer Maximum
Capacity
Plan Sheet
Reference
Specification
Reference
Effluent Flow Measuring Device 1 Headworks
Assembly GeoFlow Inc. 30 gpm D100 TS 24-26
Select
Select
Select
i. EFFLUENT PUMP / FIELD DOSING TANK (IF APPLICABLE):

FORM: WWIS 06-16 Page 7 of 12
Plan Sheet
Reference
Specification
Reference
Internal dimensions (L x W x H or φ x H) 10 ft 5 ft 5.25 ft M100 TS 26
Total volume 262.5 ft3 1964 gallons
Dosing volume 273 ft3 2040 gallons
Audible & visual alarms M100 TS 18-19
Equipment to prevent irrigation during rain
events C102 TS 27

FORM: WWIS 06-16 Page 8 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
1 x 10-7 cm/s? Yes, No or N/A
Has the Applicant provided predictive calculations or modeling demonstrating that surface
water or groundwater standards will not be contravened? Yes or No
If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? Yes, No or N/A
9. If the earthen impoundment is lined and the mean seasonal high water table is higher than the 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 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 9 of 12
VII. IRRIGATION SYSTEM DESIGN CRITERIA – 15A NCAC 02T .0505:
1. Provide the minimum depth to the seasonal high water table within the irrigation area: 2.67 ft
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? They are to be modified, the pond will be filled to a point 100' from drainage area, all other
structures will be maintained.
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/yr)
Annual / Seasonal
Loading
If Seasonal, list
appropriate
months
Murville Muck 2 .008 70.8 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? 2-strand 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 VII.8.? Yes or No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(t)?
7. Provide the required cover crop information and demonstrate the effluent will be applied at or below agronomic rates:
Cover Crop Soil Series % Slope Nitrogen Uptake Rate
(lbs/ac∙yr)
Phosphorus Uptake
Rate (lbs/ac∙yr)
Hybrid
Bermudagrass
overseeded with
Rescuegrass (Hay)
Murville 0-2 161 48

FORM: WWIS 06-16 Page 10 of 12
a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained: North Carolina Nutrient
Management Workgroup, 2003
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: 3,456 ft2
e. Minimum irrigation area from the Agronomist Evaluation’s phosphorus balance: 3,456 ft2
f. Minimum irrigation area from the water balance: 3,456 ft2

FORM: WWIS 06-16 Page 11 of 12
VII. 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/yr)
Latitude a Longitude a
Waterbody
Stream Index
No. b
Classification
Zone 1 .0437 Murville Muck .008 70.8 33.443996
○ -78.050510○ 18-74-55-8 C, Sw
Zone 2 .0437 Murville Muck .008 70.8 33.443999
○ -78.051111○ 18-74-55-8 C, Sw
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
. ○ - . ○
Total .0516
a Provide the following latitude and longitude coordinate determination information:
Datum: NAD83 Level of accuracy: Nearest second Method of measurement:
Digital or raw photo extraction
b For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: http://deq.nc.gov/about/divisions/water-resources/planning/classification-standards/classifications

FORM: WWIS 06-16 Page 12 of 12
Spray Irrigation Design Elements Drip Irrigation Design Elements
Nozzle wetted diameter: ft Emitter wetted area: 4 ft2
Nozzle wetted area: ft2 Distance between laterals: 2 ft
Nozzle capacity: GPM Distance between emitters: 2 ft
Nozzle manufacturer/model: / Emitter capacity: 0.53 GPH
Elevation of highest nozzle: ft Emitter manufacturer/model: Geoflow, Inc / WFPC16-2-24
Specification Section: Elevation of highest emitter: 35.5 ft
Specification Section: TS (20-22)

VIII. 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 Units
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site N/A N/A
Any habitable residence or place of assembly owned by the Permittee to be maintained as
part of the project site 46
Any private or public water supply source N/A N/A
Surface waters (streams – intermittent and perennial, perennial waterbodies, and wetlands) 100 51
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) 49
Any well with exception of monitoring wells N/A N/A
Any property line 50 108
Top of slope of embankments or cuts of two feet or more in vertical height N/A
Any water line from a disposal system 152
Any swimming pool N/A
Public right of way 230
Nitrification field N/A
Any building foundation or basement 41
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 13 of 12
Parameter Estimated Influent
Concentration
Designed Effluent
Concentration
(monthly average)
Designed Effluent
Concentration
(daily maximum)
Ammonia Nitrogen (NH3-N) mg/L mg/L mg/L
Biochemical Oxygen Demand
(BOD5) mg/L mg/L mg/L
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 14 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? The tanks are covered and as there is no loud equipment associated with the system,
noise is not an issue.
5. Is an automatically activated standby power source provided? Yes or No
6. Are all essential treatment units provided in duplicate? Yes or No
NOTE – Per 15A NCAC 02T .0103(16), essential treatment units are defined as any unit associated with the wastewater
treatment process whose loss would likely render the facility incapable of meeting the required performance criteria, including
aeration units or other main treatment units, clarification equipment, filters, disinfection equipment, pumps and blowers.
7. Are the disposal units (i.e., irrigation fields) provided in duplicate (e.g., more than one field)? Yes or No
8. Is there an impounded public surface water supply within 500 feet of the wetted area? Yes or No
9. Is there a public shallow groundwater supply (less than 50 feet deep) within 500 feet of the wetted area? Yes or No
10. Is there a private groundwater supply within 100 feet of the wetted area? Yes or No
11. Are there any SA classified waters within 100 feet of the wetted area? Yes or No
12. Are there any non-SA classified waters within 50 feet of the wetted area? Yes or No
13. Are there any surface water diversions (i.e., drainage ditches) within 25 feet of the wetted area? Yes or No
14. Per the requirements in 15A NCAC 02H .0404(g)(7), how much green area is provided? 1,000 ft2
15. Is the green area clearly delineated on the plans? Yes or No
16. Is the spray irrigation wetted area within 200 feet of any adjoining properties? Yes, No or N/A (i.e., drip irrigation)
17. Does the designed annual loading rate exceed 91 inches? Yes or No
Professional Engineer's Certification:
i James W. Holland attest that this application for
(Professional Engineer's name from Application Item III.1.)
Family Dollar WWTF - Currie
(Facility name from Application item II.I)
has been reviewed by me and is accurate, complete and consistent with the infonnation 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 .143-2.1.5.6A, and 14.1-2'1`5`6',I3, 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 15,E NC AC 0211' .0106ibI:
Barnes Boykin
,''1111L�Aflf�f�I
ti:p g4�SSlp;y'�.SfA
l
(Signature Authority's name & title from Application Item 1.3.)
Family Dollar - Currie
(Facility name from Application item It. 1.)
t that this application tcir
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 wil I 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 infonnation and attachments are not included, this application package will be returned to me as incomplete. i further certify
that the Applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater facility without
proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are compliant with any
active compliance schedule, and do not have any overdue annual fees per 15A NCAC 02T .01 DiLe).
NOTE • In accordance with General Statutes 143-215.6A and 143-215.6ii, 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 we s civil penal S lip $25,000 per violation.
Signature: Date: �J
FORM: WWIS 06-16 Page 13 of 12

BK 4783 PG 2389 - 2392 (4)
This Document eRecorded:
Fee: $26.00 DocType: DEED
Fender County, North Carolina
DOC# 20099902
03/28/2022 03:53:37 PM
Tax: $400.00
Sharon Lear Willoughby, Register of Deeds
The Attorney preparing this instrument
has made no record search or examination
as to the property herein described, unless the
same is shown by his written and signed
certificate.
STATE OF NORTH CAROLINA
COUNTY OF PENDER
Stamps $ Y
Parcel #—
_ J -q qq36
Prepared By
Return To:
L. Allen Hahn, P.A.
GRANTEE
See Below
THIS DEED, made and entered into this the day of March, 2022, by and between RUDY
JOHNSON and wife, JOYCE ANN JOHNSON
of g24D W L`zl CL-Vv► e,; Cat U oc� 1& 435 ,hereinafter called
GRANTORS and CEDAR RUN CAPITAL, LLC , a North Carolina Limited Liability Company of
GS hereinafter called GRANTEE;
WITNESSETH:
That Grantors, for and in consideration of TEN DOLLARS ($10.00) and other good and valuable
consideration to them in hand paid by Grantee, the receipt of which is hereby acknowledged, have given,
granted, bargained, sold and conveyed and by these presents do give, grant, bargain, sell and convey unto the
said Grantee, its successors and assigns, in fee simple, the following described real property, to -wit:
submitted electronically by "�. Allen Hahn"
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the Fender County Register of Deeds.

BK 4783 PG 2390
DOC# 20099902
SEE ATTACHED EXHIBIT ��A"
,/ALL OR A PORTION OF THE PROPERTY IiEREIN CONVEYED INCLUDES OR
DOES NOT INCLUDE THE PRIMARY RESIDENCE OF A GRANTOR,
TO HAVE AND TO HOLD the above -described real property with all the rights, privileges and
appurtenances thereunto belonging or in anywise appertaining unto the said Grantee, it successors and assigns,
in fee simple forever.
And the Grantors, for themselves, their heirs and assigns, covenant with Grantee, its successors and
assigns, that they are seized of said premises in fee and have the right to convey the same in fee simple; that the
same is free and clear from all encumbrances except easements and restrictions of record. and 2022 ad valorem
taxes which are to be prorated between Grantors and Grantee at the time of closing, noncompliance with local,
county, state or federal governmental laws, ordinances, or regulations relative to zoning, subdivision,
occupancy, use, construction or the development of the subject property, if any, and that they will warrant and
defend the title to the same against the lawful claims CAI persons whomsoever.
When reference is made to the Grantor or Grantee, the singulaz shall include the plural, and any
reference to gender shall include masculine, feminine and neuter.
IN WITNESS WHEREOF, Grantors have adopted the word "SEAL" as their seal and have hereunto set
their hands and seals on this the day and year first above written.

BK 4783 PG 2391
DOC# 20099902
•
hereby certify that RUDY JOHNSON and JOYCE ANN
(SEAL)
(SEAL)
a Notary Public of the aforesaid County and State do
JOHNSON, either personally known to me or
proven by satisfactory evidence (said evidence being NCDL), personally appeared before me this day and
acknowledged the voluntary due execution of the foregoing instrument Iky he/she/them for the purposes stated
therein.
Witness m� �l �d Notarial
P
® PUS®G
u�
Notary Public
My Commission Expires: � .

BK 4783 PG 2392 DOC# 20099902
811,110 wo
� r r• i r � r � n, r • r r cr : r r � r

ROY COOPER • Governor
NC DEPARTMENT OF
HEALTH AND MANDY COHEN, MD, MPH •Secretary
HUMAN SERVICES MARK T. BENTON • Assistant Secretary for Public Health
Division of Public Health
To: North Carolina Environmental Health Specialists
From: Jon Fowlkes, On -Site Water Protection Branch Head
Subject: Updated Design Flow Reductions for Dollar General
Date: May 24, 2021
Based on additional data sets provided for Dollar General Stores, the following adjusted design daily
flows may be used:
Up to 8,000 square feet of retail sales floor— 200 gpd
Retail sales floor from 8,001 square feet to 10,000 square feet — 240 gpd
Retail sales floor from 10,001 square feet to 12,000 square feet — 260 gpd
The adjusted design daily flows can only be used with the following conditions:
1. Tanks must be sized on the un-reduced design flow (120 gpd/1,000 square feet of retail space
area).
2. Use of low -flow fixtures such as spring -loaded or automatically activated faucets with flow rates
of one gallon per minute or less, low -flow urinals which use 0.5 gallons per flush or less, and
low -flow toilets which use 1.28 gallons per flush or less. Cut sheets of the fixtures must be
provided.
3. A floor plan of the building must be provided, identifying the retail sales floor square footage.
4. If a pump system is used, a Branch -approved flow equalization control panel must be used. The
flow equalization control panel limits the amount of effluent discharged to the dispersal field to
be no more than the maximum adjusted design daily flow. When the lag float is triggered, only
one timed dose is delivered. Non -flow equalization control panels are programmed to discharge
all effluent in the pump tank to the dispersal field when the lag float is triggered.
S. The tenants are prohibited from disposing into the wastewater system any chemical cleaners or
any other compound which may be harmful to the bacteria in the wastewater system, including
but not limited to quaternary ammonia compounds.
6. The tenants are prohibited from disposing of any food waste (solid or liquid) into the system.
7. The improvement permit, authorization to construct, and operation permit issued must specify
a Dollar General store. In the case of multiple stores, the Dollar General store must be
specifically identified. Any change to a facility designated as a Dollar General store would
require a re-evaluation of the design flow and the system design, and revised permits would
have to be issued.
8. We recommend the installation of a water meter for the Dollar General store.
NC DEPARTMENT OF HEALTH AND HUMAN SERVICES • DIVISION OF PUBLIC HEALTH
LOCATION: 5605 Six Forks Road, Raleigh, NC 27609
MAILING ADDRESS: 1642 Mail Service Center, Raleigh, NC 27699-1642
www.ncdhhs.gov • TEL: [phone] • FAx:[phone]
AN EQUAL OPPORTUNITY! AFFIRMATIVE ACTION EMPLOYER

_'4
ARM
Geothermal, Environmental,
& Wel I Drilling
8 September 2022
NC Division of Water Resources
Attn: Lauren Raup-Plummer
1617 Mail Service Center
Raleigh, NC 27699
Re: Family Dollar, Montague RD (ARM Project 220216)
Pender County, North Carolina -Additional Information
Ms. Raup-Plummer,
This report presents the results of additional soil and site testing for the above
referenced property in accordance with guidance from NCDEQ August 12, 2022.
Specifically, this report addendum is in reference to Section E of that letter.
El Saturated hydraulic conductivity (Ksat) values were only provided for depths of
22 to 40 inches and 66 to 84 inches. The Murville Muck series, as described in
the "Soil Survey of Pender County, North Carolina", includes a mucky fine sand
in the A horizon. The provided engineering design indicates that the existing
soils are to remain in situ, and hydraulic conductivities were not provided for the
full soil profile. Indications of a shallow groundwater table were noticed
throughout the Soil Evaluation and it is unclear whether the values depicted in
Table i are representative of the most restrictive soil horizon at the site. Please
provide additional information regarding the saturated hydraulic
conductivity in the upper 22 inches of the soil profile.
Response:
The Saturated Hydraulic Conductivity (Ksat) of the A horizon at each previous soil
boring profile was tested. The tested depths were noted to be in saturated and
unsaturated conditions. The saturated hydraulic conductivity of the unsaturated
portion was measured with a compact constant head permeameter from Ksat,
INC. Tests and result calculations were conducted in accordance with the User
Manual from Ksat, INC. The saturated hydraulic conductivity tests for the
saturated portion were conducted using the slug test method.
Slug tests were performed utilizing a monitoring well that was constructed
utilizing a two-inch PVC screen encased in a four -inch boring. The screen was

encased in a gravel pack. The tested layer was isolated using a bentonite grout
above the gravel packed screen. Test data was input into AquiferTest version 3.5
from Waterloo Hydrogeologic, INC. The results were analyzed utilizing the
Bouwer and Rice method. A test specific data sheet was prepared for each
location and is provided in Appendix A.
The saturated hydraulic conductivity within the A horizon was noted to range
between 0.03 inches per hour and 4.19 inches per hour with a geometric mean of
0.42 inches per hour at a depth of approximately 6 - 14 inches. Results are
summarized in Table 1 below.
Table 1. Area I Hydraulic Conductivity Results (A Horizon)
Location
Conductivity
(In/Hr)
Test / Depth
MW 1 -Test 1
4.19
CCHP / 6"
MW 2 - Test 1
0.59
CCHP / 8"
MW2-Test 2
0.31
Slug /13"
MW 2 - Test 3
0.65
Slug / 13"
MW 3 - Test 1
0.03
Slug / 14"
MW 3 - Test 2
0.39
Slug / 14"
Geometric Mean
0.42
Based on this most recent testing, the A horizon appears to be the most limiting.
In order to keep with the previous design, the proposed wastewater irrigation field
shown shall be modified by removal of the A horizon down to approximately 12 -
14" below the existing soil surface. Once removed, C33 or 2S concrete sand is
to be incorporated into the Bh horizon to a depth of 4-6 inches and is to be
backfilled to existing grade. Additional C33 or 2S concrete sand fill shall be
placed to a depth of approximately 24 inches above existing soil surface. The
addition of this fill material is needed to provide positive drainage as well as
prevent ponding of surface water and/or wastewater The area will be backfilled
with a coarse -grained sand with a C-33 or 2S concrete sand back to existing
grade. This sand material will have a saturated conductivity equal to or greater
than the Bh horizons.

E2. Within the Soil Evaluation, a maximum daily design flow of 200 gallons per day
(GPD) is provided based on the preliminary water balance data with a note that
the maximum daily design flow may be limited by nutrient loading rather than
hydraulic loading. The loading rated analysis section indicates that phosphorus
removal is the limiting design criteria and provides a maximum loading rate of
420 GPD - this is reflected in the Daily Design Flow calculation in Appendix B.
The engineering design for this application uses a daily design flow of 260 GPD.
It is unclear what the basis is for the 200 GPD recommend in the Soil Evaluation,
and whether the proposed engineering design daily flow of 260 GPD is attainable
for the current site conditions. Please address the inconsistencies between
the daily design flow requirements and provide additional information as
needed.
Response
The discrepancy between daily design flow values comes from guidance from the
NC Onsite Water Protection Branch detailing reduced daily design flow values for
Family Dollar Stores based on square footage. According to this guidance, the
200 GPD value applies to stores with a retail square footage up to 8,000 square
feet. We were unaware that the intended retail square footage was to be
greater than 8,000 square feet. It is understood that the daily design flow will be
260 GPD. A copy of this guidance is provided.
Based on the realistic yield expectation for the Murville series. The daily design
flow of 260 GPD was noted to be well below the 420 GPD, needed to be nutrient
limiting and thus does not appear to be nutrient limiting.
�"
Should you have any questions or concerns p s8` do,L'notesita
[phone].
Sincerely,
Walter D. Giese, LSS
Project Manager
3
e�Nto contact me at
�
D.
LV
127 A :
C)PN0

To:
From.
Subject
Date:
ROY COOPER - Governor
NC DEPARTMENT OF MANDYCOHEN, MD, MPH • Secretary
HEALTH AND KODY H. KINSLEY - Chief Deputy Secretary for Health
HUMAN SERVICES
MARK T. BENTON • Assistant Secretary for Public Health
Division of Public Health
North Carolina Environmental Health Specialists
Jon Fowlkes, On -Site Water Protection Branch Head
Updated Design Flow Reductions for Family Dollar tores
September 7, 2021
Based on additional data sets provided for Family Dollar Stores, the following adjusted design daily flows
may be used:
- Up to 8,000 square feet of retail sales floor — 200 gpd
- Retail sales floor from 8,001 square feet to 10,000 square feet — 260 gpd
- Retail sales floor from 10,001 square feet to 12,000 square feet — 320 gpd
The adjusted design daily flows can only be used with the following conditions:
1. Tanks must be sized on the un-reduced design flow (120 gpd/1,000 square feet of retail space
area).
2. Use of low -flow fixtures such as spring -loaded or automatically activated faucets with flow rates
of one gallon per minute or less, low -flow urinals which use 0.5 gallons per flush or less, and
low -flow toilets which use 1.28 gallons per flush or less. Cut sheets of the fixtures must be
provided.
3. A floor plan of the building must be provided, identifying the retail sales floor square footage.
4. If a pump system is used, a Branch -approved flow equalization control panel must be used. The
flow equalization control panel limits the amount of effluent discharged to the dispersal field to
be no more than the maximum adjusted design daily flow. When the lag float is triggered, only
one timed dose is delivered. Non -flow equalization control panels are programmed to discharge
all effluent in the pump tank to the dispersal field when the lag float is triggered.
S. The tenants are prohibited from disposing into the wastewater system any chemical cleaners or
any other compound which may be harmful to the bacteria in the wastewater system, including
but not limited to quaternary ammonia compounds.
6. The tenants are prohibited from disposing of any food waste (solid or liquid) into the system.
7. The improvement permit, authorization to construct, and operation permit issued must specify
a Family Dollar store. In the case of multiple stores, the Family Dollar store must be specifically
identified. Any change to a facility designated as a Family Dollar store would require a re-
evaluation of the design flow and the system design, and revised permits would have to be
issued.
S. We recommend the installation of a water meter for the Family Dollar store.
NC DEPARTMENT OF HEALTH AND HUMAN SERVICES • DIVISION OF PUBLIC HEALTH
LOCATION: 5605 Six Forks Road, Building 3, Raleigh, NC 27609
MAILING ADDRESS: 1642 Mail Service Center, Raleigh, NC 27699-1642
www.ncdhhs.gov - TEL- 919-707-5854 • FAx: [phone]
AN EQUAL OPPORTUNITY I AFFIRMATIVE ACTION EMPLOYER

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SHEET INDEXSCALE: 1" = 200'SITE MAPPROJECT INFORMATION
PROJECT NAME: FAMILY DOLLAR WWTF- CURRIE
OWNER/DEVELOPER:
CEDAR RUN CAPITAL, LLC
2405-F NASH STREET, WILSON, NC 27896
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www.mckimcreed.com
NC License# F-1222
8020 Tower Point Drive
Phone: [phone], Fax: [phone]
Charlotte, North Carolina 28227
PROJ. NO. 08721-0001
SEPTEMBER 1, 2022
FAMILY DOLLAR WWTF- CURRIE
NORTH
FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION
Sheet List Table
Sheet Number Sheet Title
G100 COVER
GENERAL
G101 LEGEND AND GENERAL NOTES
CIVIL
C100 EXISTING CONDITIONS
C101 SITE MAP
C102 PROPOSED SITE PLAN
C103 PROPOSED GRADING & DRAINAGE PROFILE
C104 HYDRAULIC PROFILE
MECHANICAL
M100 TREATMENT SYSTEM DETAILS
DETAILS
D100 IRRIGATION COMPONENTS DETAILS
D101 DETAILS
=/:110 qmiAk aLVIFMr•]
1SFD
1 STORY FRAMED DWELLING
1SBKBUS
1 STORY BRICK BUSINESS
A
AIR
AC
ASBESTOS CEMENT
AL OR ALUM
ALUMINUM
ASPH
ASPHALT
ARV
AIR RELEASE VALVE
BC
BACK OF CURB
BFV
BUTTERFLY VALVE
BK
BRICK
BO
BOLLARD
BOV
BLOW OFF VALVE
BV
BALL VALVE
CATV
CABLE TELEVISION
CB
CATCH BASIN
C&G
CURB AND GUTTER
CHIN
CHAIN
Cl
CURB INLET
C L,
CENTERLINE
CMP
CORRUGATED METAL PIPE
CMU
CONCRETE MASONRY UNIT
CO
CLEAN OUT
CON
CONCENTRIC
CONC
CONCRETE
CPLG
COUPLING
CPP
PLASTIC PIPE
----CORRUGATED
CS
COMPOST SOCK
CSF
COMBO SILT TREE PROTECTION FENCE
CWTD
CLEAN WATER TEMPORARY DIVERSION
CV
CHECK VALVE
D
DRAIN
DI
DROP INLET DUCTILE IRON
DIP
DUCTILE IRON PIPE
D W
DRIVE WAY
DUCT
DUCT BANK
DWG
DRAWING
EL OR ELEV
ELEVATION
EOG
EDGE OF GRAVEL
EOI
END OF INFORMATION
EP, EOP
EDGE OF PAVEMENT
EX
EXISTING
EXP
EXPANSION
LP
LIGHT POLE
LT
LIGHT
FICA
COUPLING ADAPTER
- _FLANGE
FD
FLOOR DRAIN
FDC
FIRE DEPARTMENT CONNECTOR
FH
FIRE HYDRANT
FHA
FIRE HYDRANT ASSEMBLY
FLG
FLANGE
FLR
FLOOR
FM
FORCE MAIN
FRP
FIBERGLASS REINFORCED PIPE
FO
FIBER OPTIC
GL
GUTTER LINE
GM
GAS METER
GRAV
GRAVEL
GTS
GAS TEST STATION
GV
GAS VALVE
GW
GUY WIRE
HB
HOT BOX
HDPE
HIGH —DENSITY POLYETHYLENE
HP
HIGH POINT
HWL
HIGH WATER LEVEL
INV
INVERT ELEVATION
IPF
IRON POST FOUND
JB
JUNCTION BOX
JT
JOINT
LF
LINEAR FEET
LOD
LIMITS OF DISTURBANCE
LP
LIGHT POLE
LSA
LANDSCAPE AREA
LWL
LOW WATER LEVEL
MB
MAIL BOX
MAX
MAXIMUM
MH
MANHOLE
MIN
MINIMUM
MTL
METAL
MJ
MECHANICAL JOINT
N.C.
NORMALLY CLOSED
N.O.
NORMALLY OPEN
NIC
NOT IN CONTRACT
NWL
NORMAL WATER LEVEL
OHE OE
OVER HEAD ELECTRIC
0 F
OVERFLOW
OU
OVER HEAD UTILITIES
PE
PLAIN END
PIV
POST INDICATOR VALVE
POLY
POLYMER
PP
POWER POLE
PRV
PRESSURE REDUCING VALVE
PV
PLUG VALVE
PVC
POLY VINYL CHLORIDE
PW
POTABLE WATER
RCP
REINFORCED CONCRETE PIPE
REC
PER RECORD
RED
REDUCER
RFCA
RESTRAINED FLANGE COUPLING ADAPTER
RJ
RESTRAINED JOINT
RK
ROCK
R W, ROW
RIGHT OF WAY
S
SIGN
SDMH
STORM DRAIN MANHOLE
SF
SILT FENCE
SS
SANITARY SEWER
S.S.
STAINLESS STEEL
SSF
SUPER HIGH HAZARD SILT FENCE
SSMH
SANITARY SEWER MANHOLE
STA
STATION
SUE
SUBSURFACE UTILITY ENGINEERING
S W
SIDE WALK
SVC
SERVICE
TBM
TEMPORARY BENCH MARK
TC
TERRA GOTTA
TLP
TRAFFIC LIGHT POLE
TOB
TOP OF BANK
TOC
TOP OF CONCRETE
TH
TEST HOLE
TPF
TREE PROTECTION FENCE
TSBOX
TRAFFIC SIGNAL BOX
TYP
TYPICAL
UNO
UNLESS NOTED OTHERWISE
UNK
UNKNOWN
VAR
VARIABLE
VCP
VITRIFIED CLAY PIPE
WD
_
WOOD
WL
WATER LINE
WM
WATER METER
WV
WATER VALVE
WWF
WELDED WIRE FABRIC
XP
CROSS LIGHT POLE
YI
YARD INLET
3
EXISTING LINE LEGEND
DESCRIPTION
LINETYPE
UNDERGROUND CABLE TV
---TV--- --
— —TV(R) — — —
— — —E—
— — —E(R)— — —
— — —FO— — —
— ——FO(R)— — —
— -- —FM— —
— ——FM(R)— --
— — —G— — —
UNDERGROUND PER RECORD CABLE TV
UNDERGROUND ELECTRIC
PER RECORD UNDERGROUND ELECTRIC
UDERGROUND FIBER OPTIC
PER —RECORD —UNDERGROUND FIBER OPTIC
SANITARY SEWER FORCEMAIN
PER RECORD SANITARY SEWER FORCE MAIN
UNDERGROUND GAS
UNDERGROUND PER RECORD GASOVER
HEAD UTILITIES
ou
— — —R— —
— — —R(R)
-- — —SS— — —
— ——SS(R)— — —
RECLAIMED WATER LINE
PER RECORD RECLAIMED WATER LINE
GRAVITY SANITARY SEWER
PER RECORD GRAVITY SANITARY SEWER
STORM DRAINAGE
— — —T— — —
— — —T(R) — — —
— — —u
— — —w— —
— — — W(R) — — —
UNDERGROUND TELEPHONE
UNDERGROUND PER RECORD TELEPHONE
UNDERGROUND UNKNOWN
WATER LINE
PER RECORD WATER LINE
FENCE
X X—
GUARD RAIL
6 e
BACK OF CURB
EASEMENT
EDGE OF GRAVEL
EDGE OF PAVEMENT
— -.--- -- -- —
-
PROPERTY LINE
RIGHT OF WAY
ROAD CENTER LINE
—
—1ODFP— —
—
-- --
—
------
100 YEAR FLOODPLAIN
DITCH
MAJOR CONTOUR
MINOR CONTOUR
RIPARIAN BUFFER ZONE 1—
RIPARIAN BUFFER ZONE 2—
TOP OF BANK
TREELINE
WATERCOURSE
WETLAND BOUNDARY
REV.NO. DESCRIPTION DATE
A REVISIONS PER NCDEQ ADDITIONAL INFORMATION REQUEST DATED AUG. 12 2022 1 09/01/22
REVISIONS
4
PROPOSED LINE LEGEND
DESCRIPTION
LINETYPE
PERMANENT EASEMENT
------
FM
R
SS
— W
A / /- /- / A A /- A
`
TEMPORARY EASEMENT
SANITARY SEWER FORCE MAIN
RECLAIMED WATER LINE
GRAVITY SANITARY SEWER
WATER LINE
TO BE ABANDONED
DIVERSION DITCH
>
—1-OD--
—CSF
SF
SSF
TPF
—CS
LIMITS OF DISTURBANCE/CLEARING LIMITS
COMBINATION SILT FENCE/TREE PROTECTION
TEMPORARY SILT FENCE
TEMPORARY SUPER SILT FENCE
TEMPORARY TREE PROTECTION FENCE
COMPOST SOCK
PERMANENT FENCE
GUARD RAIL
o�� N C A RO�i'''�%
ESS/p l9
SkAL =
FNGINEE�.
..... P
FS
GENERAL NOTES
1.
ALL
CONSTRUCTION ACTIVITIES SHALL COMPLY WITH THE APPLICABLE SAFETY STANDARDS AND REQUIREMENTS.
2.
THE
CONTRACTOR
SHALL COORDINATE CONSTRUCTION INSPECTIONS WITH THE ENGINEER AND PENDER COUNTY.
3.
THE
CONTRACTOR
SHALL COORDINATE RELOCATION/ REMOVAL OF EXISTING UTILITIES WITH THE UTILITY OWNER.
4.
THE
CONTRACTOR
SHALL REPAIR ALL EXISTING CONDITIONS DAMAGED BY CONSTRUCTION TO ORIGINAL CONDITION OR BETTER.
5.
THE
CONTRACTOR
SHALL PROVIDE ENGINEER WITH ALL INFORMATION REQUIRED FOR RECORD DRAWINGS.
6.
ALL
WORKMANSHIP
AND MATERIALS SHALL BE IN ACCORDANCE WITH THE TECHNICAL SPECIFICATIONS FOR THE PROJECT, NCDEQ REQUIREMENTS, AND NCDOT REQUIREMENTS, WHERE APPLICABLE.
7.
CONTRACTOR
SHALL REMOVE AND DISPOSE OF ALL WASTED OR UNUSED MATERIALS UNLESS OTHERWISE DIRECTED BY OWNER.
8. LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID IN AT LEAST 10' LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A 10' LATERAL SEPARATION
-- IN WHICH CASE:
8.1. THE WATER MAIN IS
LAID IN A SEPARATE TRENCH, WITH
THE ELEVATION ON THE BOTTOM OF THE WATER MAIN AT
LEAST 18" ABOVE THE TOP OF THE SEWER; OR
8.2. THE WATER MAIN IS
LAID IN THE SAME TRENCH AS THE
SEWER WITH THE WATER MAIN LOCATED AT ONE SIDE ON
A BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST
18" ABOVE THE TOP
OF SEWER.
9. CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY
FOR A WATER MAIN TO CROSS OVER A SEWER, THE
WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 18"
ABOVE THE TOP OF THE
SEWER, UNLESS LOCAL CONDITIONS
OR BARRIERS PREVENT AN 18" SEPARATION -- IN WHICH
CASE, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS
THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A
DISTANCE OF 10' ON EACH SIDE OF THE CROSSING.
10. CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS
THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10' ON EACH SIDE OF THE POINTS) OF CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
11. SEWER AND STORM WATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM OF STORM WATER PIPE AND TOP OF SEWER PIPE.
1. THE PROPOSED WASTEWATER IRRIGATION FIELD SHOWN AS PROPOSED DRAINAGE AREA BY THE ADDITION OF APPROXIMATELY 24 INCHES OF FILL MATERIAL AS SHOWN. THE ADDITION OF THIS MATERIAL IS NEEDED TO PROVIDE
ADEQUATE VERTICAL SEPARATION OF 18 INCHES TO THE SEASONAL HIGH WATER TABLE AS SPECIFIED IN 15A NCAN 02T .0605(p).
2. FILL MATERIAL SHALL EXTEND A MINIMUM SIX FEET HORIZONTALLY BEYOND THE DRIP TUBING AND RETURN TO ORIGINAL GRADE VIA A 3:1 SLOPE THIS WILL ALSO PROVIDE POSITIVE DRAINAGE AS WELL AS PREVENT PONDING OF
SURFACE WATER AND/OR WASTEWATER.
3. THE FILL MATERIAL UTILIZED SHALL HAVE A S
AND HYDROMETER ANALYSES.
RAULIO CONDU-CTIVfTY­(kSaf) GREA-TER`THA`N TF(AT`OF`THE`NATORAC S'01L'AND
I1
4.
THE SITE SHALL BE PREPARED PRIOR
TO PLACEMENT OF THE FILL MATERIAL ON THE WASTEWATER IRRIGATION FIELD. SITE
PREPARATION SHALL INCLUDE REMOVAL OF THE 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 OF
6 INCHES. ADDITIONAL FILL MATERIAL MAY THEN BE ADDED TO THE IRRIGATION FIELD.
5.
BENCHMARKS SHALL BE ESTABLISHED
TO AID IN THE COMPLETION OF THE SITE MODIFICATIONS.
6.
DURING THE PLACEMENT OF THE FILL
MATERIAL, SPECIAL CARE SHALL BE TAKEN TO MINIMIZE VEHICULAR TRAFFIC ON THE
WASTEWATER IRRIGATION FIELD.
7.
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 SAND.
8.
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.
C
��D
8020 Tower Point Drive
Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
INC License# F-1222
www.mckimcreed.com
FAMILY DOLLAR WWTF- CURRIE
GENERAL
LEGEND AND GENERAL NOTES
PROJ. START DATE:
2021.NOV
MCE PROJ. #
08721-0001
DRAWN
NRD
DESIGNED
NRD
CHECKED
.1WH
PROJ. MGR.
JWH
SCALE
G 101
HORIZONTAL:
N/A
DRAWING NUMBER
VERTICAL:
N/A
REVISION
STATUS. FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
I:\08721\0001\ENG\80—DRAWINGS\GENERAL\WATER—CIVIL—LEAD SHEET.DWG 09/01/2022 13:24:31 NATALIE DELL

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U.S. HWY NO. 427 NORTH BOUND LANES
REV.NO. DESCRIPTION DATE
A REVISIONS PER NCDEQ ADDITIONAL INFORMATION REQUEST DATED AUG. 12 2022 09/01/22
REVISIONS
CAROB //'//
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8020 Tower Point Drive
Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
NC License# F-1222
www.mckimcreed.com
FAMILY DOLLAR WWTF- CURRIE
CIVIL
EXISTING CONDITIONS
I I
I
I
I It 0 20' 40'
I I
1 i1 SCALE: 1 "=20' (Horiz.)
I I
I
PROJ. START DATE:
2021.NOV
MCE PROJ. #
08721-0001
DRAWN
N RD
DESIGNED
NRD
CHECKED
JWH
PROJ. MGR.
JWH
SCALE
C 1 00
HORIZONTAL:
DRAWING NUMBER
VERTICAL:
NIA
A
REVISION
STATUS: FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION,
i•\nR7?1\nnnl\FNG\Rn—nRAWINGS\CIVII\CUn1-087210001—PLAN05.16.2022.DWG 09/02/2022 12:02:33 NATALIE DELL

i
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f_
\� 500' IRRIGATION
SITE SETBACK �— \
T
0.00,
1000,
11-000' 500' TREATMENT AN,,-,,,
STORAGE SETBACK
IRRIGATION SITE 15'
BUILDING FOUNDATION
WALTER B/GGS AND PLACE OF ASSEMBLY \ 1 \
EX. DRAIN PIPE SETBACK r \ \
TO BE REMOI/ED DB 2181, PG 215 � IRRIGATION SITE
` 25' SURFACE WATER
\ DRAIN PIPE SMALL SW L \ \
- DIVERSION SETBACK
/ MONITORING 100 PROPOSED
I IRRIGATION SITE
u Ln A
/ SURFACE \
WELL M W-1 j , _.. _ / WATER SETBACK
� K
�-
\ � SEPTIC SYSTEM � I ZONE 1 � TREATMENT &STORAGE
ORIGINAL PROPERTY EASEMENT FOR DRAIN II ZONE 2 / UNIT 100' HABITABLE M \
LINE TO BE FIELD SETBACKS (I I RESIDENCE\ SETBACK \ \
ABANDONED/ I .•.. ... •. /
CEDAR RUN CAP( AL, LLC y IRRIGATION SITE / I
\ �DB 4597, P 73 I / 50' PROPERTY LINE/
\ IN NO. 2285- 09 - 00 \ I PUBLIC ROW/ NON SA
A PORTIONOF THE Mu !� I
• \ \ \ 1' -- — e WATER SETBACK
POND WILL NEED TO BE
\ FILLED TO MEET SETBACK
\ \ REQUIREMENTS I / I / �\
TREATMENT & STORAGE _---
\ I
ry � � I UNIT 50' PROPERTY LINE/
PO D ) I / / & SURFACE WATERS
l
I: _I SETBACK] -
°- - - - /
P.. LE E PIPE -- � _ .... � E � F
\ SKIMMER
I \
TEMPORARY SKIM -
/ TREATMENT & STORAGE �\ BELL SOUTH BASIN T.O.B. 34.0'
c� .
� UNIT 100 SETBACK ��U/G CABLE (BY OTHERS) TOB -/�-
\ \ ,ram _ ,_.... _ - - --- �, � „m • - - — .. _._. - - -- ./
U.S. HWY N
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/ II
CATCH BASIN
�- ` ---U.S.HWY N0. 421 S i i � ----- ' DU TH Rni i�in i �c� \ \
- -� Xx
18 RCP
LnA: Leon fine sand
r21-- _ _ , \ _
(Sandy, siliceous, ------
— _-- --
th-e-r�ni �eric Haplaquods)
M u�Ku r v i e \_ ._.- —
\ \ \
(Sand\,si i bus, � \
thermic pic Hap aquo s)
60 0 60 120'
SCALE: 1__=•_�0�(Horiz.) � \
REV.NO. DESCRIPTION DATE
A REVISIONS PER NCDEQ ADDITIONAL INFORMATION REQUEST DATED AUG. 12 2022 09/01/22
REVISIONS
0
ss/p
EL =
6 -
FS
v
v NM<IN4&CREED
8020 Tower Point Drive
Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
NC License# F-1222
www.mckimcreed.com
FAMILY DOLLAR WWTF- CURRIE
CIVIL
SITE MAP
PROJ. START DATE:
2021.NOV
MCE PROD. #
08721-0001
DRAWN
NRD
DESIGNED
NRD
CHECKED
JWH
PROJ. MGR.
JWH
SCALE
HORIZONTAL:
V. = 20'
VERTICAL:
N/A
C101
DRAWING NUMBER
A
REVISION
;TATUS: PRELIMINARY DESIGN
NOT FOR CONSTRUCTION
\uo i z i \uuu \ v \ou—u vv \ ivies \ uu —vui uuv —i nivv . ..y
inn inn it —1

1. Wu/ � I \— u I \C)U—u7MVVIINt—� \UVIL\�,w i —UO//- i UUU I—rLANUS. I b.2U22.UWU UY/08/2022 1 6:10:08 NATALIE DELL

)0 'Sz�_
PROPOSED MONITORING
WELL MW-1
110.0' DRA
PROPOSED I
DISF
TOP EL
DIRECTIO
DR
2-STRAND WIRE EE
FIELD ZONE BOUNDARY
DIRECTION OF FLOW -
IN DRIP LINE (TYP.)
3/4" PVC (SCH 80)
COMMON END HEADER
OST MOUNTED
10UNTED 8"
;RADE PER Z
-1CATION
1 ENTRY STRAINER (TYP.)
H 80) ENTRY HEADER (TYP.)
1 /2" ZONE 1 SUPPLY LINE
ZONE 1 FLUSH VALVE ASSEMBLY (TYP.)
A,LVE (TYP.)
'- SUPPLY LINE
H 80) EFFLUENT LINE (TYP.)
SST TREATMENT TANK
�EATMENT SYSTEM
iON
CAST STORAGE/PUMP TANK_
10' 0 10' 20'
SCALE: 1 "=10' (Horiz.)
38.00
ZONE 1 ENTRY STRAINER 3 "
37.00 �c B o X(TYP.)4DRIP LINE (TYP.)
37.00
5' (TYP.) 6' (TYP,)
36. 00 5'(TYP.) - - ----- _ 36.00
T.O.B.-35.5
('� J (''�VW y y1-1/2PVC (SCH 80) yy yy y y y W35.00J y J y y y y y y y y y Y y W W W y Y L W Y y W y y y W W' W
SUPPLY LINE y W W W W y y Y W W W W W W _Y 35. 00
y y y y WI y y y y y y y y I W y y y y y y y 'y y y y y y y y y W y y 3: SLOPE (TYP•)
f y y y y y W y 'I, y
y
34.00
/J�fA/. y y y y y
J
/• 00 y W y y y W y y y y y y y W Y y y y y y y W W Y W W W Y Y y y I J y y 34.00
_--_--- y W y y y SL Y ,1! J".�..�Y_..:L.._. �Y.. .�Y `Y W W W...... -... Y W W y W � •
Y / \�/ 41 W y Y L V' y y y Ji 41 W 41W y 1p 1L J� y 41 41 41y y W y y y 41 -..
\/ y y y y y y y y y y y y y y y W �' y y y y y y y y y y y y y y y y `Y y y y W y W W W y y y y y y y y y IW W y y y y y y y y y y y y y y W W � y y
\ \ BOTTOM = 33.
3300
\ \\\\\\\\\\\\\\ \\\\\\-\\\\\ \\\\ \-\---_-__ 33.
i4//\Z ///iZ�/ZZ/ Z Z/ZZZZ///ZZZZZ/ZZ�i�i�i�i�i�i�yi�i
VERTICAL SCALE. 11
" - '
32.00
HORIZONTAL SCALE.- N/Z A - 1-1 2TO /
" 3 4" PVC 3/4" PVC (SCH 80) - +- - 32. DO
(SCH 80) CONCENTRIC ENTRY HEADER
REDUCER
31.00 31.00
REV.NO DESCRIPTION DATE
A 1 REVISIONS PER NCDEQ ADDITIONAL INFORMATION REQUEST DATED AUG. 12 2022 09/01/22
REVISIONS
AR
US/0 q
�NFKIM&CREED
8020 Tower Point Drive
Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
NC License# F-1222
www.mckimcreed.com
FAMILY DOLLAR WWTF- CURRIE
CIVIL
PROPOSED GRADING & DRAINAGE PROFILE
PROJ. START DATE:
2021.NOV
MCE PROJ. #
08721-0001
DRAWN
NRD
DESIGNED
NRD
CHECKED
JWH
PROJ. MGR.
JWH
SCALE
C 1 03
HORIZONTAL:
DRAWING NUMBER
VERTICAL:
1.. =1.
A
REVISION
STATUS: PRELIMINARY DESIGN
NOT FOR CONSTRUCTION
I:\08721 \0001 \ENG\80—DRAWINGS\CIVIL\CU01—087210001—PLAN05.1 6.2022.DWG 09/08/2022 1 6:10:21 NATALIE DELL

36.00 ', I ' 36.00
OP 35.00
� 34.00 E ELEV <oo � u T � --_ --- — 34.00INVERT IN
32.00
30.00
28.00
zs. o0
24-00
TOP 31.00
INVERT IN
30.00
= 29.75
BOTTOM 26.17
INVERT OUT
TOP 31.00
INVERT IN
S7 29.70
RECIRCULATING DRAIN
LINE INVERT OUT
31.92
1,000 GAL PRECAST IBOTTOM 25.67
__S E P Tl _C__. T A._
1, 300 GAL RECIRCULATION
TANK
REV.NO. DESCRIPTION DATE
A I REVISIONS PER NCDEQ ADDITIONAL INFORMATION REQUEST DATED AUG. 12 2022 1 09/01/22
REVISIONS
\o\\,,N I ICI
A
.Q�pFESSIOA1.9
031
///S W Ho11111����
TOP 31.00
v
v NFI«4 &CREED
*0
8020 Tower Point Drive
Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
NC License# F-1222
www.mckimcreed.com
ORENCO
UV UNIT
EFFLUENT
PUMP
BOTTOM 25.25
STORAGE/DOSING TANK
IRRIGATION FIELD
FAMILY DOLLAR WWTF- CURRIE
CIVIL
HYDRAULIC PROFILE
32. 00
30.00
28.00
126,00
24.-,00
22.00
PROJ. START DATE:
2021.NOV
MCE PROJ. #
08721-0001
DRAWN
NRD
DESIGNED
NRD
CHECKED
JWH
PROJ. MGR.
JWH
SCALE
C 104
HORIZONTAL:
NIA
DRAWING NUMBER
VERTICAL:
NIA
A
REVISION
STATUS: FINAL DESIGN
NOT FOR CONSTRUCTION
I:\08721\0001\ENG\80—DRAWINGS\DETAILS\TREATMENT SYSTEM DETAILS.DWG 09/07/2022 09:25:58 NATALIE DELL

4" PVC (SCH 40
FROM BUILDIN(
2. 0'
1" (SCH 40) AX20 SUPPLY LINE
126-1 /4"
— — — — — — — — — — — — — -
---------------
II -
" SANITARY TEE
II
II
I II
I II
I II I
I II I
I II
I II I
I II
I II
6» hH5 I
L---------------u---------------I
24" ULTRA —RIB
RISER
24" ORENCO FIBERGLASS LID
6" ABOVE GRADE
LID 6" ABOVE GRADE (TYP.)
d � °
24" ULTRA—RIBJ
RISER
ORENCO EFFLUENT
FI LTEF2
U00 GAL PRECAST
SEPTIC TANK
24" ULTRA —RIB
RISER PTA24
RISER ADAPTER
z_ ^
H
n
_ G -
ORENCO EFFLUENT °
as _ FILTER FT
0854-36 °
� N
co LO 0 -
(D d< 17
�r
d
4" FLOW
THROUGH »
d 6
BOTTOM 26.17 4
4'
74" 0
33"
126-1 /4"
11000 GAL PRECAST
SEPTIC TANK
REV.NO. DESCRIPTION DATE
A I REVISIONS PER NCDEQ ADDITIONAL INFORMATION REQUEST DATED AUG. 12 2022 1 09/01/22
REVISIONS
2" (SCH 40) AX20
DRAIN LINE TO
RECIRCULATING
SPUTTER VALVE
ORENCO
EXTERNAL
SPLICE BOX
3.0'
AX20 DRAIN
X20 TEXTILE FILTER LINE
4" PVC (SCH 40)
TO RECIRCULATION TANK
MIN 1% SLOPE
4" (SCH 40) FROM
SEPTIC TANK
MIN 1 % SLOPE
0 00
RECIRCULATING
PLITTER
VALVE 3Q (2ea)
- - - - - - - - - - - • - -
r—r
—e®r—r®r—r—r—r•r—r®r—r®e—r®r—r•r—r®r—r•r—r®r—r—r—r•r
— r—r — r—r —r—r r—® • r—r — r—e — r—r — r—r — e—r • ®—r —r—r — a—r— r—® —
- - - - - - - - - - - • - -
1" (SCH 40) AX20 SUPPLY LINE
i
I
I
In
I I BIOTUBE PUMP
II VAULT
II I
-------- -H----------
2" (SCH 40) DRAIN LINE TO UV
1)300 GAL RECIRCULATION
TANK
VISUAL ALAR
AUDIBLE ALARM —
CONTROL PANEL —
RECIRCULATING CONTROL LEAD
SPUTTER
VALVE 3Q
PROPOSED CONTROL PANEL
SHALL BE MOUNTED TO
ELECTRICAL RACK
TEXTILE FILTER
TO AX20 POD
AT ASSEMBLY
3.0'
v gA
d IOTUBE PUMP VAULT
FILTER CARTRIDGE
d
5"
6„ BOTTOM 25.67 DUPLEX PF300512 HIGH
tl HEAD PUMP
0 82" 33„
134-1/4"
1,300 GAL PRECAST CONCRETE
TREATMENT TANK FLOAT SETTINGS
(MEASURED FROM BASE
OF TANK)
FLOAT "A"
FLOAT "B"
FLOAT "C"
(PUMP OFF)
(PUMP ON)
(HIGH ALARM)
3.53 FT.
4.03
4.53
1, 300 GAL RECIRCULATION
TANK
v N4cI<JM&CREED
8020 Tower Point Drive
Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
NC License# F-1222
www.mckimcreed.com
X20 TEXTILE FILTER (2ea)
132"
120"
ORENCO UV ORENCO UNIVERSAL
DISINFECTION FLOW INDUCER w/
PF SERIES PUMP
UNIT (2ea)
— — — — — — — — — — — — —
II I
II
I II
I II
II
II
I II I
II
II
II
L------------------1----------I
1,500 GAS
STORAGE/DOSING TANK
SHOWN ON OPPOSITE
SIDES FOR CLARITY
1,500 GAL PRECAST CONCRETE STORAGE TANK FLOAT
SETTINGS (MEASURED FROM BASE OF TANK)
FLOAT "A"
FLOAT "B"
FLOAT "C"
TANK CAPACITY
TANK CAPACITY
(PUMP OFF)
(PUMP ON)
(HIGH ALARM)
(REQUIRED)
(PROVIDED)
4.00 FT.
4.75 FT.
5.00 FT.
1,300 GAL.
1,500 GAL.
NOTES:
1) TANK CAPACITY PROVIDED WAS MEASURED FROM THE PUMP OFF FLOAT TO THE INVERT OF THE
INFLUENT LINE TO THE STORAGE TANK.
2) TANK CAPACITY REQUIRED WAS CALCULATED AS 260 GPD X 5 DAYS OF STORAGE = 1,300 GPD.
11500 GAL
STORAGE/DOSING TANK
FAMILY DOLLAR WWTF- CURRIE
MECHANICAL
TREATMENT SYSTEM DETAILS
SCALE AS NOTED
?IGATI }ONE F1EL�—
AMPLE PORT
(1 REDUCING TEE
CHECK VALVE
kNICAL FLOAT
(TYP.)
0 UNIVERSAL
NDUCER
0512 HIGH HEAD
INE PUMP
EX. GRADE 34.0' (TYP.)
SCALE AS NOTED
PROJ. START DATE:
2021.NOV
MCE PROJ. #
08721-0001
DRAWN
NRD
DESIGNED
NRD
CHECKED
JWH
PROJ. MGR.
JWH
SCALE
HORIZONTAL:
M 1 O O
N/A
DRAWING NUMBER
VERTICAL:
NIA
A
REVISION
STATUS: FINAL DESIGN
NOT FOR CONSTRUCTION,
I:\06/21\U001\tNG\dU—UKAWINUS\ULIAILS\IKLAIMLNI SYSILM ULIAILS.UWU UJ/U//ZUZZ IU:4I:4U NAIALIL ULLL

SUPPLY
GEOFLOW WASTEFLOW DRIPLINE
GEOFLOW LOCKSLIP COUPLING (LTC-600)
LOCKSLIP COUPLING (LTC-600)
Not To Scale
FINISH GRADE
6" ROUND
YAbVEMX
GEOFLOW
AIR/VACUUM
BREAKER
(APVBK-1)
SCH. 80 NIPP
LENGTH AS R
BRICK SUPPOI
(THREE)
PEA GRAVEL
1 " AIR/VACUUM BREAKER
(PLUMBED TO PVC)
Not To Scale
SLOPE
RETURN
MANIFOLD
SINGLE ZONE SCHEMATIC
Not To Scale
JLATION
'ING CLIMATES
@ DIAMETER
-ITTINI;
HEADWORKS
OWASTEFLOW
WITH VORTEX FILTER
AND FLUSH VALVES
QA
AIR/VACUUM BREAKER
®
PRESSURE REGULATOR
O
FLUSH VALVE
ZONE VALVE
CHECK VALVE
®
INDEX VALVE
REV.NO. DESCRIPTION DATE
A I REVISIONS PER NCDEQ ADDITIONAL INFORMATION REQUEST DATED AUG. 12 2022 1 09/01/22
REVISIONS
GEOFLOW WA;
GEOFLOW (LTS
GLUE INTO 3/4 1
OR OVER 1/2 IN
PVC TEE
PVC PIPE
MANIFOLD CONNECTION (PVC TO ADAPTER)
Not To Scale
GEOFLOW WASTEFLOW DRIPLINE
GEOFLOW LOCKSLIP ADAPTER (LTSLIP-600)
GLUE INTO 3/4 INCH PVC
OR OVER 1/2 INCH PVC
PVC ELBOW (s,$)
PVC PIPE
Sl
MANIFOLD CONNECTION (PVC TO ADAPTER)
Not To Scale
RETURN MANIFOLD
C/
.. ......'
%
OF SS144, '
33SEE�N� _
q FNG10/11,1110
INE��
FLEX PVC OR
BLANK GEOFLOW
DRIPLINE
7
`)PE
I
HEADWORKS
©WASTEFLOW
WITH VORTEX FILTER
AND FLUSH VALVES
A❑
AIR/VACUUM BREAKER
®
PRESSURE REGULATOR
O
FLUSH VALVE
®
ZONE VALVE
CHECK VALVE
®
INDEX VALVE
SINGLE ZONE LOOPED SYSTEM SCHEMATIC
Not To Scale
v
v N4CfM4&CR-E
ED
8020 Tower Point Drive
Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
NC License# F-1222
www.mckimcreed.com
FIBERGLASS LID w/ STAINLESS \
STEEL BOLTS \
1 " GEOFLOW FILTER'
(LONG MODEL)
SECTION VIEW
PLAN
1NION
'8" BRASS FLOWMETER
k 2 PLUMBING SHOWN OFFSET FOR
(90- BENDS ARE ACTUALLY
LY ALIGNED)
I IV IL
Vr1L VL YYI I
24 VAC SOLENOID
AUTOMATIC DUAL ZONE HEADWORKS
NOT TO SCALE
FAMILY DOLLAR WWTF- CURRIE
DETAILS
IRRIGATION COMPONENTS DETAILS
PROJ. START DATE:
2021.NOV
MCE PROJ. #
08721-0001
DRAWN
NRD
DESIGNED
NRD
CHECKED
JWH
PROJ. MGR.
JWH
SCALE
HORIZONTAL
NIA
VERTICAL:
N/A
D100
DRAWING NUMBER
REVISION
STATUS: FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
1:\08721\0001\ENG\80—DRAWINGS\DETAILS\DRAINAGE COMPONENT DETAILS.DWG 09/01/2022 13:25:48 NATALIE DELL

NOTES:
NOTE:
1. GROUND WATER MONITORING WELLS AND
PIEZOMETERS MUST BE CONSTRUCTED BY
A NORTH CAROLINA CERTIFIED WELL
CONTRACTOR IN ACCORDANCE WITH
NORTH CAROLINA WELL CONSTRUCTION
STANDARDS (15 A NCAC 2C.0108)
2. BOREHOLE SHALL BE AT LEAST 4"
LARGER THAN OUTSIDE 0 OF CASING.
3. CASING AND SCREEN SHALL BE
CENTERED IN BOREHOLE.
4. TOP OF WELL SCREEN SHALL EXTEND
FROM APPROXIMATELY 1'-2' ABOVE
MSHWT DOWN TO 2'-3' BELOW MSLWT.
5. WELL HEAD TO BE LABELED WITH HIGH
VISIBLE WARNING READING "NON -POTABLE
WATER DO NOT DRINK."
6. WELL TO BE AFFORDED REASONABLE
PROTECTION AGAINST DAMAGE AFTER
CONSTRUCTION.
7. FOR PIEZOMETERS, BOTTOM ELEV. OF
WELL SCREEN SHALL BE -2.0 FT. MSL.
8. CONTRACTOR SHALL PROVIDE WATER
LEVEL INDICATOR FOR PIEZOMETERS
CONSISTING OF A PROBE, GRADUATED
CABLE OR TAPE, AND A CABLE REEL
WITH A BUILT-IN LIGHT AND BUZZER TO
SIGNAL CONTACT AT THE WATER LEVEL.
MSHWT: MEAN SEASONABLE HIGH WATER
TABLE
MSLWT: MEAN SEASONABLE LOW WATER
TABLE
STEEL
CASING (P
LINER C
EXISTING GRAD
NEAT CEMENT GROUT
WELL CASING SCf
80 PVC (2" DIA.,
PELLETIZED BENTONITE
CLEANED WASHE
SAND OR GRAVE
PVC WELL SCF
i nninnin I A 0
GROUND WATER_ MONITORING WELL & PIEZOMETER
NOT TO SCALE
T
IT
REV.NO. DESCRIPTION DATE
A REVISIONS PER NCDEQ ADDITIONAL INFORMATION REQUEST DATED AUG. 12 2022 09/01/22
REVISIONS
TABLE OF EMBEDMENT
DEPTHS BELOW PIPE
a
a
D
MIN
MIN
SOIL
ROCK
27" & SMALLER
6"
6"
30" TO 60"
6"
9"
66" & LARGER
6"
12"
Z
w
0
w
DO
w
J
= J
U �-
LziJ U
� Q
F- m
Z
w
0
W
m
W
_I—i
JUWY0_Q
m
REINFORCING STEEL
---
O
0 Z
ENCASEMENT
MAYBE
PLACED TO
FULL
TRENCH
WIDTH
CLASS A
ARCH ENCASEMENT
CLASS B
ULA>J U
1. GRANULAR EMBEDMENT MATERIAL SHALL BE
CRUSHED ROCK, PEA GRAVEL COARSE
AGGREGATE SIZE NUMBER 57. EMBEDMENT
MATERIAL SHALL BE PLACED IN LAYERS NOT
MORE THAN 6" DEEP AND COMPACTED AS
SPECIFIED.
2. HAND PLACED EMBEDMENT SHALL BE
COMPACTED FINELY DIVIDED MATERIAL FREE FROM
DEBRIS AND STONES.
3. EMBEDMENT ABOVE THE TOP OF THE PIPE SHALL
BE AN UNCOMPACTED LAYER FOR ALL
INSTALLATIONS.
4. REFER TO SPECIFICATIONS FOR GEOTECHNICAL
FABRIC OR SPECIAL EMBEDMENT REQUIREMENTS
FOR TRENCHES IN FINE SOILS EXTENDING BELOW
GROUNDWATER LEVEL.
5. TRENCH OUTLINES DO NOT INDICATE ACTUAL
TRENCH EXCAVATION SHAPE, SOIL CONDITIONS,
OR PRESENCE OF SHEETING LEFT IN PLACE.
EMBEDMENT MATERIAL SHALL EXTEND THE FULL
WIDTH OF THE ACTUAL TRENCH EXCAVATION.
LEGEND
Bc OUTSIDE DIAMETER OF PIPE
H COVER ABOVE TOP OF PIPE
D NOMINAL PIPE SIZE
a EMBEDMENT BELOW PIPE (SEE TABLE)
HAND PLACED EMBEDMENT
GRANULAR EMBEDMENT
CONCRETE
= J
Zm
Z Y
L,JU
pO�Iw-
� O
Fes- m
r(0Z
Li
W
EMBEDMENTPIPE DETAILS
v
44 i�*, McM&CREED
8020 Tower Point Drive
Charlotte, North Carolina 28227
Phone: [phone], Fax: [phone]
NC License# F-1222
www.mckimcreed.com
DETAILS
DETAILS
PROD. START DATE:
2021.NOV
MCE PROJ. #
08721-0001
DRAWN
NRD
DESIGNED
NRD
CHECKED
JWH
PROJ. MGR.
JWH
SCALE
D 1 01
HORIZONTAL:
TBD
DRAWING NUMBER
VERTICAL:
A
A
TBD
REVISION
STATUS: FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
•\ nR7,)1 \ nnn1 \ ENIC\ Rn_nRAIMNIf`c\ nFTAII (-,\ nPAINIArF nnMPnNFNT nFTAII S nWG nc)/nl /2022 13:25:54 NATALIE DELL

TECHNICAL SPECIFICATIONS FOR
FAMILY DOLLAR WWTF - CURRIE
PREPARED FOR -.-
CEDAR RUN CAPITAL, LLC
2405-F NASH STREET
WILSON, NORTH CAROLINA 27896
REPARED BY
C A,q /
000
-$`-&*l�
444
MKIMCIEED
8020 TOWER POINT DRIVE
CHARLOTTE, NC 28227
[phone]
McKim & Creed Project No. 08721-0001
N.C. License No. F-1222

Family Dollar WWTF - Currie TS-1
Technical Specifications

SECTION 02230 – 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 PRELIMINARY 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.
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
Family Dollar WWTF - Currie TS-2
Technical Specifications

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.
Family Dollar WWTF - Currie TS-3
Technical Specifications

SECTION 02300 – EARTHWORK
1.01 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.
1.02 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.
1.03 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.
1.04 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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1.05 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.
1.06 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.
1.07 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.
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1.08 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.
1.09 EQUIPMENT
The Contractor may use any type of earth-moving, compaction and watering equipment that will
minimize detrimental impacts to the irrigation area, 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.
1.10 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.
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.
1.11 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.
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1.12 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.
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SECTION 02320 – SEEDING AND TURFING
1.01 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.
1.02 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.
1.03 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 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 ¼-inch screen. Topsoil shall not be delivered or placed in a
frozen or muddy condition.
1.04 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
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.
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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.
1.06 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.
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.
1.07 MULCHING
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
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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.
1.08 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.
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SECTION 02500 – PIPING
1.01 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, air
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.
1.02 MATERIALS
A. DUCTILE IRON PIPE
Ductile iron shall conform to ASTM Specification A 536, latest revision, GR, 60-42-10.
Ductile iron pipe shall conform to Federal Specifications WW-P-41c, Type II, push-on
joints; Type III, mechanical joints. Each joint of pipe shall be conspicuously marked on
the outside of the barrel to readily identify it from cast iron. Thickness class shall be as
required by ANSI A 21.51, latest revision, assuming Type I laying conditions. The
minimum thickness class for each size pipe shall be as follows: 3” & 4” – Class 51; 6”
through 54” – Class 50. All buried pipe shall be of the mechanical joint or push-on joint
type. All exposed pipe shall be of the flanged joint type. Fittings shall conform to
AWWA C110 or AWWA C153.
All buried pipe and fittings shall have an outside pipe coating of bituminous material in
accordance with the manufacturer’s specifications. The final coat shall be continuous
and smooth being neither brittle when subjected to low temperatures nor sticky when
exposed to hot sun. The coating shall be strongly adherent to the pipe at all temperatures.
All exposed pipe shall have a factory applied prime coat on the exterior ready for field
painting. All pipe and fittings, both buried and exposed, shall be cement mortar lining in
accordance with ANSI/AWWA C104/A21.4 and bituminous outside coating shall be in
accordance with ANSI/AWWA C151/A21.51 for pipe and ANSI/AWWA C110/A21.10
for fittings.
All ductile iron air piping shall use FKM (Fluoroelastomer or Fluorocarbon) based
gaskets with a maximum constant temperature use 400 degrees Fahrenheit.
Mechanical joints and push-on joints shall be in accordance with AWWA C111,
incorporating rubber gaskets and shall be watertight. Bolted mechanical joints shall be
utilized under all concrete structures unless otherwise noted on the drawings. With
mechanical joints, the surfaces to be in contact with the rubber gasket shall be brushed
with soapy water to remove all sand and grit prior to making the joint. For push-on
joints, the surfaces to be in contact with the rubber gasket shall be wiped clean and dried
prior to making the joint. The lubricant to be used in making the joint shall be used in
accordance with the manufacturer’s recommendations.
Restrained push-on joints and fittings shall be utilized where shown on the drawings and
shall be completely boltless. Restrained mechanical joints shall be of the manufacturer’s
standard design or megalug of ductile iron with a working pressure of a least 250 psi and
a minimum safety factor of 2:1.
Flanged joints shall be constructed of ductile iron pipe conforming to ANSI A 21.6
(AWWA C 106) screwed into flanges drilled and faced per ANSI B 16.1 for both 125 lb.
or 250 lb. working pressure. The bolts, nuts and gaskets shall be in accordance with
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Appendix A of AWWA C 115. The pipe shall extend completed through the screwed-on
flange. The flange face shall be flat and perpendicular to the pipe centerline. Bolts and
nuts shall be zinc plated. The bolts shall be of such length that when the nuts are
completely tightened, no more than ½ inch of the bolt, but at least the length of one full
nut shall be left protruding through the nuts.
B. PVC PLASTIC PIPE
PVC Pipe (Sewer Force Mains): PVC Pipe (for force mains) shall be SDR21 as specified
in the contract documents. The pipe shall be plainly marked with the following
information: manufacturer's name, size, material (PVC) type and grade or compound,
NSF Seal, pressure rating and reference to appropriate product standards. PVC pipe used
for construction shall comply to the following standards:
a. Standard dimension ratio -ASTM D 2241, 200 psi pipe
b. PVC Compound Material -ASTM D 1869
c. Rubber Coupling Rings - ASTM D 1599
d. Burst Pressure Test, 150 psi - ASTM D 1599, 200 psi, minimum quick burst
pressure 630 psi
e. Impact Strength - ASTM D 2444
1.03 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 pipe lines 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.
1.04 TESTING METHODS
PRESSURE MAINS
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.
Pressure Testing: 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
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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.
Leakage: 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.
Allowable leakage in the three-hour period for buried pipelines shall not exceed that allowed by
the following formula:
L = ND (P) ½, 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.
1.05 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 compacting in layers each
layer must be thoroughly tamped by a mechanical tamp to meet the specified compaction density.
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SECTION 11000 – TREATMENT UNITS
1.01 PRIMARY AND SECONDARY TANKS
A. GENERAL:
The manufacturer shall provide the structural design and certification 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.
1. Tanks shall have Orenco (or distributor) approval for use with AdvanTex.
2. Tanks requiring deep burial (>48”) or subject to truck or heavy traffic loading require
special consideration. (A minimum soil cover of 12 inches shall be used, unless
specified otherwise by manufacturer.)
3. Tanks shall be manufactured and furnished with a minimum access opening of 20
inches in diameter and of the configuration shown on the manufacturer’s drawings.
Modification of completed tanks will not be permitted.
4. Inlet plumbing shall include an inlet tee which penetrates 18 inches into the liquid
from the inlet flow line. (The depth may vary depending on the tank’s height; in all
cases, though, the inlet should extend to a level below the bottom of the maximum
scum depth.) The inlet plumbing shall allow for natural ventilation back through the
building sewer and vent stack.
5. Tanks shall be capable of successfully withstanding an aboveground static hydraulic
test and shall be individually tested.
6. Tanks shall be installed in strict accordance with the manufacturer's recommended
installation instructions.
B. Concrete Tanks:
1. Walls, bottom and top of reinforced concrete tanks shall be designed across the
shortest dimension using one-way slab analysis. Stresses in each face of
monolithically constructed tanks may be determined by analyzing the tank cross-
section as a continuous fixed frame.
2. The walls and bottom slab shall be poured monolithically; alternatively, water stops
may be provided.
3. Reinforcing steel shall be ASTM A-615 Grade 60, FY = 60,000 psi. Details and
placement shall be in accordance with ACI 315 and ACI 318.
4. Form release used on tank molds shall be Nox Crete™ or equal. Diesel or other
petroleum products are not acceptable.
5. Tanks shall not be moved from the manufacturing site to the job site until the tank
has cured for seven (7) days or has reached two-thirds of the design strength.
6. Tanks shall be manufactured and furnished with access openings of the size and
configuration necessary to accommodate individual packaged pump systems. For
access risers, the tank manufacturer shall cast in place a flanged tank adapter to
facilitate the bonding of an access riser. The flanged tank adapter shall be made of
1/4” thick ABS. The flanged adapter shall be Orenco Systems®, Inc. Model PRTA24,
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or PRTA30 or engineered approved equal. The adapter must have an overall height
of no less than 3 inches to allow 1-1/2” exposed for sufficient bonding area once the
adapter is pre-cast in the tank.
7. The septic tank and the top slab shall be sealed with a preformed flexible plastic
gasket. The flexible plastic gasket shall be NC approved.
8. All tankage shall be tested for leakage prior to putting into service.
C. SEPTIC TANK EFFLUENT FILTER ASSEMBLY:
All filter systems shall be supplied by a reputable manufacturer with at least five years of
experience in supplying equipment for effluent sewers. Effluent filters shall prevent particles
larger than 1/16-inch in diameter from leaving the tank. Effluent filters shall have a solid
bottom or deflecting device that prevents vertically rising solids from reaching the filtering
surface area during ebullition (sludge bulking).
1. Risers:
Risers shall be required for access to internal vaults and access into the septic tanks for
septage pumping. All risers shall be constructed watertight. 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 ADH100 or approved equal. To ensure product
compatibility, risers, lids, and attachment components shall be supplied by a single
manufacturer.
2. Inlet and Cleanout Risers:
Risers shall be ribbed PVC as manufactured by Orenco Systems®, Inc. or approved equal.
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 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.
3. Outlet Risers:
Outlet risers shall be ribbed PVC as manufactured by Orenco Systems, Inc. or engineer-
approved equal. 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
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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.
4. Lids:
One lid shall be furnished with each access riser. Lids shall be Orenco Systems, Inc.
Model FL24-4B, FL30G or engineer-approved equal, as appropriate, fiberglass with
green non-skid finish, and provided with stainless steel bolts, and wrench. Manufacturer
shall provide evidence that lids have been used successfully in continuous field service
for a minimum of five years to demonstrate long-term integrity and suitability for the
application. Lids shall be waterproof, corrosion resistant and UV resistant. Lids shall be
flat, with no noticeable upward dome. A crown or dome of no more than 1/8-inch is
allowable. Lids shall not allow water to pond on them. Lids shall have a green non-skid
finish. Self-lubricating plastics, such as polyethylene, shall not be considered non-skid
without addition of a non-skid coating. Lids shall form a watertight seal with the top of
riser. Lids shall be capable of withstanding a truck wheel load (36 square inches) of 2500
pounds for 60 minutes with a maximum vertical deflection of 1-1/2-inch. Lids shall be
provided with tamper-resistant stainless steel fasteners and a tool for fastener removal.
Tamper-resistant fasteners include recessed drives, such as hex, Torx, and square.
Fasteners that can be removed with common screwdrivers, such as slotted and Phillips, or
fasteners that can be removed with standard tools, such as pliers or crescent wrenches, are
not considered tamper-resistant. To prevent a tripping hazard, fasteners shall not extend
above the surface of the lid.
5. Optional Components
a. Traffic bearing lid: Lids approved for H-20 Loads by the tank manufacturer may be
used in drive over locations
b. Hatch: An aluminum (or stainless steel) hatch (24” x 24”) of construction standards
equal to or greater than Halliday.
b. Rigid closed-cell foam insulation of 2-inch thickness shall be mechanically attached
to the underside of the lid. All fasteners shall be made of corrosion resistant stainless
steel. The insulation shall have an R-value of no less than 10 per 2-inch increment.
6. Riser Installation:
Riser installation shall be accomplished according to the manufacturer's instructions.

7. Biotube
® Effluent Filter
Orenco Systems®, Inc. Model FTPS0444-36-NC Biotube Effluent Filter or approved
equal, installed in conformance with the engineer’s plans. The filter shall have a
minimum effective screen area of no less than 5.3 square feet. The Biotube cartridge
shall be made with 1/16-inch mesh polypropylene and with a solid base (to prevent solids
Family Dollar WWTF - Currie TS-16
Technical Specifications

from entering through the bottom during ebullition). The Biotube cartridge shall be
housed inside the PVC vault.
D. RECIRCULATION / DILUTION TANK PUMPING ASSEMBLY:
All pumping systems shall be supplied by a reputable manufacturer with at least five years of
experience in supplying equipment for effluent sewers. References must be available on
request from the engineer. Systems shall be Orenco Systems®, Inc. High-Head Pumping
Assemblies or engineer-approved equal, composed of:
1.Risers:
Risers shall be required for access to internal vaults and access into the septic tanks
for septage pumping. All risers shall be constructed watertight. The risers shall be
pre-cast 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 without removing splice boxes, etc.
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 ADH100 or approved equal. To ensure
product compatibility, risers, lids, and attachment components shall be supplied by a
single manufacturer.
2.Inlet and RSV Riser:
Risers shall be ribbed PVC as manufactured by Orenco Systems, Inc. or approved
equal. 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 extend to three inches above the ground
surface to allow for settlement and shall have a minimum nominal diameter of 30
inches. See section 4b below for adhesive requirements.
a. Inlet & Outlet Grommets: EPDM grommets shall be installed by the
manufacturer for discharge piping, to assure a watertight seal. The grommets
shall be installed at the factory by the manufacturer of the access risers.
3.Recirculating Splitter Valve (see Alternate):
Orenco Systems®, Inc. Model RSV2U, 2 inch diameter ball valve assembly to
provide guaranteed return of treated effluent returning from filter. The ball valve is
designed to redirect 100% of flow to recirculation/dilution tank during periods of low
flow or 80 - 90% of return flow to final discharge and 10 - 20% to the
recirculation/dilution tank during periods of high flow. Must be manufactured of
Family Dollar WWTF - Currie TS-17
Technical Specifications

corrosion resistant PVC and rubber components and allow for easy removal using
unions. The item is patented and the engineer knows of no equivalent.
4.Outlet Risers:
Outlet risers shall be ribbed PVC as manufactured by Orenco Systems, Inc. or
engineer-approved equal. 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.
5.Lids:
One lid shall be furnished with each access riser. Lids shall be Orenco Systems, Inc.
Model FL24-4B, FL30G or engineer-approved equal, as appropriate, fiberglass with
green non-skid finish, and provided with stainless steel bolts, and wrench.
Manufacturer shall provide evidence that lids have been used successfully in
continuous field service for a minimum of five years to demonstrate long-term
integrity and suitability for the application. Lids shall be waterproof, corrosion
resistant and UV resistant. Lids shall be flat, with no noticeable upward dome. A
crown or dome of no more than 1/8-inch is allowable. Lids shall not allow water to
pond on them. Lids shall have a green non-skid finish. Self-lubricating plastics, such
as polyethylene, shall not be considered non-skid without addition of a non-skid
coating. Lids shall form a watertight seal with the top of riser. Lids shall be capable
of withstanding a truck wheel load (36 square inches) of 2500 pounds for 60 minutes
with a maximum vertical deflection of 1-1/2-inch. Lids shall be provided with
tamper-resistant stainless steel fasteners and a tool for fastener removal. Tamper-
resistant fasteners include recessed drives, such as hex, Torx, and square. Fasteners
that can be removed with common screwdrivers, such as slotted and Phillips, or
fasteners that can be removed with standard tools, such as pliers or crescent
wrenches, are not considered tamper-resistant. To prevent a tripping hazard,
fasteners shall not extend above the surface of the lid.
6.Optional Components
a. Traffic bearing lid: Lids approved for H-20 Loads by the tank manufacturer
may be used in drive over locations
b. Hatch: An aluminum (or stainless steel) hatch (24” x 24”) of construction
standards equal to or greater than Halliday.
c. Rigid closed-cell foam insulation of 2-inch thickness shall be mechanically
attached to the underside of the lid. All fasteners shall be made of corrosion
Family Dollar WWTF - Currie TS-18
Technical Specifications

resistant stainless steel. The insulation shall have an R-value of no less than
10 per 2-inch increment.
7.Riser Installation:
Riser installation shall be accomplished according to the manufacturer's instructions.
ABS Adaptors shall be cast into the concrete tank lid in the manufacturer’s tank yard.

8.Pump Vault:
Orenco Systems, Inc. Model PVU Series, Universal Biotube® Pump Vault or
engineer-approved equal, installed in conformance with the engineer’s plans. The
filter shall have a minimum effective screen area of no less than 20.6 square feet.
The Biotube Pump Vault shall consist of a 12-inch diameter HDPE vault with eight
(8) 2-inch diameter holes evenly spaced around the perimeter, located appropriately
to allow for maximum sludge and scum accumulation before requiring pumping
(approximately 70% of minimum liquid level). Housed inside the polyethylene vault
shall be the Biotube assembly consisting of 1/8-inch mesh polypropylene tubes.
Attached to the vault is a flow inducer to accept two high-head effluent pumps.
9.Discharge Hose and Valve Assembly:
Orenco Systems®, Inc. Model HV100B, 1-inch diameter, 150 psi PVC ball valve, 150
psi PVC check valve, PVC flex hose with minimum working pressure rating of 64
psi, and Schedule 40 PVC pipe. When pumping downhill, include anti-siphon
assembly.
10.Float Switch Assembly:
Orenco Systems, Inc. Model MF3A with 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 5.0A @ 120 VAC.
11.High-Head Effluent Pumps:
Must be approved for use in pump vault as described in D7. For this application, two
Orenco Systems, Inc. Model P300511, 1/2 hp, 120 VAC, single phase, 60 Hz, two-
wire motor, with 30 foot long extra heavy duty (SO) electrical cord with ground.
Pumps shall be UL and CSA listed as an effluent pump. Pumps shall be provided
with a non-prorated five-year warranty. Larger horsepower units are available (1 to
1-1/2 hp, 230 VAC). Design criteria is 30 gpm with a total dynamic head of 55 ft..
12.Electrical Splice Box:
Not applicable to North Carolina Installations.
13.Controls and Alarms (see Alternate):
Controls and alarms shall be listed per UL 508. Panels shall be repairable in the field
without the use of soldering irons or substantial disassembly. Panel shall be Orenco
Systems®, Inc. Model VCOM-AXB1 UVSA control panel meeting the following:
Standard Components:
Family Dollar WWTF - Currie TS-19
Technical Specifications

a. Motor-Start Contactor: 115 VAC: 14 FLA, 3/4 hp, 60 Hz; 2.5
million cycles at FLA (10 million at 50% of FLA). 230 VAC: 14
FLA, 2 hp, 60 Hz; 2.5 million cycles at FLA (10 million at 50%
FLA).
b. Toggle Switch: Single-pole, double-throw MOA switch. 20 amps, 1
hp.
c. Controls Circuit Breaker: 10 amps, OFF/ON switch. Single-pole 115
VAC. DIN rail mounting with thermal magnetic tripping
characteristics.
d. Pump Circuit Breaker: 20 amps, OFF/ON switch. Single-pole 115
VAC, double-pole 230 VAC. DIN rail mounting with thermal
magnetic tripping characteristics.
e. Audio Alarm: 80 dB at 24”, warble-tone sound.
f. Visual Alarm: 7/8” diameter red lens, “Push-to-silence.” NEMA 4,
1-watt bulb, 115 VAC.
g. Panel Enclosure: Measures 13.51” high x 11.29” wide x 5.58” deep.
NEMA 4X rated. Constructed of UV-resistant fiberglass; hinges and
latch are stainless steel. Conduit couplings provided.
h. VCOM AXB1 UVSA Panel Ratings: 120 VAC, 1 hp, 12 amps,
single phase, 60 Hz.
i. Event Counter: 115 VAC, 6-digit, non-resettable.
j. Elapsed Time Meter: 115 VAC, 7-digit, non-resettable. Limit of
99,999 hours; accurate to 0.01 hours.
Optional Components:
a. Pump Run Light: 7/8” green lens. NEMA 4, 1-watt bulb, 115 VAC.
b. Heater: Anti-condensation heater. Self-adjusting; radiates additional wattage
as temperature drops.
14.Location:
The pump control panel shall be mounted on a post or exterior wall nearest the tank
and pump. If mounting to an exterior wall, try to select a garage or outbuilding
where the sound of the motor contactor engaging will not be noticed. If a garage or
outbuilding wall isn’t available, installation should include use of sound-deadening
insulation. (Post and panel mounting assemblies are acceptable.) The control panel
shall be located within 50 feet and in sight of the pump motor or shall be provided
with a lockable disconnect switch. The panel, when possible, should be mounted in
the shade and protected from the weather. The panel should be located at a
convenient height (usually about five feet above the ground) and where it will be
accessible for maintenance.
15.Installation:
All pumping system components shall be installed in accordance with the
manufacturer's recommendations, the engineer’s plans, and all state and local
regulations.
Family Dollar WWTF - Currie TS-20
Technical Specifications

E. ADVANTEX TREATMENT SYSTEM:
All components shall be supplied by a reputable manufacturer with at least five years of
experience in supplying equipment for onsite treatment systems. References must be available on
request from the engineer.
1. AdvanTex Treatment System:
Orenco Systems, Inc. AX20 AdvanTex Treatment System installed in conformance with the
engineer’s plans. The AX20 is a packed bed filter, consists of a proprietary textile media. The
media has been specifically engineered for wastewater applications. The item is patented and
the engineer knows of no equivalent.
2. Transport Piping / Fittings:
a. All transport piping and fittings from the recirculation / dilution tank shall meet a
minimum pressure rating of Schedule 40.
b. The AdvanTex pod return lines shall be 2-inch diameter Schedule 40.
3. Installation
All AdvanTex components shall be installed in accordance with the manufacturer’s
recommendations, the engineer’s plans, and all state and local regulations.
F. DISINFECTION:
Disinfection of wastewater flow shall be accomplished by ultraviolet disinfection with Orenco UV
Disinfection Unit Model AXUV-125/31. There is one UV bank per AX20 pod and each bank has 1
UV bulb. Treated effluent flows by gravity through the contact chamber and around the UV lamp
where it is disinfected in a 360-degree contact zone. The lamp is protected by a teflon sleeve to
minimize buildup and service intervals. A quick disconnect fitting allows for easy inspection and unit
cleaning. immersion of feed tubes containing vertically stacked chemical tablets.
UV Unit Performance:
Typical contact chamber UV dose
(65% transmittance, 20% lamp degradation)
270,000 µW-s/cm2 at 1 gpm
55,000 µW-s/cm2 at 5 gpm
28,000 µW-s/cm2 at 10 gpm
Minimum target dose 30,000 – 38,000 µW-s/cm2 at 1gpm
Lamp 31 inches, 92 VAC, 50 or 60 Hz, 425 mA, 38 W;
254 nm UVC intensity at 1 m is 125 µW-s/cm2
Power cord 600V, 18/2 UL Type TC
Cord plug UL listed four-pin connector, lampholder,
electric discharge, 1000 V or less
Ballast 120V, AC, 50 or 60 Hz, located in UL listed
Orenco ® control panel
Family Dollar WWTF - Currie TS-21
Technical Specifications

SECTION 11200 – DRIP IRRIGATION DISPOSAL SYSTEM
1.01 IRRIGATION MAIN PIPING
A. PVC Pipe (Effluent and Irrigation Force Mains)
1. PVC Pipe for force mains shall be SDR21 as specified in the contract documents. The
pipe shall be plainly marked with the following information: manufacturer's name, size,
material (PVC) type and grade or compound, NSF Seal, pressure rating and reference to
appropriate product standards. PVC pipe used for construction shall comply with the
following standards:
a. Standard dimension ratio - ASTM D 2241, 200 psi pipe SDR 21
b. PVC Compound Material - ASTM D 1869
c. Rubber Coupling Rings - ASTM D 1599
d. Burst Pressure Test, 150 psi - ASTM D 1599, 200 psi, SDR-21-minimum quick burst
pressure 630 psi
e. Impact Strength - ASTM D 2444
B. Ductile Iron Pipe (Effluent and Irrigation Force Mains)
1. Ductile Iron Pipe shall conform to the requirements of ANSI A21.51 (AWWA C151).
See plans and/or bid items for thickness classifications.
a. Joints: Mechanical ASA Specifications A21.11 (AWWA C111). Push on single
gasket conforming to Federal Specifications WW-P-421b, Type II.
b. Pipe Lining: Cement mortar with a bituminous seal coat conforming to ANSI
A21.5 (AWWA C104).
c. Exterior Coating: Bituminous in accordance with manufacturer's specifications.
2. Conductive Trace Tape: Detection tape, 3 inches wide; aluminum foil core, 0.5 mil.
thick, encased in protective inert, plastic jacket; 5,000 psi. min. tensile strength; 2.5
pounds per inch per 1,000 feet min. weight; color coded in accordance with APWA
Uniform Color Code. Allen Systems “Detactatape,” Lineguard “Type III,” or Reed
Industries “Terra Tape D.”
3. Ductile Iron Pipe Restrained Joint
a. The ductile iron restrained joint pipe shall be new pipe and shall conform to
ANSI A21.51 (AWWA C151).
b. The ductile iron restrained joint fittings shall be new fittings and shall conform to
ANSI A21.10 (AWWA C110). All pipe and fittings shall be cement mortar lined
conforming with ANSI A21.4 (AWWA C104), bituminous coated conforming
with ANSI A21.51 (AWWA C151) and rated at 350 psi working pressure.
c. The pipe and fittings shall be as manufactured by Clow “SUPER-LOCK”, U.S.
“TR-FLEX’, American “FLEX-RING”.
d. The restrained joint pipe and fittings shall be installed in strict compliance with
the manufacturers’ recommendations and with the “Piping Industry Standards”.
Family Dollar WWTF - Currie TS-22
Technical Specifications

1.02 FITTINGS (EFFLUENT AND IRRIGATION FORCEMAINS)
A. Ductile Iron: Ductile iron special castings or fittings shall be all mechanical joint. The
special castings or fittings shall be manufactured in strict accordance with Specifications
ANSI A21.10 (AWWA C110). Fittings 3" - 12" shall be Class 250; 14" and larger may be
Class 150.
B. Restrained Joint Fittings: The ductile iron restrained joint fittings shall be new fittings and
shall conform to ANSI A21.10 (AWWA C110).
C. All pipe and fittings shall be cement mortar lined conforming with ANSI A21.4 (AWWA
C104), bituminous coated conforming with ANSI A21.51 (AWWA C151) and rated at 350
psi working pressure.
D. The pipe and fittings shall be Griffin “SNAP-SOK”, Griffin “BOLT-LOK”, American
FLEX-RING” or an approved equal.
E. All ductile iron fittings shall be lined with cement lining, commonly known as "enameling"
and have a bituminous coating both inside and out.
1.03 VALVES (EFFLUENT AND IRRIGATION FORCEMAINS):
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.
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.
Family Dollar WWTF - Currie TS-23
Technical Specifications

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.
Family Dollar WWTF - Currie TS-24
Technical Specifications

SECTION 11250 – DRIP IRRIGATION SYSTEM
A. GENERAL
1. The Drip Irrigation Effluent Utilization System shall distribute on an average, up to
260 GPD of effluent to 2 different zones from the Dosing 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.
2. The system will be controlled and flow to each zone measured and recorded by the
control panel.
B. 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.

C. All required labor, materials, and equipment shall be included.
D. Qualifications of Drip Irrigation Disposal Supplier

1. The Engineer's selection of drip irrigation system for this facility has been predicated
upon the above design criteria. The Pressure Compensating Driplines, the In-Line
Emitters, and other features shown on the contract drawings and specified herein shall be
furnished by GeoFlow, or approved equal.
2. The Irrigation Control System shall be a control panel provided by GeoFlow or approved
equal.
3. The Contractor shall offer a complete system from a U.S.A. manufacturer specializing in
the design, fabrication, and installation of factory manufactured drip irrigation systems.
4. A complete Drip Irrigation System, which is offered to meet the specific requirements of
these Specifications, shall provide all necessary engineering detail, (prepared under the
direction of a Professional Engineer registered in North Carolina,) to allow the Owner
and Engineer to determine the suitability of the entire system.
5. The Owner’s decision on these matters will be final, conclusive, and binding.
6. Strict adherence to the standards of design, fabrication, erection, product quality, and
long term performance, established in this Specification will be required by the Owner
and Engineer
7. Suppliers wishing to pre-qualify shall submit the proposed Drip Irrigation System to the
Engineer/Owner for acceptance no later than 21 days prior to bid date. Such submittal
information shall include at least the following:

Family Dollar WWTF - Currie TS-25
Technical Specifications

a. Complete system component description and other manufacturers information,
including similar installations
b. Technical information on the system components including the drip emitter
layout and the control system.
c. Certification that the proposed Drip Irrigation System meets the prescribed rates
of flow delivery by zone as shown on the Contract Drawings.
8. The Engineer reserves the right to evaluate all bids based on long term, operation, and
maintenance costs. Values to be used in this evaluation will be at the discretion of the
Engineer.
E. Submittal Drawings and Specifications

1. Construction shall be governed by the Owner's drawings and specifications showing
general dimensions and construction details, after written approval by the Engineer of
detailed erection drawings prepared by the tank bidder. There shall be no deviation from
the drawings and specifications, except upon written order from the Engineer.
2. The Contractor is required to furnish, for the approval of the Engineer and at no increase
in contract price, six (6) sets of complete specifications and construction drawings for all
work. All such submissions shall be stamped by a Registered Professional Engineer
licensed in North Carolina.
3. When approved, two (2) sets of such prints and submittal information will be returned to
the Contractor marked "APPROVED FOR CONSTRUCTION" and these drawings will
then govern for the work detailed thereon. The approval by the Engineer of the drawings
shall be an approval relating only to their general conformity with the bidding drawings
and specifications and shall not guarantee detail dimensions and quantities, which
remains the Contractor’s responsibility.
4. The Drip Irrigation System manufacturer's and installing contractor's standard published
warranty shall be included with submittal information.

F. Design Criteria

1. 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.
2. The Contract Drawings show the limits and topography of the zones.
Zone
Design
Area
Wetted Area
of Emitters
Emitter
Capacity
Distance
between
Emitters
Distance
between
Laterals
Zone Design
Daily Flow Rate
1
1,904
SF 4 SF 0.0088 GPM 2 FT 2 FT 3.9 GPM
2
1,904
SF 4 SF 0.0088 GPM 2 FT 2 FT 3.9 GPM
Family Dollar WWTF - Currie TS-26
Technical Specifications

Irrigation Pumping System
a. Float Switch Assembly:
Orenco Systems, Inc. Model MF3A with 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 5.0A @ 120 VAC.
b. High-Head Effluent Pumps:
Must be approved for use in pump vault as described in D7. For this application,
two Orenco Systems, Inc. Model P1005, 1/2 hp, 120 VAC, single phase, 60 Hz,
two-wire motor, with 30 foot long extra heavy duty (SO) electrical cord with
ground. Pumps shall be UL and CSA listed as an effluent pump. Pumps shall be
provided with a non-prorated five-year warranty.
Family Dollar WWTF - Currie TS-27
Technical Specifications

SECTION 11300 – RAIN SENSOR
1.01 GENERAL
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.
B. The device shall be of rugged construction to withstand the elements, including exposure
to UV light.
1.02 MANUFACTURERS
A. Subject to compliance with requirements, provide products by the manufacturer and
model specified.
1. Rainbird – RSD Series Rain Sensor
Family Dollar WWTF - Currie TS-28
Technical Specifications

SECTION 12000 – CONSTRUCTION OF THE DRIP IRRIGATION MOUND
1.01 SITE PREPARATION
A. Place flags at the 4 corners of the fill area as designed on the Site Plan. Failure to place fill in
the permitted area may result in the fill having to be moved or the permit revoked.
B. Do no work when the site is wet. Working on soil when wet can destroy soil structure.
C. Remove all above ground vegetation and root may from area to be filled without removing
topsoil. Removal of soil can result in revocation of the permit.
D. Disk the area to be filled to depth of 6 inches to break up root mat.
1.02 PLACEMENT FILL
A. Add 3 to 4 inches of approved sand fill to area and disk again thoroughly mix the original soil
and the fill. Approved sand fill is a Soil Group I sandy fill.
B. Add more sand fill to achieve a uniform height of 24 inches in the middle of the fill area.
C. The fill shall be tapered from the top edge of the fill to the ground surface 6 feet from the
boundary of the fill area. The top edge of fill is located 5 feet from the proposed trenches.
D. Contact Applied Resource Management for an inspection of fill after mound has been
constructed.
1.03 FINAL LANDSCAPING OF FILL SYSTEM
A. The fill must be shaped to shed surface water and shall be stabilized with grass or other suitable
cover to prevent erosion.
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)
Murville Fine Sands
Yield (tons)3.5
Nitrogen Factor 46
Nitrogen Application Rate (lb/acre)161
Crop Phosphorous Removal Rate (lb/acre)48
Values obtained from North Carolina Nutrient Management Workgroup, 2003. Realistic yields and nitrogen application factors for
North Carolina crops. http://www.soil.ncsu.edu/nmp/ncnmwg/yeilds/ 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
C. Vegetation must be maintained once established. Grass must be mowed.
D. Additional fill beyond what has already been specified may be necessary to cover and
landscape around the septic tank.
E. Call Applied resource Management for inspection after landscaping has been completed. The
authorized permit allowing use of the system will be issued at the same time.
Recirculation Tank Buoyancy Calculations
Job: Family Dollar - Currie
Worst case scenario: Groundwater level at surface
j Tank
Tank
Tank
Tank Length
Tank Width
Height (ft)
Top
Bottom
Addition to
Tank Base
Tank Base
Depth
Density of
Density of
Dry Density of Soil
Length
Width
Wall Thickness
(Outside-ft)
(Outside-ft)
Thickness
Thickness (ft)
Base (in)
Length
Width
Below
Concrete
Water
(Ibs/ft^3)
I` (Inside-ft)
(Inside-ft)
(ft)
(ft)
Surface (ft)
(lb/ft^3)
(lb/ft^3)
4.50
10.19
0.50
5.500
11.19
4.83
0.5
0.50
12.0
6.500
12.188
8.33
150
62.4
96.8
Find Total Uplift Force
U = void space x density of water
MH Hydrostatic Uplift Force, U1
31,99625 Ibs
Base Hydivstatic Uplift Force, U2
2,471.63 Ibs
U = total Uplift Force (UI+U2)
34,467.88 Ibs
Find Total Weight of Vault and Soil, W
Weight of Wet Well, W1
21,929.69 Ibs
W1 = tank dimensions, including base, and top
Dry Unit Weight of Soil, W2
14,267.92 Ibs
W2 = Soil Overburden on wet well base lip
Total W =
36,197 60 Ibs
Results
Difference W - U
1,729.73 Ibs
Safety Factor
1 05
'Therefore Diversion Structure is sufficient to resist hydrostatic uplift
Q�SH CA
' RO
�i •••'�IMEE �

Storage Tank Buoyancy Calculations
Job: Family Dollar - Currie
Worst case scenario: Groundwater level at surface
Tank
Tank
Tank
Tank Length
Tank Width
Height (ft)
Top
Bottom
Addition to
an Base
an Base
Depth
Density of
Density of
Dry Density of Soil
Length
Width
Wall Thickness
(Outside-ft)
(Outside-ft)
Thickness
Thickness (ft)
Base (in)
Length
Width
Below
Concrete
Water
(Ibs/ft^3)
(Inside-ft)
(Inside-ft)
(ft)
(ft)
Surface (ft)
(lb/ft^3)
(lb/ft^3)
4.0
10.0
0.50
5.000
11.000
5.25
0.5
0.50
12.0
6.000
12.000
8.75
150
62.4
96.8
Find Total Uplift Force
U = void space x density of water
MH Hydrostatic Uplift Force, U1
30,030.00 Ibs
Base Hydrostatic Uplift Force, U2
2,246.40 Ibs
U = total Uplift Force (U1+U2)
32.276.40 Ibs
Find Total Weight of Vault and Soil, W
Weight of Wet Well, W1
21,337.50 Ibs
W1 = tank dimensions, including base, and tap
Dry Unit Weight of Soil, W2
14,399.00 Ibs
W2 = Soil Overburden on wet well base lip
Total W =
35,736.50 Ibs
Results
Difference W - U
3,460 10 Ibs
Safety Factor
1.11
'Therefore Diversion Structure is sufficient to resist hydrostatic uplift
♦i��H yCAR�
a. to .

Septic Tank Buoyancy Calculations
Job: Family Dollar - Currie
Worse case Scenario: Groundwater level at surface
Tank
Tank
Tank
Tank Length
Tank Width
Height (ft)
Top
Bottom
Addition to
Tank Base
Tank Base
Depth
Density of
Density of
Dry Density of Soil
Length
Width
Wall Thickness
(Outside-ft)
(Outside-ft)
Thickness
Thickness (ft)
Base (in)
Length
Width
Below
Concrete
Water
(Ibs/ftA3)
(Inside-ft)
(Inside-ft)
(ft)
(ft)
Surface (ft)
(lb/ftA3)
(lb/ftA3)
9.50 4.50
0.50
10.500
5.50
4.33
0.5
0.50
12.0
11.500
6.500
7-83=
150
62.4
96-8
Find Total Uplift Force
U = void space x density of water
MH Hydrostatic Uplift Force, U1
28,228.20 Ibs
Base Hydrostatic Uplift Force, U2
2,332.20 Ibs
U = total Uplift Force (U1+U2)
30,560.40 Ibs
Find Total Weight of Vault and Soil, W
Weight of Wet Well, W1
19,687.50 Ibs
W1 = tank dimensions, including base, and top
Dry Unit Weight of Soil, W2
12,890.53 Ibs
W2 = Soil Overburden on wet well base lip
Total W =
32,578.03 Ibs
Results
Difference W - U
2,017 63 Ibs
Safety Factor
1.07
'Therefore Diversion Structure is sufficient to resist hydrostatic uplift

© 2012 Orenco Systems® Inc. • 800-348-9843 • www.orenco.com AHO-ATX-PERF-TN-1
Rev. 1.4, © 03/12
Page 1 of 4
a TN = TKN + NO3-N + NO2-N
b Percent Reduction
c SFR = Single-family residences
d Includes single-family residences and vacation rentals
e AdvanTex AX20
f AdvanTex AX20-RT
Since 2001, the performance of AdvanTex® Treatment Systems has been tested in a
dozen different programs. Tests have been performed both in test centers and in the field.
These include testing performed by outside companies or agencies (third-party); contract
testing performed by Orenco distributors (second-party); and Orenco’s own testing (first-
party). More than 1000 data points have been collected.
This performance summary documents the performance of AdvanTex Treatment Systems
relative to nutrient reduction . . . specifically, reductions in Total Nitrogen (TN), Ammonia
(NH3), and Total Phosphorous (TP). The results show that AdvanTex systems easily meet
advanced treatment standards for nitrogen and total phosphorous.
About System Configurations
As shown in the illustrations on the right, AdvanTex systems can be configured in several
ways depending on the degree of total nitrogen reduction required. In Mode 1, filtrate
from the AdvanTex pod is recirculated to the secondary chamber of the septic tank. In
Mode 3, the filtrate is recirculated to the primary chamber, where the environment favors
further denitrification. In Combo mode, the filtrate is recirculated to both chambers, in
controlled proportions.
In Virginia, North Carolina, and Rhode Island, some of the systems tested in Mode 1 in-
corporated two tanks: a primary tank and a recirculation tank. In the primary tank, sludge
and scum are separated from liquid effluent, which then flows into a separate recircula-
tion tank, into which the AdvanTex filtrate is recirculated.
About the Results
The table below summarizes effluent testing results for Total Nitrogen, Ammonia, and
Total Phosphorous, both from test center programs and field testing programs. The pages
that follow provide more specific results of these testing programs. For ease of compari-
son, we have also included information about the circumstances of each test. If you have
any questions regarding this summary, please contact Sam Carter, Government Relations
Manager, Orenco Systems, Inc., [phone], [e-mail] 1 with primary tank and recirculation tank
Mode 1 Mode 1 with Primary Processing Tank
and Recirculation Tank

Mode 3
Combo Mode
Mode 1 with
processing tankMode 1 Mode 1 with Primary Processing Tank
and Recirculation Tank

Mode 3
Combo Mode
Mode 1 Mode 1 with Primary Processing Tank
and Recirculation Tank

Mode 3
Combo Mode
AdvanTex ® Performance summary #2
Nutrient Reduction: TN, NH3, TP
AdvanTex® Treatment Systems — Manufactured by Orenco Systems®, Inc.
Mode 3 with
processing tank
(Optimized for denitrification)
Mode 1 Mode 1 with Primary Processing Tank
and Recirculation Tank

Mode 3
Combo ModeCombo Mode
with processing tank
TesT CeNTeRs sUMMARY
AdvanTex Effluent Averages Total N (mg/L) a NH3 (mg/L) Total P (mg/L) Duration
NSF/ANSI Standard 40 Testing 12 (64%)b 0.9 (96%) - 7 months
NSF/ANSI Standard 40 Testing with UV Disinfection 13 (66%) 1.1 - 6 months
Rotorua District Council Approval Testing 13 (82%) 0.2 (99%) 8 (33%) 13 months
New Zealand OSET Testing Programme 12 (80%) 0.6 (99%) - 10 months
FIeLD TesTING sUMMARY
AdvanTex Effluent Averages (# of SFRs)c Total N (mg/L) NH3 (mg/L) Total P (mg/L) Duration
Roger Shafer, P.E., “Testing in Fractured Bedrock” (1) 14 (63%) - 6 (33%) 8 months
NSF Pennsylvania Testing Program (11) 17 (68%) 1.7 (96%) - 1-3 years
Virginia Approval Testing Program (13) 15 1.8 - 18 months
Jefferson County Health Dept. Permit Testing (43) 15 - - 2 years, 7 months
Skaneateles Demonstration Project (2) 14 0.9 10 2 years, 2 months
La Pine National Demonstration Project (3) 17 (74%) 1.9 9 (18%) 2 years, 7 months
Rhode Island Demonstration Project (5) 18 - 9 1 year, 4 months
North Carolina Approval Testing Program— Mode 1 (14)d 26 (63%) - - 2 years, 10 months
North Carolina Approval Testing Program — Mode 3 (1) 15 - - 2 years, 10 months
Maryland Best Available Technology Field Verification (12)e 18 (68%) - - 1 year
Maryland Best Available Technology Field Verification (12)f 15 (82%) 1.4 - 1 year
© 2012 Orenco Systems® Inc. • 800-348-9843 • www.orenco.comAHO-ATX-PERF-TN-1
Rev. 1.4, © 03/12
Page 2 of 4
AdvanTex® Treatment Systems Nutrient Reduction
TesT CeNTeRs
NsF/ANsI standard 40 Testing
(Third-Party)
About the Testing: Orenco contracted with Novatec to test an AX20 Mode 1
system in support of its application for NSF approval. Novatec conducts official
NSF/ANSI Standard 40 testing under contract to manufacturers at its facility in
Squamish, British Columbia. Although the NSF/ANSI Standard 40 protocol does not
require it, Orenco elected to sample for total nitrogen.
Testing is done at a wastewater facility that serves a residential subdivision. Com-
posite sampling was used throughout this evaluation.
Dates: August 2001-February 2002*
Location: British Columbia
Average Daily Flow: 500 gpd
System Configuration: AX20 Mode 1 recirculating into the second compartment
of a 1500-gallon tank
*Note: Nitrogen results are from July to February, which allows for a two-month start-up period.
Processing Tank Influent
Total N (mg/L) NH3 (mg/L)
Mean 34 22
Median 33 23
Number of Samples 21 21
AdvanTex Effluent
Total N (mg/L) NH3 (mg/L)
Mean 12 0.9
Median 13 0.6
Number of Samples 27 19
Percent Reduction 64% 96%
NsF/ANsI standard 40 Testing
with UV Disinfection
(Third-Party)
About the Testing: Orenco contracted with Novatec to test an AX20N Mode 1
system with UV disinfection to determine its capabilities for reducing fecal coliform.
Novatec conducts official NSF/ANSI Standard 40 testing under contract to manu-
facturers at its facility in Squamish, British Columbia. Although the NSF/ANSI Stan-
dard 40 protocol does not require it, Orenco elected to sample for total nitrogen.
Testing is done at a wastewater facility that serves a residential subdivision. Com-
posite sampling was used throughout this evaluation.
Dates: July 2006-December 2006
Location: British Columbia
Average Daily Flow: 500 gpd
System Configuration: AX20 Mode 1 recirculating into the second compartment
of a 1500-gallon tank with UV disinfection
Note: See AdvanTex Performance Summary — General Reduction (AHO-ATX-PERF-1) for fecal
coliform results.
Processing Tank Influent
TKN (mg/L)
Mean 38
Median 40
Number of Samples 22
AdvanTex Effluent
Total N (mg/L) NH3 (mg/L)
Mean 13 1.1
Median 12 0.6
Number of Samples 20 22
Percent Reduction 66% -
Rotorua District Council Approval Testing
(Third-Party)
About the Testing: Testing of residential wastewater treatment systems was initi-
ated by the Rotorua District Council and Environment Bay of Plenty, the Regional
Council. The purpose was to preapprove manufacturers that meet the counsils’
specifications. The primary focus of the 13-month trial was nitrogen reduction.
Dates: May 2005-June 2006*
Location: New Zealand
Average Daily Flow: 265 gpd
System Configuration: AX20 Mode 3
* Note: Nitrogen results are from September to June, which allows for a four-month start-up
period (starting in winter).
Processing Tank Influent
Total N (mg/L) NH3 (mg/L) Total P (mg/L)
Mean 72 49 12
Median 71 49 12
Number of Samples - - -
AdvanTex Effluent
Total N (mg/L) NH3 (mg/L) Total P (mg/L)
Mean 13 0.2 8
Median 13 0.2 8
Number of Samples 41 - -
Percent Reduction 82% 99% 33%
New Zealand On-site effluent Treatment
National Testing Program
(Third-Party)
About the Testing: In 2009, New Zealand released a national standard and testing
protocol for on-site effluent treatment. Tests of AdvanTex AX20 systems were car-
ried out at the Rotorua Testing Facility, and measured BOD5, TSS, and Total Nitrogen
reduction, as well as electrical power consumption.
Dates: November 2009-August 2010
Location: New Zealand
Average Daily Flow: 287 gpd
System Configuration: AX20 Mode 3
Processing Tank Influent
Total N (mg/L) NH3 (mg/L) Total P (mg/L)
Mean 60 41 -
Median 60 43 -
Number of Samples 46 46 -
AdvanTex Effluent
Total N (mg/L) NH3 (mg/L) Total P (mg/L)
Mean 13 0.6 -
Median 12 1 -
Number of Samples 43 43 -
Percent Reduction 80% 96% -
© 2012 Orenco Systems® Inc. • 800-348-9843 • www.orenco.com AHO-ATX-PERF-TN-1
Rev. 1.4, © 03/12
Page 3 of 4
Roger shafer, P.e.,
Testing in Fractured Bedrock*
(Second-Party)
About the Testing: The test involved one AdvanTex system at a single-family home.
Dates: Summer 2001, Winter 2002, Winter 2007/2008
Location: Colorado
Average Daily Flow: 209 gpd (April 2001 and August 2001)
System Configuration: This system consisted of two AX10s (which together have
the same treatment capacity as an AX20), configured in Mode 3, recirculating to the
primary compartment of a 1500-gallon processing tank
Septic Tank Effluent**
Total N (mg/L) Total P (mg/L)
Mean 38 9
Number of Samples 5 5
AdvanTex Effluent
Total N (mg/L) Total P (mg/L)
Mean 14 6
Number of Samples 13 13
Percent Reduction 63% 33%
* Roger Shafer, “Use of a Recirculating Textile Filter followed by a Polishing
Sand Filter for Onsite Wastewater Treatment in Colorado’s Fractured Bedrock
Environment,” presented at the Colorado Professional Onsite Wastewater
2008 Education Conference.
** Five septic effluent samples were collected from the system between April
and May 2001 using a 3/4-in. clear plastic tank sampler. Samples were col-
lected from the outlet tee of the septic tank before installation of the AdvanTex
system.
Pennsylvania Testing Program
(Third-Party)
About the Testing: This test was performed as required by the State of Pennsyl-
vania under its Technology Verification Program. NSF International is the third party
that was contracted with to oversee the testing. The test involved AX20 systems
installed at 11 single-family homes.
Dates: September 2005-2008
Location: Pennsylvania
Average Daily Flow: 100-300 gpd
System Configuration: AX20 Combo Mode recirculating into the primary compart-
ment and secondary compartment of a 1500-gallon processing tank
Processing Tank Influent
Total N (mg/L) NH3 (mg/L)
Mean 54 42
Median 43 31
Number of Samples 42 38
AdvanTex Effluent
Total N (mg/L) NH3 (mg/L)
Mean 17 1.7
Median 16 0.6
Number of Samples 212 213
Percent Reduction 68% 96%
Virginia Approval Testing Program
(Third-Party)
About the Testing: Conducted by Mark Gross, P.E., Ph.D., of the University of
Arkansas Department of Civil Engineering, this testing program involved AX20
systems installed at 13 single-family homes, which were sampled for 18 months.
Dates: October 2002-2006
Location: Virginia
Average Daily Flow: 90-308 gpd
System Configuration: AX20 Mode 1 (1 site) recirculating into a recirculating tank
located after a separate primary septic tank; AX20 Mode 3 (12 sites) recirculating
into the primary compartment of a 1500-gallon processing tank
AdvanTex Effluent
Total N (mg/L) NH3 (mg/L)
Mean 15 1.8
Median 12 0.4
Number of Samples 84 84
Jefferson County Health Department
Operating Permit Testing
(Second-Party)
About the Testing: Orenco distributor Roger Shafer sampled 43 systems at single-
family residences as required by the Jefferson County (Colorado) Health Depart-
ment as an operating permit requirement.
Dates: October 2003-May 2006
Location: Colorado
System Configuration: Four AX20 systems and thirty-nine AX30 (AX20 and AX10)
systems were all configured as Mode 3, recirculating into the primary compartment
of a processing tank
AdvanTex Effluent* AX30 AX20
Total N (mg/L) Total N (mg/L)
Mean 15 15
Median 16 14
Number of Samples 124 16
* For the 41 sites that have more than one sample
skaneateles Demonstration Project
(Third-Party)
About the Testing: This testing was performed as part of the Skaneateles Demon-
stration Project. The purpose of this project was to evaluate the performance and
management of innovative technologies on single-family residences. As part of this
project, two AX20 systems were installed at single-family residences and tested.
Dates: November 2004-January 2007
Location: New York
Average Daily Flow: 106 gpd
System Configuration: AX20 Mode 1 recirculating into the second compartment
of a 1500-gallon processing tank
Mode 1 Systems, AdvanTex Effluent
Total N (mg/L) NH3 (mg/L) Total P (mg/L)
Mean 14 0.9 10
Median 14 0.9 10
Number of Samples 18 18 18
AdvanTex® Treatment Systems Nutrient Reduction
Field TesTiNg
La Pine National Demonstration Project
(Third-Party and First-Party)
About the Testing: The project was a cooperative effort by the Deschutes County
Environmental Health Division, the Oregon Department of Environmental Quality,
and the U.S. Geological Survey. The purpose was to evaluate innovative denitrifica-
tion technologies in an area of the state where climate and soil conditions are unfa-
vorable for denitrification and the risk of groundwater contamination is high. As part
of the project, three AX20 systems were installed at single-family residences. In
addition to the required project samples, some samples were collected by Orenco.
Dates: January 2002-July 2004
Location: Oregon
Average Daily Flow: 108-334 gpd
System Configuration: AX20 Mode 3 recirculating into the primary compartment
of a 1500-gallon processing tank
Septic Tank Effluent*
Total N (mg/L) NH3 (mg/L) Total P (mg/L)
Mean 66 - 11
Median 63 - 10
Number of Samples 427 - 429
* Average of all other sites when the septic tank effluent is being sampled.
Mode 3 Systems, AdvanTex Effluent
Total N (mg/L) NH3 (mg/L) Total P (mg/L)
Mean 17 1.9 9
Median 16 0.8 9
Number of Samples 57 57 68
Percent Reduction 74% - 18%
Rhode Island Demonstration Project —
Green Hill Pond Watershed
(Third-Party)
About the Testing: The University of Rhode Island Cooperative Extension On-Site
Wastewater Training Center constructed and tested several innovative septic
systems, including five AdvanTex systems, in the Green Hill Pond Watershed. The
Training Center evaluated the systems’ performance and used the installations to
train installers, homeowners, designers, and regulators.
Dates: August 2003-December 2004
Location: Rhode Island
System Configuration: The project includes five AX20s at single-family
homes, all configured as Mode 3, recirculating into the primary compartment of a
1500-gallon processing tank.
Mode 3 Systems, AdvanTex Effluent(
Total N (mg/L) Total P (mg/L)
Mean (all sites) 18 9
Median 17 10
Number of Samples 24 24
North Carolina Approval Testing Program
(Second-Party)
About the Testing: This test, conducted under state oversight, involves 15
AdvanTex systems at single-family homes and vacation rentals. The data include
results from both AX20 and AX100 systems.
Dates: August 2003-June 2006
Location: North Carolina
Average Daily Flow: 75-2200 gpd
System Configuration: AX20 Mode 1 and Mode 3 and AX100. All systems except
ones were configured as Mode 1 with recirculation into a recirculation tank located
after a separate primary septic tank. A single system was configured as Mode 3
with a single processing tank.
Mode 1 Systems, Septic Tank Effluent
TKN (mg/L)
Mean 66
Median 68
Number of Samples 26
Mode 1 Systems, AdvanTex Effluent
Total N (mg/L)
Mean 26
Median 25
Number of Samples 95
Percent Reduction 63%
Mode 3 Systems, AdvanTex Effluent
Total N (mg/L)
Mean 15
Median 13
Number of Samples 5
Maryland Best Available Technology Field
Verification, AX20 & AX20-RT
(Third-Party)
About the Testing: As part of Marlyand’s “Best Available Technology” program,
field verification testing was performed on AdvanTex AX20 and AX20-RT treat-
ment systems to qualify them for the “Best Available Technology for Nitrogen Re-
moval” designation. As part of this testing, twelve single-family residences were
selected for installation of AX20 systems and twelve single-family residences
were selected for installation of AX20-RT systems. Individual systems were
sampled on a quarterly basis for one year.
Dates: May 2008-March 2010 (AX20), August 2010-March 2012 (AX20-RT)
Location: Maryland
Average Daily Flow: 90-400 gpd (AX20), 100-400 gpd (AX20-RT)
System Configuration: Mode 3 (AX20 and AX20-RT)
Mode 3 Systems, AdvanTex Effluent (AX20)
Total N (mg/L)
Mean 18
Median 14
Number of Samples 48
Mode 3 Systems, AdvanTex Effluent (AX20-RT)
Total N (mg/L)
Mean 15
Median 14
Number of Samples 48
© 2012 Orenco Systems® Inc. • 800-348-9843 • www.orenco.comAHO-ATX-PERF-TN-1
Rev. 1.4, © 03/12
Page 4 of 4
AdvanTex® Treatment Systems Nutrient Reduction
Field TesTiNg
Since 2001, the performance of AdvanTex® Treatment Systems has been tested in a
dozen different programs. Tests have been performed both in test centers and in the
field. These include testing performed by outside companies or agencies (third-par-
ty); contract testing performed by Orenco distributors (second-party); and Orenco’s
own testing (first-party).
This performance summary documents the performance of AdvanTex Treatment
Systems relative to reduction of BOD5, TSS, and Fecal Coliform. The results show
that AdvanTex systems easily meet advanced treatment standards for these
parameters.
About System Configurations
As shown in the illustrations on the right, AdvanTex systems can be configured in
different ways, depending on the degree of total nitrogen required. In Mode 1 (top left
illus), filtrate from the AdvanTex pod is recirculated to the secondary chamber of the
septic tank. In Mode 3 (top right illus), filtrate is recirculated to the primary chamber,
where the environment favors further nitrogen reduction. See AdvanTex Performance
Summary — Nutrient Reduction for TN, NH3, and TP results (AHO-ATX-PERF-TN-1).
In the Combo Mode (center illus), filtrate from the AdvanTex pod is recirculated to
both chambers. There is also a Mode 1 configuration (bottom illus) that uses a prima-
ry tank and a recirculation tank. In the primary tank, sludge and scum are separated
from liquid effluent, which then flows into a separate recirculation tank, into which the
AdvanTex filtrate is recirculated.
About the Results
The table below summarizes effluent testing results for CBOD5, TSS, Turbidity, and
Fecal Coliform, both from test center programs and field testing programs. The
pages that follow provide more specific results of these testing programs. For ease
of comparison, we have also included information about the circumstances of each
test. If you have any questions regarding this summary, please contact Sam Carter,
Government Relations Manager, Orenco Systems, Inc., [phone], scarter@
orenco.com.
AdvanTex ® Performance Summary #1
General Reduction: CBOD5, TSS, FC
AdvanTex® Treatment Systems — Manufactured by Orenco Systems®, Inc.
TesT CeNTers
AdvanTex Effluent Averages CBOD5 (mg/L) TSS (mg/L) FC a (mpn/100ml) FC / UV b (mpn/100ml) Duration
NSF/ANSI Standard 40 Testing 5 4 - - 6 months
NSF/ANSI Standard 40 Testing with UV Disinfection 4 6 1.35x104 1.7 7 months
Rotorua District Council Approval Testing 2 3 1.2x104 - 9 months
New Zealand OSET Testing Programme 3 4 - - 10 months
FieLD TesTiNG
AdvanTex Effluent Averages (# of SFRs)c CBOD5 (mg/L) TSS (mg/L) FC a (units vary) FC / UV b Duration
Roger Shafer, P.E., “Testing in Fractured Bedrock” (1) 5 6 4.5x103 - 8 months
Virginia Approval Testing Program (18) 7 9 7.8x102 - 18 months
Pennsylvania Testing Program (11) 6 10 9.5x102 - 1-3 years
Skaneateles Demonstration Project (2) 4 3 3.5x102 - 2 years
La Pine National Demonstration Project (3) 9 6 9.9x103 - 2 years, 7 months
Green Hill Pond Watershed Demonstration Project (5) 8 5 1.9x103 - 1 year, 4 months
North Carolina Approval Testing Program- (>50)d 7 6 - - 4 years
Maryland Best Available Technology Field Testing Program (12)e 5 4 - - 1 year
a FC sample taken following AdvanTex treatment. Fecal Coliform figured as a geometric mean b FC/UV = FC samples taken following ultraviolet disinfection unit
c SFR = Single-family residences
d Includes single-family residences and vacation rentals
e Unit tested was an AdvanTex® AX20-RT Treatment System
Mode 1 with primary tank and recirculation tank
Mode 1 Mode 1 with Primary Processing Tank
and Recirculation Tank

Mode 3
Combo Mode
Mode 1Mode 1 Mode 1 with Primary Processing Tank
and Recirculation Tank

Mode 3
Combo Mode
Mode 1 Mode 1 with Primary Processing Tank
and Recirculation Tank

Mode 3
Combo Mode
Mode 3 Mode 1 Mode 1 with Primary Processing Tank
and Recirculation Tank

Mode 3
Combo ModeCombo Mode
© 2012 Orenco Systems® Inc. • 800-348-9843 • www.orenco.com AHO-ATX-PERF-1, Rev. 1.8, © 03/12
Page 1 of 4
© 2012 Orenco Systems® Inc. • 800-348-9843 • www.orenco.comAHO-ATX-PERF-1, Rev. 1.8, © 03/12
Page 2 of 4
AdvanTex® Treatment Systems General Reduction
TEST CENTERS
NsF/ANsi standard 40 Testing
(Third-Party)
About the Testing: Orenco contracted with Novatec to test an AX20 Mode 1
system in support of its application for NSF approval. Novatec conducts official
NSF/ANSI Standard 40 testing under contract to manufacturers at its facility in
Squamish, British Columbia. Testing is done at a wastewater facility that serves
a residential subdivision. Composite sampling was used throughout this evaluation.
Dates: May 2001-November 2001
Location: British Columbia
Average Daily Flow: 500 gpd
System Configuration: AX20 Mode 1 recirculating into the second compartment
of a 1500-gallon tank
Processing Tank Influent
BOD5 (mg/L) TSS (mg/L)
Mean 162 291
Median 130 200
Number of Samples 102 108
AdvanTex Effluent
CBOD5 (mg/L) TSS (mg/L) Turbidity (NTU)
Mean 5 4 4
Median 3 3 4
Number of Samples 109 109 117*
Percent Reduction 97% 99% -
* Samples taken during stress periods New Zealand On-site effluent Treatment
National Testing Program
(Third-Party)
About the Testing: In 2009, New Zealand released a national standard and testing
protocol for on-site effluent treatment. Tests of AdvanTex AX20 systems were carried
out at the Rotorua Testing Facility, and measured CBOD5, TSS, and Total Nitrogen
reduction, as well as electrical power consumption.
Dates: November 2009-August 2010
Location: Rotorua Testing Facility, New Zealand
Average Daily Flow: 287 gpd
System Configuration: AX20 Mode 3.
Processing Tank Influent
CBOD5 (mg/L) TSS (mg/L) Turbidity (NTU)
Mean 198 203 -
Median 192 208 -
Number of Samples 46 46 -
AdvanTex Effluent
CBOD5 (mg/L) TSS (mg/L) Turbidity (NTU)
Mean 3 4 -
Median 2 3 -
Number of Samples 43 43 -
Percent Reduction 99% 98% -
rotorua District Council Approval Testing
(Third-Party)
About the Testing: Testing of residential wastewater treatment systems was initi-
ated by the Rotorua District Council and Environment Bay of Plenty, the Regional
Council. The purpose of the project was to compare systems so that manufactur-
ers that meet their specifications can be preapproved. The one-year trial was
focused particularly on nitrogen reduction, and includes “stress testing” and
vacation simulation as well as monitoring of each system’s power usage.
Dates: June 2005-August 2006
Location: New Zealand
Average Daily Flow: 265 gpd
System Configuration: Mode 3 recirculating into the primary compartment of a
1500-gallon processing tank.
Processing Tank Influent
CBOD5 (mg/L) TSS (mg/L) FC (col/100 mL)
Mean 229 341 6.8x106
Median 233 318 8.6x106
Number of Samples 52 52 50
AdvanTex Effluent
CBOD5 (mg/L) TSS (mg/L) FC (col/100 mL)
Mean 2 3 1.2x104*
Median 2 2 2.7x104
Number of Samples 52 52 52
Percent Reduction 99% 99% 99.8%
* Calculated as a geometric mean
NsF/ANsi standard 40 Testing
with UV Disinfection
(Third-Party)
About the Testing: Orenco contracted with Novatec to test an AX20N Mode 1 sys-
tem with UV disinfection to determine its capabilities for reducing fecal coliform. No-
vatec conducts official NSF/ANSI Standard 40 testing under contract to manufac-
turers at its facility in Squamish, British Columbia. Although the NSF/ANSI Standard
40 protocol does not require it, Orenco elected to sample for total nitrogen. Testing
is done at a wastewater facility that serves a residential subdivision.
Dates: July 2006-December 2006
Location: British Columbia
Average Daily Flow: 500 gpd
System Configuration: AX20 Mode 1 recirculating into the second compartment
of a 1500-gallon tank with UV disinfection
Processing Tank Influent
BOD5 (mg/L) TSS (mg/L) FC (cfu/100 mL)
Mean 180 210 3.37x106*
Median 170 190 -
Number of Samples 136 136 80
* Calculated as a geometric mean
AdvanTex Effluent
CBOD5* TSS* FC** FC / UV*** Turbidity****
Mean 4 6 1.35x104 1.7 1.2
Median 3 4 - - 0.9
Number of Samples 25 25 72 78 77
Percent Reduction 98% 97% - -
* mg/L
** FC sample taken following AdvanTex treatment. Fecal Coliform
figured as a geometric mean
*** FC sample taken following UV unit. Fecal Coliform figured as a
geometric mean
**** Turbidity (NTU)
© 2012 Orenco Systems® Inc. • 800-348-9843 • www.orenco.com AHO-ATX-PERF-1, Rev. 1.8, © 03/12
Page 3 of 4
AdvanTex® Treatment Systems General Reduction
FIELD TESTING
roger shafer, P.e., Testing in Fractured
Bedrock*
(Second-Party)
About the Testing: This test involved one AdvanTex system at a single-family
home.
Dates: Summer 2001, Winter 2002, Winter 2007/2008
Location: Colorado
Average Daily Flow: 209 gpd (April 2001 and August 2001)
System Configuration: This system consisted of two AX10s (which together have
the same treatment capacity as an AX20), configured in Mode 3, recirculating to
the primary compartment of a 1500-gallon processing tank.
Septic Tank Effluent**
BOD5 (mg/L) TSS (mg/L) FC (col/100 mL)
Mean 154 96 >10,000
Number of Samples 5 5 5
AdvanTex Effluent
BOD5 (mg/L) TSS (mg/L) FC (col/100 mL)
Mean 5 6 2.0x103
Number of Samples 13 13 13
Percent Reduction 97% 94% -
* Roger Shafer, “Use of a Recirculating Textile Filter followed by a Polish-
ing Sand Filter for Onsite Wastewater Treatment in Colorado’s Frac-
tured Bedrock Environment,” presented at the Colorado Professional Onsite
Wastewater 2008 Education Conference.
**Five septic tank effluent samples were collected from the system between
April and May 2001 using a 3/4-in. clear plastic tank sampler. Samples
were collected from the outlet tee of the septic tank before installation of the
AdvanTex system.
Virginia Approval Testing Program
(Third-Party)
About the Testing: Conducted by Mark Gross, P.E., Ph.D., of the University of
Arkansas Department of Civil Engineering, this testing program involved AX20
systems installed at 18 single-family homes, which were sampled for 18 months.
Dates: October 2002-2006
Location: Virginia
Average Daily Flow: 90-308 gpd
System Configuration: AX20 Mode 1 (4 sites) recirculating into a recirculating
tank located after a separate primary septic tank; AX20 Mode 3 (14 sites) recircu-
lating into the primary compartment of a 1500-gallon processing tank.
Mode 3 Systems, AdvanTex Effluent
CBOD5 * TSS* Turbidity (NTU) E. Coli**
Mean 7 9 2 7.8x102***
Median 3 5 1 1.1x103
* mg/L
** mpn/100ml
*** Calculated as a geometric mean
Pennsylvania Testing Program
(Third-Party)
About the Testing: This test was performed as required by the State of Pennsyl-
vania under its Technology Verification Program. NSF International is the third party
that was contracted with to oversee the testing. The test involved AX20 systems
installed at 11 single-family homes.
Dates: September 2005-2008
Location: Pennsylvania
Average Daily Flow: 100-300 gpd
System Configuration: AX20 Combo Mode recirculating into the primary com-
partment and secondary compartment of a 1500-gallon processing tank.
Processing Tank Influent
CBOD5 * TSS* Turbidity (NTU) FC (col/100ml)
Mean 130 180 140 3.7x104
Median 110 50 45 8.2x104
No. of Samples 89 89 88 88
AdvanTex Effluent
CBOD5 * TSS* Turbidity (NTU) FC (col/100ml)
Mean 6 10 7 9.5x102
Median 4 5 3 6.1x102
Number of Samples 211 211 213 82
Percent Reduction 95% 94% 95% 97%
* mg/L
skaneateles Demonstration Project
(Third-Party)
About the Testing: This testing was performed as part of the Skaneateles Demon-
stration Project. The purpose of this project was to evaluate the performance and
management of innovative technologies on single-family residences. As part of this
project, two AX20 systems were installed at a single-family residence and tested.
Dates: November 2004-November 2006
Location: New York
Average Daily Flow: 106 gpd
System Configuration: AX20 Mode 1 recirculating into the second compartment
of a 1500-gallon processing tank.
Mode 1 Systems, AdvanTex Effluent
CBOD5 * TSS* Turbidity (NTU) FC (col/100ml)
Mean 4 3 1 3.5x102**
Median 2 2 1 9.2x102
Number of Samples 18 18 18 18
* mg/L
** Calculated as a geometric mean
North Carolina Approval Testing Program
(Second-Party)
About the Testing: This testing, conducted under state oversight, involves more
than 50 AdvanTex systems at single-family homes and vacation rentals. The data
include results from both AX20 and AX100 systems.
Dates: August 2003-present
Location: North Carolina
Average Daily Flow: 75-2200 gpd
System Configuration: AX20 Mode 1 and Mode 3 and AX100. Except for one
system, all were configured as Mode 1 with recirculation into a recirculation tank
located after a separate primary septic tank. A single system was configured as
Mode 3 with a single processing tank.
AdvanTex Effluent
CBOD5 (mg/L) TSS (mg/L)
Mean 7 6
Median 3 4
Number of Samples 200 198
Maryland Best Available Technology
Field Verification
(Third-Party)
About the Testing: As part of Marlyand’s “Best Available Technology” program,
field verification testing was performed on AdvanTex AX20-RT treatment systems
to qualify them for the “Best Available Technology” designation. Twelve single-
family residences were selected for AX20-RT installations and each system was
sampled on a quarterly basis for one year.
Dates: August 2010-March 2012
Location: Maryland
Average Daily Flow: 100-400 gpd
System Configuration: AX20-RT Mode 3
Mode 3 AdvanTex Effluent
CBOD5 (mg/L) TSS (mg/L) Turbidity (NTU)
Mean 5 4 2
Median 4 2 2
Number of Samples 44 39 48
© 2012 Orenco Systems® Inc. • 800-348-9843 • www.orenco.comAHO-ATX-PERF-1, Rev. 1.8, © 03/12
Page 4 of 4
AdvanTex® Treatment Systems General Reduction
La Pine National
Demonstration Project
(Third-Party and First-Party)
About the Testing: This project is a cooperative effort by the Deschutes County
Environmental Health Division, the Oregon Department of Environmental Qual-
ity, and the U.S. Geological Survey. The purpose of the project is to evaluate
innovative denitrification technologies in an area of the state where climate and
soil conditions are unfavorable for denitrification and the risk of groundwater
contamination is high. As part of the project, three AX20 systems were installed
at single-family residences. In addition to the samples required for the project,
some samples were collected by Orenco.
Dates: January 2002-July 2004
Location: Oregon
Average Daily Flow: 108-334 gpd
System Configuration: AX20 Mode 3 recirculating into the primary compartment
of a 1500-gallon processing tank
Septic Tank Effluent*
BOD5 (mg/L) TSS (mg/L) FC (col/100 mL)
Mean 261 94 2.3 x 105*
Median 240 62 1.9 x 105
Number of Samples 428 427 429
*Average of all other sites where septic tank effluent is being sampled
Mode 3 Systems, AdvanTex Effluent
BOD5 (mg/L) TSS (mg/L) FC (mpn/100 mL)
Mean 9 6* 9.9 x 103 *
Median 5 3 8.8 x 103
Number of Samples 92 94 67
* Calculated as a geometric mean
Green Hill Pond Watershed
Demonstration Project
(Third-Party)
About the Testing: The University of Rhode Island Cooperative Extension
On-Site Wastewater Training Center constructed and is testing several innovative
septic systems, including five AdvanTex systems, in the Green Hill Pond Water-
shed. The Training Center is evaluating the systems’ performance and using the
installations to train installers, homeowners, designers, and regulators.
Dates: August 2003-December 2004
Location: Rhode Island
System Configuration: The project includes five AX20s at single-family
homes, all configured as Mode 3, recirculating into the primary compartment of a
1500-gallon processing tank.
Mode 3 Systems, AdvanTex Effluent
CBOD5 (mg/L) TSS (mg/L) FC (col/100 mL)
Mean (all sites) 8 5 1.9x103*
Median 4 2 1.0x103
Number of Samples 21 24 24
* Calculated as a geometric mean
Family Dollar Currie
I
Design Average Flow (GPD) = 208
Permit Flow (GPD)= 260
"Calculations based on design flow
Actionable items in RED
AQWAW
The clear leader.
[phone] www.agwa.net
INFLUENT Estimates (mg/1)
Ibs/day
Typical Values (mg/I)
cBOD=
250
0.43
200-300
TSS=
250
0.43
30-60
TKN=
45
0.08
50-80
TP=
12
0.02
5.0-10.0
Alkalinity=
300
0.52
28750
Effluent Requirements (mg/1)
TSI
TSII
cBOD=
10
0.02
15
10
TSS=
10
0.02
15
10
NH3=
2
0.00
Alkalinity Supplement Rqd
10 or (80%)
10
TN=
18
0.03
0
20 or 60%
TP=
81
0.01
0
0
Removal Necessary
%
Ibs/day
cBOD=
96.0%
0.42
TSS=
96.0%
0.42
NH3=
95.6%
0.07
TN=
60.0%
0.05
TP=
33.3%
0.01
Enhanced Nutrient Removal Necessary -
See Note 2
mg/L
Ibs/day
Alkalinity Consumed (Nitrify)=
307.02
0.53
Alk Credit (Denitrify)=
89.25
0.15
Alkalinity in influent =
300
0.52

Alkalinity Deficit or Surplus=
Textile Sq Footage Rqmt
Ammonia Conversion
Nitrogen Removal
cBOD Removal
Hydraulic Loading Average
Hydraulic Loading Actual
Chemicals Needed
Alkalinity
15% Soda Ash/Na2CO3 - or -
20% Soda Ash/Na2CO4 - or -
Hydrated Lime/Ca(OH)2 - or -
Baking Soda/Sodium Bicarb
Carbon (Note 1)
Methanol - 50% Solution - or -
Micro-C 2000
Phosphorous (Note 2)
8%Aluminum Sulfate (Alum) - or
Sodium Aluminate
0.14
Req. Textile Surface Sq. Ft.=
10
7.46
3.35
•Typical Textile Surface Sq. Ft.
Sq. Ft Textile # of Units
10.41
AX20 = 20 sq ft ea
20
0.52
8.32
Ax1o0 = 100 sq ft ea
100
0.10
19.98 AXMAX = 275 sq ft ea
275
0.04
AX MAX w/ Denite and Tertiary Polish = 100 sq It
100
0.10
Lbs/Day
or Gallons/Day
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.01
n/a
0.00
Note 1 - Denite return line to primary tank will remove or reduce carbon feed requirement - operational testing recommended prior to chemical introduction
Note 2 - Sodium Aluminate recommended due to alkalinity & pH advantage

Pump Selection for a Non-Pressurized System - Single Family Residence Project
Parameters
Discharge Assembly Size
Transport Length
Transport Pipe Class
Transport Line Size
Distributing Valve Model
Max Elevation Lift
Design Flow Rate
Flow Meter
'Add-on' Friction Losses
1.00
30
40
1.00
None
13
30
None
0
inches
feet
inches
feet
gpm
inches
feet
Calculations
Transport Velocity 11.2 fps
Frictional Head Losses
Loss through Discharge
Loss in Transport
Loss through Valve
Loss through Flowmeter
'Add-on' Friction Losses
29.7
12.6
0.0
0.0
0.0
feet
feet
feet
feet
feet
Pipe Volumes
Vol of Transport Line 1.3 gals
Minimum Pump Requirements
Design Flow Rate
Total Dynamic Head
30.0
55.3
gpm
feet
0 5 10 15 20 25 30 35 400
50
100
150
200
250
300
Net Discharge (gpm)
PumpData
PF3005 High Head Effluent Pump
30 GPM, 1/2HP
115/230V 1Ø 60Hz, 200V 3Ø 60Hz
Legend
System Curve:
Pump Curve:
Pump Optimal Range:
Operating Point:
Design Point:
BiotubeO Universal Pump Vaults
Applications
Orenco's patented* Biotube® Universal Pump Vaults filter effluent and pump from
septic tanks or dosing tanks to drainfields, advanced treatment, or effluent collection
systems. The filter prevents large solids from leaving the tank, dramatically improving
wastewater quality and extending the life of downstream treatment systems.
Each Universal Pump Vault comes with a Biotube filter cartridge, a float stem bracket,
and support pipes. It can accommodate either one (simplex) or two (duplex) High
Head Effluent Pumps, their discharge assemblies, and a float switch assembly, all of
which are ordered separately.
The unique Biotube filter cartridge provides a
large filter surface area (see specs on back)
in a small space, to resist clogging while
providing maximum long-term protection.
Vaults with no support pipe
brackets are available. They
rest on the bottom of the tank
and increase the space avail-
able in the riser for equipment.
*Covered by patent numbers 5,492,635 and 4,439.323
To Order
Call your nearest Orenco Systems®, Inc. Distributor. For nearest Distributor, call
Orenco at 800-348-9843, or visit www.orenco.com and click on "Where to Buy."
Standard Features & Benefits
• Installs quickly in new
or existing tanks
• Easy access design
allows filter cartridge
removal without
pulling the pump or
vault; simplifies filter
inspection and
maintenance
• Patented Biotube
filter has several
times the filtering
capacity of other
pump vaults
• Removes approxi-
mately two-thirds of
suspended solids, on
average
• Accommodates
simplex or duplex
configuration, for
use with one or two
pumps
• Float stem bracket
allows easy removal
and adjustment of
float assembly
• Sturdy, molded
polyethylene and
corrosion -proof
construction ensure
long life
Biotube Filtering Process
Effluent from the rela-
tively clear zone of the
septic tank, between the
scum and sludge lay-
ers, enters the Biotube
Universal Pump Vault
through inlet holes in
the housing. Effluent
then flows between the
Biotubes, utilizing the
Biotubes' entire surface
for filtering. Particles
larger than the Biotube's
mesh are prevented
from leaving the tank.
%�.renco
E M
APS-BPV-1
Rev. 4.0 © 04/17
Page 1
Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA
800-348-9843 • 541-459-4449 • www.arenco.com

Model Code for Ordering
Biotube® Universal Pump Vault
PVU ❑❑-❑❑❑❑-❑
TSupport pipe length:
Blank = standard support pipes for 24" riser
L = long support pipes for 30" riser
NB = no bracket (for support pipe)
Inlet hole height: 13", 19", 25", custom (specify)
Cartridge height: 18", 24", 36"
Vault height: 48" 57" 68" 72" 78" 84" 95", custom (specify)
Universal pump vault (for simplex and duplex applications)
Orenco's Biotube Pump Vault is available in standard and customized
configurations. Contact Orenco or your nearest distributor for sizing recom-
mendations.
Easy access design allows filter cartridge removal without pulling the pump or
vault; simplifies filter inspection and maintenance.
Biotube Cartridge Effective Filter and Flow Area
Cartridge Height
Filter Area
Flow Area
18 in. (457 mm)
14.5 ft2 (1.3 m2)
4.4 ft2 (0.4 m2)
24 in. (610 mm)
19.7 ft2 (1.8 m2)
5.9 ft2 (0.5 m2)
36 in. (914 mm)
30.0 ft2 (2.8 m2)
9.0 ft2 (0.8 m2)
Tank Access and Riser Diameter
Biotube Universal Pump Vault Components
Vault
height
Inlet hole
height
Discharge assembly
(ordered separately)
— Vault
Support bracket*
�e
Flow inducer
Biotube® handle
assembly
Float switch
assembly
0 (ordered separately)
Biotube filter
cartridge
LL'i'i 1:111, Inlet holes
High head
effluent pump
(ordered separately)
`The distance between the top of the vault and the bottom of the support bracket is 3 inches
(76 mm), so the vault extends that far above the opening on which the support pipes rest.
Biotube Application Minimum Recommended Minimum
Tank Access Diameter Tank Access Diameter Riser Diameter
PVU with Simplex Pump 19 in. (483 mm) 20 in. (508 mm) 24 in. (610 mm)
PVU with Duplex Pumps 19 in. (483 mm) 20 in. (508 mm) 30 in. (762 mm)
PVU with Recirculating Splitter Valve* 23 in. (584 mm) 23 in. (584 mm) 30 in. (762 mm)**
`RSV20 or RSV3Q forAdvanTex@ Treatment Systems
­24-in. riser can be used with no -bracket (NB) PVU.
APS-BPV-1 Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA
Rev. 4.0 ® 04/17 800-348-9843 • 541-459-4449 • www.orenco.com
Page 2

Technical Data Sheet
Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-UV-OSI-2
Rev. 2.0, © 03/17
Page 1 of 2
Orenco® AXUV Disinfection Unit
Applications
The Orenco® AXUV Disinfection Unit is designed for use in residential
applications after advanced secondary treatment (10 mg/L cBOD5/TSS)
by an AdvanTex® Treatment System when disinfection is required before
dispersal. It requires installation inside a pump or gravity discharge basin
or in a separate tank following an AdvanTex Treatment System. AXUV
units can be also be mounted in the AX20-RT Treatment System.
General
Treated effluent flows by gravity through the contact chamber and
around the UV lamp where it is disinfected in a 360-degree contact
zone. The unit uses no chemicals and has no moving parts. It requires
annual cleaning and lamp replacement.
In side-by-side NSF® testing, the AXUV reduced bacteria by 99.999%
(5 logs), meeting or exceeding the performance of other residential UV
disinfection units.
For protection, the power ballast and lamp current sensor for the AXUV
disinfection unit are housed in either an Orenco MVP™ digital control
panel or a VeriComm™ remote telemetry control panel. These panels
prevent discharge of non-disinfected effluent due to lamp failure or
control panel failure. The current sensor monitors lamp function and,
in the event of lamp failure, the discharge pump is automatically dis-
abled. With MVP-equipped systems, an audible and visible alarm is
activated. With VeriComm-equipped systems, an e-mail alert is sent to
the Service Provider.
Features/Specifications
• UL-recognized for US and Canada
• Bacteria reduced by 99.999% (5 logs)
• Flow path designed for maximum contact time between effluent and
lamp
• Teflon sleeve to protect lamp and minimize buildup and service
intervals
• Quick-disconnect fitting for easy inspection and unit cleaning
• Power ballast and lamp current sensor housed in a control panel
(not a tank or riser) to minimize corrosion and failure due to envi-
ronmental exposure
• Components designed to work together with AdvanTex Treatment
Systems — no piecemeal disinfection assemblies and wiring
Standard Model
AXUV-125/31
Product Code Diagram
31125AXUV
Power cord length:
Blank = 25 ft (7.62 m)
50 = 50 ft (15.2 m)
--/
AdvanTex™ UV disinfection unit
Lamp length:
31 = 31 in. (787 mm)
Lamp output at 1 meter:
125 = 125 µW/cm2
AXUV Disinfection Unit, Cutaway View
Cord grip
Power cord
Outlet
Vented lamp handle
Contact
chamber
Teflon® sleeve
UV lamp
Flow-through
spacer
Inlet
3-in. (80-mm)
quick-disconnect cou-
pling (2 pieces)
UL-recognized
Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-UV-OSI-2
Rev. 2.0, © 03/17
Page 2 of 2
Technical Data Sheet
Materials of Construction
Cord grip Nylon
Contact chamber 3-in. (80-mm) diameter Sch 40 black ABS
Inlet tee 3-in. (80-mm) Sch 40 black ABS
Other fittings Black ABS
Quick-disconnect Black ABS
coupling
1½-in. IPS outlet Black ABS
Lamp assembly seal EPDM rubber
Lamp sleeve Teflon®
Specifications
UV Unit Dimensions, in. (mm)
A 5.63 (143)
B 10.06 (256)
C 1.50 IPS (40 DN)
D 42.25 (1073)
E 38.56 (979)
F 34.50 (876)
G, inlet-to-outlet fall 0.50 (13)
UV Unit Performance
Typical contact chamber 270,000 mW·s/cm2 at 1 gpm (0.06 L/sec)
UV dose (65% trans- 55,000 mW·s/cm2 at 5 gpm (0.32 L/sec)
mittance, 20% lamp) 28,000 mW·s/cm2 at 10 gpm (0.63 L/sec)
degradation)
Minimum target dose 30,000-38,000 mW·s/cm2.
Lamp 31 inches (787 mm), 92 VAC, 50 or 60 Hz,
425 mA, 38 W; 254 nm UVC intensity at 1m
is 125 mW/cm2.
Power cord 600V, 18/2 UL Type TC
Cord plug UL listed four-pin connector, lampholder,
electric discharge, 1000 V or less
Ballast 120V, AC, 50 or 60 Hz, located in UL listed
Orenco® control panel
AXUV Disinfection Unit, Side Cutaway View
AXUV Disinfection Unit, Top View
F
G
A C
B
D
E
Flow path Flow path
Family Dollar WWTF – Currie
General Process Description, Operation and Maintenance Plan, Residuals Management
Plan, and Power Reliability Plan
(The intent of this document is to comply with the permit requirements to provide a brief
process description, O&M plan, residuals management plan, and address emergency
power supply for the facility.)
Description
The Family Dollar WWTF is designed to serve the wastewater treatment and disposal needs for
the Family Dollar convenient store in Currie, NC. The design capacity of the WWTF is 260 GPD
The plant is designed to provide effluent quality suitable for drip irrigation disposal in
accordance with the NCDEQ Non-Discharge Wastewater Irrigation Systems permit.
The proposed WWTF includes a 1,000 gallon precast septic tank with effluent filter, 1,300
gallon recirculation tank with two parallel AX20 textile filter treatment systems, ultraviolet
disinfection, 1,500 gallon precast storage tank with effluent pump station, and drip irrigation
disposal.
General Operational Requirements
The Family Dollar WWTF will maintain certified wastewater treatment system operators to
operate, monitor, and maintain the treatment process and equipment. General operational
responsibilities include the following:
1. Comply with NCDEQ rules and regulations as defined in the permit.
2. Monitor, operate, and maintain the treatment facilities.
3. Maintain required records of treatment operations, maintenance, residuals disposal,
chemical usage, etc.
4. Perform required compliance testing in accordance with permit requirements.
5. Submit monitoring and other reports as required by NCDEQ.
6. Implement operational procedures for dealing with emergency situations.
7. Comply with safety rules and regulations.
8. Report any line breaks or spills to the proper authorities.
General Operation & Maintenance Requirements and Plan
Maintenance of the wastewater treatment and disposal system generally includes the following:
1. Provide preventive maintenance of equipment as required per manufacturer’s instructions
including valves and valve actuators, pumps and motors, chemical feed systems,
instrumentation and control, samplers, etc.
2. Prepare a preventive maintenance schedule, keep maintenance records updated.
3. Maintain necessary tools and supplies on-site for proper maintenance work.
4. Perform field sampling, testing, and process control activities required to optimize the
performance of the facility.
5. Repair any broken equipment or piping leaks as required.
6. Keep spare parts, piping repair equipment, etc. in inventory for emergency use and
repairs.
7. Provide for general housekeeping and grounds maintenance.
Residuals Management Plan
1. Residuals will be disposed of via contract with licensed sludge haulers including Lewis
Farms, McGill, etc.
Power Reliability Plan
The WWTF is designed with sufficient storage capacity with no existing potential for overflow.
The storage tank has the capacity for 1,500 gallons. At 260 gpd, this would provide 5.77 days of
storage (1,500 gallons/260 gallons/day). Additionally, there will be a hook-up for a portable
back-up generator that can be obtained during instances in which a generator will be needed.

Design, Installation and Maintenance Guidelines
Geoflow, Inc
506 Tamal Plaza
Corte Madera, CA
94925
Toll free: 800-828-3388
Tel: [phone]
Fax: [phone]
Subsurface Drip Dispersal and Reuse
September 2007
VIII
2 GEOFLOW Inc. 800-828-3388/415-927-6000 www.geoflow.com
CONTENTS
INTRODUCTION...............................................................................................................................................3
DIAGRAM 1: TYPICAL DRIPFIELD LAYOUT .....................................................................................................4
SYSTEM COMPONENTS:................................................................................................................................5
o WASTEFLOW® DRIPLINE .................................................................................................................... 5
o CONTROLLERS .................................................................................................................................... 6
o PUMPS, PUMP TANKS & FLOATS ......................................................................................................... 6
o FILTERS .............................................................................................................................................. 7
o SUPPLY MANIFOLD AND LINE ............................................................................................................ 7
o RETURN MANIFOLD AND LINE............................................................................................................ 7
o PRESSURE REGULATOR ...................................................................................................................... 7
o AIR VACUUM BREAKER...................................................................................................................... 7
o FILTER FLUSH VALVES ....................................................................................................................... 7
o FIELD FLUSH VALVES......................................................................................................................... 8
o ZONE VALVES.................................................................................................................................... 8
o WASTEFLOW HEADWORKS ................................................................................................................. 8
DESIGN PARAMETERS:..................................................................................................................................8
o SELECT AREA ...................................................................................................................................... 8
o WATER QUALITY ................................................................................................................................8
o SOIL APPLICATION DESIGN ................................................................................................................. 8
o TABLE 1 - DRIP LOADING RATES CONSIDERING SOIL STRUCTURE. .................................................. 10
o DEPTH AND SPACING ........................................................................................................................ 11
o SOIL LAYERS AND TYPES ................................................................................................................. 11
o ADDING FILL TO THE DISPERSAL FIELD ............................................................................................ 11
o SLOPES OR HILLY SITES .................................................................................................................... 12
o MULTIPLE ZONES .............................................................................................................................. 13
o FLUSHING DESIGN ............................................................................................................................. 14
o WINTERIZATION................................................................................................................................14
o LIGHTNING PROTECTION................................................................................................................... 15
o REUSE FOR IRRIGATION .................................................................................................................... 15
o WATER APPLICATION FORMULA ....................................................................................................... 16
o WORKSHEET 1 - DISPERSAL FIELD DESIGN FOR SINGLE ZONE SYSTEM ........................................... 17
o WORKSHEET 2 - PRESSURE LOSSES .................................................................................................. 17
SYSTEM INSTALLATION .............................................................................................................................20
o INSTALLATION GUIDELINES.............................................................................................................. 20
o TABLE 2. SUBSURFACE DRIP INSTALLATION METHODS................................................................... 23
o WORKSHEET 3 - AS BUILT SYSTEM DESCRIPTION........................................................................... 24
SYSTEM MAINTENANCE ...................................................................................................................................25
o ROUTINE AND PREVENTATIVE MAINTENANCE ................................................................................. 25
o SITE INSPECTION LIST:...................................................................................................................... 27
o TROUBLE SHOOTING GUIDE:............................................................................................................. 28
KEY COMPONENTS.......................................................................................................................................31
PRODUCT SHEETS – LIMITED. Complete list available at www.geoflow.com...........................................33

GEOFLOW Inc. 800-828-3388/415-927-6000 www.geoflow.com 25
SYSTEM MAINTENANCE
The best way to assure years of trouble free life from your system is to continuously monitor the
system and to perform regular maintenance functions. For large systems or systems with a BOD > 30
mg/l automation of maintenance is essential. Inspection and maintenance should be performed every
six months.

ROUTINE AND PREVENTATIVE MAINTENANCE
o Clean the filter cartridge. This may be done with a pressure hose. Vortex screen filter
cartridge should be cleaned from the outside inwards, while the discs in the disc filter cartridge
should be separated and then cleaned. If bacteria buildup is a problem, we advise first trying
lye, and if the problem persists, soak the filter cartridge in a chlorine bath - a mixture of 50%
bleach and 50% water.
o Open the field flush valve and flush the field for 3-5 minutes by activating the pump in
“manual” position. Close the flush valve. On automatic solenoid valves the manual bleed
lever should always be in the closed position and the dial on top should be free spinning. This
allows it to open when pulsed electrically. Clockwise rotation closes valve.
o With the pump in the “manual” position, check the pressure in the drip field by using a
pressure gauge on the Schrader valve located on the air vents and by reading the pressure
gauge located in the Wasteflow Headworks box. The pressure should be the same as shown
on the initial installation records. On systems with manual flush valves, close the field flush
valve completely and then open the valve slightly until there is a 1-2 psi drop or design
pressure is reached. This will allow the field to drain after each dose to prevent the manifold
lines from freezing.
o Remove the lids on the vacuum breaker and check for proper operation. If water is seen
leaking from the top of the vacuum breaker, remove the cap of the vacuum breaker and press
down on the ball to allow any debris to be flushed out. Be careful not to come in contact with
the effluent.
o Turn off the pump and reset the controller for auto mode.
o Periodically remove and clean the air vents, field flush and filter flush valves.
o Visually check and report the condition of the drip field, including any noticeable wetness.
o Treatment and distribution tanks are to be inspected routinely and maintained when necessary
in accordance with their approvals.
o Record the elapsed time meter, pump counter, override counter, high-level alarm and power
failures. This information can be obtained from the controller.
26 GEOFLOW Inc. 800-828-3388/415-927-6000 www.geoflow.com

A drip dispersal system has been installed on your property for the subsurface dispersal of the effluent
from your home.
The drip dispersal system consists of a series of ½” diameter drip tubing installed at a shallow depth
of 6-10” below the ground surface. It is designed to effectively disperse the treated effluent in the
ground with a combination of soil absorption and plant uptake. Your drip dispersal system will
function for many years with only minimal maintenance being required, provided the following
recommendations are followed:

o Establish landscaping (preferably a grass cover) immediately. This will stabilize the soil and
allow for the grass to take up the water.
o Do not discharge sump pumps, footing drains or other sources of clear water to the system,
except for the effluent discharge from your treatment system.
o Maintain all plumbing fixtures to prevent excess water from entering the dispersal system.
o Do not drive cars, trucks or other heavy equipment over the drip dispersal field. This can
damage the drip components or the soil and cause the system to malfunction. Lawn mowers,
rubber wheeled garden tractors and light equipment can be driven over the drip field.
o Do not drive tent stakes, golf putting holes, croquet hoops etc., into the dispersal field
o Contact your service company if your high water alarm should sound. The pump chamber is
sized to allow additional storage after the high water alarm sounds but you should refrain from
excessive water usage (i.e., laundry) until the system has been checked.
o After a temporary shut down due to a vacation or other reason, the treatment plant ahead of
the drip field filter initially may not function effectively, resulting in the filter blocking. Refer
to maintenance guidelines above to clean the filter.
Contact your service company if you notice any areas of excessive wetness in the field. In most cases,
this is usually caused by a loose fitting or a nicked dripline and can be easily repaired. Note: There
may be some initial wetness over the dripline following the system’s installation. This should cease
once the ground has settled and a grass cover is established

HOME OWNERS GUIDE FOR CARE AND MAINTENANCE OF GEOFLOW DRIP DISPERSAL FIELD
GEOFLOW Inc. 800-828-3388/415-927-6000 www.geoflow.com 27
SITE INSPECTION LIST:
Contractor
Site Address _____________________________________________________
Date _____________________________________________________

Site observations
1 Is dripfield located at the lowest point in the site where all waters may pond?
2 Is there any water coming in from neighbors? Downspouts? Irrigation?
3 Construction debris anywhere near the site, or compaction from construction or other causes?
4 How wet is the field before digging?
5 Will effluent drain back to tank in freezing climates? If not, is equipment insulated from freezing?
Pump tank
1 Watertight?
2 At grade. Allow surface water to run off
3 Inlet and outlet lines to be laid in gravel or compacted soils.
4 Float tree designed for easy removal for service and adjustment
5 Float settings correct to design?
6 Pump set a few inches up from the bottom of the tank
7 Waterproof wire nuts used to wire pump junction box
Headworks - Filter and flush valves
1 Waterproof wire nuts used in wiring solenoid valves
2 Is filter large enough to handle flow? Is it appropriate for the treatment unit?
3 Clean filter and valves after construction.
4 Check filter every time system is serviced and clean filter element
5 Clean valves if they do not close properly. See if different valves have different toggles.
6 Insulate in freezing climates
7 Have minimum of 1/2ft depth of 1" gravel under the Headworks for drainage and to keep gophers out
8 Check pressure - across filter (if available)
9 Check pressure - on return line pressure should be as designed. Lower than 5 psi may be too low.
Zone valves
1 Index valves - Requires 10 gpm min. flow, needs to self drain in freezing climate
2 Solenoids - Clean after installation if they do not close properly.
Supply and return lines
1 Make sure they are supported going into and out of the Headworks.
2 No dips
3 Make sure water from dripline does not flow back into supply and return trenches
Dripline
1 On contour
2 Burial depth
3 Check for kinking and local undulations (low areas) in installed dripline
4 Flush lines during construction
5 Is there ponding on surface?
6 Cover crop over field?
Airvents
1 Point of pressure measurement
2 Insulate in freezing climates
3 Make sure they are not in a position for surface or subsurface water to enter the system
4 Check pressure at airvents. Should be as designed. Less than 7psi may be too low.
Return to?
1 Pump tank? Don't churn the tank on return
2 Pretreatment? Can the equipment handle the additional flow?
Controller
1 Check field programmable settings against design
2 Proper wiring of controller….wire floats and valves
3 Keep moisture from running up wire into controller
Notes
1 Use sheet for "As built" in Design Guidelines.
2 Keep a record of start-up pressures and system data screens
Comments:
28 GEOFLOW Inc. 800-828-3388/415-927-6000 www.geoflow.com

Symptom: High water alarm activates periodically (1-2 times/week). During other times the water
level in the pump chamber is at a normal level
Possible cause: Peak water usage (frequently laundry day) is causing a temporary high water
condition to occur.
Remedy: Set timer to activate the pump more frequently. Be sure to not exceed the total
design flow. To avoid this, reduce the duration of each dose.
Remedy: Provide a larger pump tank to accommodate the peak flow periods.

Symptom: High water alarm activates during or shortly after periods of heavy rainfall.
Possible cause: Infiltration of ground/surface water into system.
Remedy: Identify sources of infiltration, such as tank seams, pipe connections, risers, etc.
Repair as required.

Symptom: High water alarm activates intermittently, including times when it is not raining or when
laundry is not being done.
Possible cause: A toilet or other plumbing fixture may be leaking sporadically but not
continuously. Check water meter readings for 1-2 weeks to determine if water usage is
unusually high for the number of occupants and their lifestyle. Also determine if water
usage is within design range.
Remedy: Identify and repair fixture.

Symptom: High water alarm activates continuously on a new installation (less than 3 months of
operation). Inspection of the filter indicates it is plugged with a gray colored growth. Water
usage is normal.
Possible cause: Slow start-up of treatment plant resulting in the presence of nutrient in the
effluent sufficient to cause a biological growth on the filter. This is typical of lightly loaded
treatment plants that receive a high percentage of gray water (i.e., from showers and
laundry),
Remedy: Remove and clean filter cartridge in a bleach solution. Add a gallon of household
bleach to pump tank to oxidize organics. Contact treatment plant manufacturer for advice
on speeding up the treatment process possibly by “seeding” the plant with fresh activated
sludge from another treatment plant.

Symptom: Water surfaces continuously at one or more isolated spots, each one foot or more in
diameter.
Possible cause: Damaged drip line or a loose connection is allowing water be discharged
under pressure and therefore at a much greater volume than intended.
Remedy: Dig up drip line. Activate pump and locate leak. Repair as required.
Possible cause: If water is at base of slope, can be caused by low-head drainage.
Remedy: Install check valves and airvents in the manifolds to redistribute water in the
system after pump is turned off. This is not advised for freezing climates where manifold
drainage is required.

Symptom: A portion of the drip field closest to the feed manifold is saturated while the rest of the
field is dry.
TROUBLE SHOOTING GUIDE:

GEOFLOW Inc. 800-828-3388/415-927-6000 www.geoflow.com 29
Possible cause: Insufficient pump pressure. A pressure check at the return manifold
indicates pressure of less than 10 psi.
Remedy: Check filter and pump intake to insure they are not plugged. If they are, clean as
require.
Remedy: Leaks in the system may be resulting in loss of pressure. Check for water leaks in
connections and fittings or wet spots in the field. Also check air vents to insure they are
closing properly. Repair as necessary.
Remedy: Pump is worn or improperly sized. Pressure at feed manifold is less than 15 psi.
Verify pressure requirements of system and provide a new or larger pump. As an alternate
approach, the drip field may need to be divided into two or more zones.
Possible cause: The duration of each dose is of insufficient length to allow the drip field to
become pressurized before the pump shuts off (or runs for only a brief time before turning
off).
Remedy: Increase the pump run time and decrease the frequency of doses. Always calculate
(or observe during field operation) how long the system takes to fully pressurize and add this
time to the design dosing duration.

Symptom: High water alarm begins to activate continuously after a long period (1-2 years) of
normal operation. Inspection of the filter indicates it is plugged with a heavy accumulation
of sludge.
Possible cause: A buildup of solids in the pump tank due to carryover from the treatment
plant.
Remedy: Replace the filter cartridge with a clean cartridge. Check the pump tank and if an
accumulation of solids is noted, pump the solids out of the pump tank. Also, check the
operation of the treatment plant to insure it is operating properly.

Symptom: Water surfaces at several spots in drip field during dosing periods. Installation is recent,
less than 6 months of usage and the soil is a moderate to heavy clay. Possibly, the
installation was completed using a non-vibratory plow.
Possible cause: Smearing of the soil may have occurred during installation of drip line.
Also, the “cut” resulting from the installation allows an easy path for the water to surface
during dosing.
Remedy: In most cases the sod will compact naturally around the drip line and the surfacing
will diminish and ultimately cease. To help, reduce the duration of each dose and increase
the number of doses/day. Also, it will help to seed the area to encourage the development
of a good root zone.

Symptom: Entire area of drip field is wet, soft and spongy. It appears to be totally saturated with
water. Situation occurs during dry season when there is little rainfall.
Possible cause: Water being discharged to drip field exceeds design. Excess water may be a
result of infiltration, plumbing leaks or excessive water usage.
Remedy: Check water meter, elapsed time meter, pump counter, override counter or high
level alarm counter to determine if water usage is in excess of design. Check for leaks or
infiltration. Repair leaks as required. Reduce water usage by installing water saving fixture.
Remedy: If water usage cannot be reduced, enlarge drip field as required.
Possible cause: Area of drip field was inadequately sized and is too small.
Remedy: Provide additional soil analysis to verify sizing and enlarge as required.

30 GEOFLOW Inc. 800-828-3388/415-927-6000 www.geoflow.com
Valve Troubleshooting

Symptom: Valve will not open manually
Check water supply and any possible master or gate valves to insure they are open.
Check that the valve is installed with the arrow pointing in the downstream direction
Check that the flow control is fully open, counterclockwise.
Turn off the water supply. Remove the solenoid and check for debris blocking the exhaust
port.
Turn off the water supply. Remove the cover. Inspect the diaphragm for damage and
replace if necessary.

Symptom: Valve will not open electrically
Check voltage at controller for 24 VAC station.
Check voltage across the solenoid lead wires for minimum 21 VAC.
Make sure handle on top of valve is free spinning. Not all the way open or all the way
closed.
If the valve still does not operate, electrically replace the solenoid.

Symptom: Valve will not close
Insure the manual bleed lever is in the closed position.
Check for leaks around the flow control, solenoid or between valve cover and body.
Turn off the water supply. Remove the solenoid and check for debris or damage to the
exhaust port.
Turn off the water supply. Remove valve cover and inspect for debris under diaphragm or
debris in diaphragm ports.

Symptom: Slow leak
Check for dirt or gravel embedded in the diaphragm seat.
Check actuator and exhaust fitting for proper seating.
GEOFLOW Inc. 800-828-3388/415-927-6000 www.geoflow.com 31
SUBSURFACE DRIP DISPERSAL KEY COMPONENTS MINIMUM STANDARDS

Component Standard Notes
Designed specifically for
wastewater use, with purple
stripe and a turquoise inner
lining or purple color
Do not use non-wastewater tubing or
emitters.
Biocide lining Required to permit 0.5 fps flushing
velocity
Dripline and blank
Dripline
Emitters impregnated with
Treflan® or OBPA Required to prevent root intrusion
Dripline installation
depth 6″ to 12″ (15-30cm) 6” (15cm) standard.
Dripline minimum
pressure 10 psi during dosing Minimum pressure required to get flush
water back to flush tank.
Dripline fittings
Lockslip fittings. Using barb
couplings if Lockslip does not
fit through installation shank.
Reduces risk of tubing splitting.
Flexible pipe for loops 1/2″ IPS flexible PVC pipe To avoid kinking
Air valves 1″ for any drip area under 2500
emitters.
To assist in rapid pressurization, siphon
break and to prevent suction of fines
into emitters. Install in valve box with
drain rock or pea gravel base. Install with
no high or low points between valve and
Dripline.
Supply mains Design at 2-5 fps velocity for
dosing flushing
Pressure test ports At manifolds, filter outlet, flush
valve inlet.
Check valves (if used)
To prevent back feed of sub
areas from flush main, or to
prevent drain down of one area
to another.
Preferably ball style check valves
provided with unions for service.
Contamination resistant
solenoid operated hydraulic
diaphragm valves
Three way solenoid with external piloting
and filtration recommended for larger
systems. Control valves/flush
valve
Motorized ball valves Installed above any water level. Preferred
for freezing conditions.
Flush return Preferred, to septic tank inlet
tee with air gap for observation.
Must not cause scouring or disturbance
in tank. May be returned to treatment
plant inlet if appropriate.
Indexing valve (if used) Install at high point of system
or use check valves.
Consider minimum switching flow rate
and head loss in hydraulic design.
Maximum aperture size 130
microns Filter
Screen filters, maximum
differential of 2 psi at peak flow
rate
For small residential systems with STE
do not use screen filters smaller than 1.5″
to avoid excessive differential
32 GEOFLOW Inc. 800-828-3388/415-927-6000 www.geoflow.com
Component Standard Notes
Disc filters to include biocide
impregnation in disc material. To prevent grow through of slime.
Manual clean disc filters to be
sized to allow typical minimum
one year operation between
cleaning.
Screen filters should be self-flushing or
self-cleaning.
Differential pressure
alarm/gage, set point 2psi
Optional. May be replaced by pressure
test ports.
Pump relief valve
Pressure Sustaining or Relief valve designed to keep pressure within
maximum for headworks and achieve pump cooling flow. To be used
where pump maximum pressure in excess of 100 psi.
Pump chamber To meet minimum timed dose
standards.
Timed dosing, with main dose
at average flow, override at
design flow and alarm for high
level.
No dosing in excess of the Design flow.
Alarm, audible and visual For high level (optionally for filter
differential)
Low level cut off and alarm To protect pump, with alarm.
Drain down capability For freezing conditions.
Automatic flush capability. Continuous flush is not recommended.
Control panel
Data logging capability Record of events with time, day, date
stamp.
Septic Tank treatment
To consistently achieve
maximum BOD5 of 150 mg/L,
TSS of 50 mg/L Oil and
Grease of 15 mg/L
Must be provided with outlet barrier
filter to 1/16″. Recommended tank size 4
x design flow, minimum 3 x design flow.
Secondary treatment
facility
To consistently achieve
maximum BOD5 of 30 mg/L,
TSS of 30 mg/L Oil and
Grease of 15 mg/L
Must be provided with outlet barrier
filter to 1/16″ if there is risk of sludge
escaping from plant.
Tanks
Meeting local and national
regulatory standards.
Watertight tested, with
waterproof risers to grade.
Installed to meet standard practice.
Pipe and plumbing
components
Designed and manufactured to resist the corrosive effects of wastewater
and common household chemicals, and meet applicable ASTM standards.
Valve boxes
Provide valve boxes for all valves and pressure test points. With pea gravel
or gravel base and positive drainage. Frost protected where necessary. Mark
valve box locations.
Electrical components
Should comply with appropriate local and national regulatory requirements.
The installation of all electrical components must comply with local
Electrical Code. Control valves must be wired to manufacturer standards.

GEOFLOW Inc. 800-828-3388/415-927-6000 www.geoflow.com 33

PRODUCT SHEETS

Product Pages

Wasteflow® dripline 34 - 37

Headworks 38 - 43

Pressure Regulators 44 - 45

Lockslip Fittings 46 – 47

Ball Check Valves 48 - 49

Air Vents 50 - 51

Solenoid Valves 52 - 54

PVC 40 Friction Loss Chart 55

WASTEFLOW DRIPLINEWASTEFLOW DRIPLINE
Description
The flexible 1/2” polyethylene dripline has large emitters regularly spaced in the line. With the dripline hidden about six
inches below ground, effluent is distributed slowly and uniformly, reducing ponding, even in difficult soils and hilly terrain.
WASTEFLOW is built to last. It is guaranteed to be trouble-
free from root intrusion with built-in nano-ROOTGUARD®
protection, and the dripline wall is protected from organic
growth with the Geoshield lining. WASTEFLOW provides uniform
distribution. The emitters have a Coefficient of variation of less
than .05.
Different flow rates, dripline diameters and emitter spacings can
be special ordered.
Use 600 series compression adapters or lockslip fittings to connect
the dripline to PVC pipe.
nano-ROOTGUARD® Protection
WASTEFLOW dripline features patented nano-ROOTGUARD technology to prevent roots from clogging the emission
points. The pre-emergent, Treflan®, is bound into WASTEFLOW emitters when they are molded to divert roots from
growing into the emitter outlet. The system is guaranteed against root intrusion for 15 years.
AnTi BAcTeRiAl Protection
Geoshield® is incorporated into the inner lining and emitters of WASTEFLOW dripline to prevent bacteria from growing
on the walls of the tubing and emitters. It eliminates the need to scour the tubing. It is a tin based formula that defeats the
energy system of microbial cells. This means smaller pumps or larger zones can be used with WASTEFLOW dripline than
unprotected dripline.
Pc vs. clASSic
Geoflow, Inc. offers WASTEFLOW dripline in both pressure compensating (WASTEFLOW PC) and non-compensating
(WASTEFLOW Classic) models.
We recommend that WASTEFLOW PC be used when the advantages are of substantial economic value.
a) Very long runs.
b) Steep slopes. Systems should be designed for the dripline lateral to follow the contour. If this is possible, the extra
cost of pressure regulators required for WASTEFLOW Classic would likely be less than the incremental cost of
WASTEFLOW PC.
c) Rolling terrain. If the difference in height from trough to peak exceeds six feet then WASTEFLOW PC should be
used. Vacuum relief valves must be placed at the top of each rise.
WASTEFLOW PC and WASTEFLOW Classic can be interchanged to meet filter and zone flow requirements.
Product Sheets-2011 WASTEFLOWDripline11E05
 WASTEFLOW is manufactured under US Patents 5332160,5116414 and Foreign equivalents.
 Geoshield® is a registered trademark of A.I.Innovations
 WASTEFLOW is a registered trademark of A.I.Innovation
 TREFLAN is a registered trademark of Dow Agro Chemicals.
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Look
for the
Genuine
Geoflow
stamp of
quality

Product sheet- WASTEFLOW Dripline-07E02
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Look
for the
Genuine
Geoflow
stamp of
quality
WASTeFlOW clASSic
Available in 2 standard models
WF16-4-24 WASTEFLOW Classic 24”/1.3gph
WF16-4-12 WASTEFLOW Classic 12”/1.3gph
Alternate flow rates, diameters and spacing available upon
request.
WASTEFLOW Classic Specification
The dripline shall consist of nominal sized one-half inch
linear low density polyethylene tubing, with turbulent flow
drip emitters bonded to the inside wall. The drip emitter flow
passage shall be 0.053” x 0.053” square. The tubing shall
have an outside diameter (O.D.) of approximately .64-inches
and an inside diameter (I.D.) of approximately .55-inches.
The tubing shall consist of three layers; the inside layer shall
be Geoshield® protection, the middle layer shall be black and
the outside layer shall be purple striped for easy identification.
The dripline shall have emitters regularly spaced 24” (or 12”)
apart. The turbulent flow emitters shall be molded from
virgin polyethylene resin. The turbulent flow emitters shall
have nominal discharge rates of 1.16 gallons per hour at
20 psi. The emitters shall be impregnated with Treflan® to
inhibit root intrusion for a minimum period of fifteen years
and shall be guaranteed by the manufacturer to inhibit root
intrusion for this period. WASTEFLOW Classic dripline
shall be Geoflow model number WF16-4-24 (or WF16-4-12).
Pressure
psi
Head
ft.
ALL WASTEFLOW
Classic Dripline
10 psi 23.10 ft..81 gph
15 psi 34.65 ft.1.00 gph
20 psi 46.20 ft.1.16 gph
25 psi 57.75 ft.1.31 gph
30 psi 69.30 ft.1.44 gph
35 psi 80.85 ft.1.57 gph
40 psi 92.40 ft.1.68 gph
45 psi 103.95 1.80 gph
Maximum length of Run vs. Pressure
Flow variation +/- 5%
Kd=0.9 Cv < .05
Flow Rate vs. Pressure
Pressure
psi
Head
ft.
Emitter Spacing
24” 18” 12”
10 psi 23.10 ft.170’165’100’
15 psi 34.65 ft.170’165’100’
20 psi 46.20 ft.170’165’100’
25 psi 57.75 ft.170’165’100’
30 psi 69.30 ft.170’165’100’
35 psi 80.85 ft.170’165’100’
40 psi 92.40 ft.170’165’100’
45 psi 103.95 ft.170’165’100’
NOTE:
For rolling terrain use Geoflow’s
WASTEFLOW PC- , our slow drain
anti-siphon dripline
SD

Pressure loss vs. length of Run
Product sheet- WASTEFLOW Dripline-07E03
NOTE:
For rolling terrain use Geoflow’s
WASTEFLOW PC- , our slow drain
anti-siphon dripline
SD
WASTeFlOW Pc 1/2 gph
Standard products:
WFPC16-2-24 WASTEFLOW PC 24”/.53gph or 2lph
WFPC16-2-18 WASTEFLOW PC 18”/.53gph or 2lph
WFPC16-2-12 WASTEFLOW PC 12”/.53gph or 2lph
Alternative spacing, flow rates and diameters available
upon request.
WASTEFLOW PC ½ gph PC Specification
The dripline shall consist of nominal sized one-half inch
linear low density polyethylene tubing, with turbulent flow
drip emitters bonded to the inside wall. The drip emitter
flow passage shall be 0.032” x 0.045” square. The tubing
shall have an outside diameter (O.D.) of approximately
.64-inches and an inside diameter (I.D.) of approximately
.55-inches. The tubing shall consist of three layers; the
inside layer shall be a Geoshield® protection, the middle
layer shall be black and the outside layer shall be purple
striped for easy identification. The dripline shall have
emitters regularly spaced 24” (or 18” or 12”) apart. The
pressure compensating emitters shall be molded from
virgin polyethylene resin with a silicone rubber diaphragm.
The pressure compensating emitters shall have nominal
discharge rates of 0.53 gallons per hour. The emitters shall
be impregnated with Treflan® to inhibit root intrusion for
a minimum period of fifteen years and shall be guaranteed
by the manufacturer to inhibit root intrusion for this
period. 0.53 gph WASTEFLOW PC pressure compensating
dripline shall be Geoflow model no. WFPC16-2-24 or
WFPC16-2-18 or WFPC16-2-12.
Pressure Head ALL WASTEFLOW PC
1/2 gph dripline
7-60 psi 16-139 ft.0.53 gph
Flow Rate vs. Pressure
Maximum length of Run vs. Pressure
Allows a minimum of 10 psi in the line.
Recommended operating pressure 10-45 psi.
Pressure
psi ft.
Emitter Spacing
6” 12” 18” 24”
10 psi 23.10 ft.
15 psi 34.65 ft.174’260’321’
20 psi 46.20 ft.120’229’330’424’
25 psi 57.75 ft.260’377’478’
30 psi 69.30 ft.150’288’415’535’
35 psi 80.85 ft.313’448’576’
40 psi 92.40 ft.172’330’475’612’
45 psi 103.95 ft.354’501’651’
50 psi 115.5 ft.363’523’675’
55 psi 127.05 ft.377’544’700’
60 psi 138.6 ft.403’563’727’
Kd = 2.070
Pressure loss vs. length of Run
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Look
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Genuine
Geoflow
stamp of
quality

Product sheet- WASTEFLOW Dripline-07E04
NOTE:
For rolling terrain use Geoflow’s
WASTEFLOW PC- , our slow drain
anti-siphon dripline
SD
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Look
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Geoflow
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WASTeFlOW Pc 1 gph
Standard Products:
WFPC16-4-24 WASTEFLOW PC 24”/1.02 gph or 4lph
WFPC16-4-18 WASTEFLOW PC 18”/1.02 gph or 4lph
WFPC16-4-12 WASTEFLOW PC 12”/1.02 gph or 4lph
Alternative spacing, flow rates and diameters available upon
request.
WASTEFLOW PC 1 gph PC Specification
The dripline shall consist of nominal sized one-half inch
linear low density polyethylene tubing, with turbulent flow
drip emitters bonded to the inside wall. The drip emitter flow
passage shall be 0.032” x 0.045” square. The tubing shall
have an outside diameter (O.D.) of approximately .64-inches
and an inside diameter (I.D.) of approximately .55-inches.
The tubing shall consist of three layers; the inside layer shall
be Geoshield® protection, the middle layer shall be black and
the outside layer shall be purple striped for easy identification.
The dripline shall have emitters regularly spaced 24” (or 18”
or 12”) apart. The pressure compensating emitters shall
be molded from virgin polyethylene resin with a silicone
rubber diaphragm. The pressure compensating emitters shall
have nominal discharge rates of 1.02 gallons per hour. The
emitters shall be impregnated with Treflan® to inhibit root
intrusion for a minimum period of fifteen years and shall
be guaranteed by the manufacturer to inhibit root intrusion
for this period. 1.02 gph WASTEFLOW PC pressure
compensating dripline shall be Geoflow model number
WFPC16-4-24 (or WFPC16-4-18 or WFPC16-4-12) .
Pressure Head ALL WASTEFLOW PC
1 gph dripline
7-60 psi 16-139 ft.1.02 gph
Flow Rate vs. Pressure
Maximum length of Run vs. Pressure
Allows a minimum of 10 psi in the line.
Recommended operating pressure 10-45 psi.
Pressure
psi ft.
Emitter Spacing
12” 18” 24”
10 psi 23.10 ft.95’140’175’
15 psi 34.65 ft.115’172’211’
20 psi 46.20 ft.146’210’265’
25 psi 57.75 ft.171’242’315’
30 psi 69.30 ft.180’266’335’
35 psi 80.85 ft.199’287’379’
40 psi 92.40 ft.211’305’385’
45 psi 103.95 ft.222’321’429’
50 psi 115.5 ft.232’334’431’
55 psi 127.05 ft.240’347’449’
60 psi 138.6 ft.249’360’465’
Kd = 2.070
Pressure loss vs. length of Run

InTank Headworks
Product Sheets-2011 InTankDripHeadworks 13B18.indd
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Design patent pending
Description
Designed to fit inside the pump tank riser with a
quick disconnect fitting for easy removal and ser-
vicing. No need to maintain the filter, and flush
valve on your hands and knees. The entire filter
and pump come out together.
Available with either Geoflow’s BioDisc or Vortex
Screen filter.
No need to bury a headworks box in the ground.
No animals and flooding damage.
Reduces freezing as it stays warmer inside the
pump tank.
Look
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Geoflow
stamp of
quality
WHW Sporty Headworks - Disc
Product Sheets-2011 WHWSD-12F13.indd
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
In-Ground
Look
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Genuine
Geoflow
stamp of
quality
Description
The Wasteflow Headwork is a pre-assembled unit including
filters, valves, fittings and pressure gauges mounted inside
a box for direct burial, or inside a pump tank risier. It is
installed between the pump and the field to filter out fine
particles from entering the treatment field, and to flush fine
particles that may collect in the dripfield. recommended for
maximum flow rate of 30gallons per minute and 600 gallons
per day.
Process
During a dosing cycle, the wastewater exits the pump cham-
ber and enters the inlet fitting of the Sporty Headworks. It
passes through the filter before exiting the box and going to
the dripfield zone that is open. Both the field flush valve and
zone flush valves are closed at this time.
The water enters back into the Headworks through the return
line, goes past the point to measure pressure and stops at the
field flush valve.
During a field flush cycle, water enters the Headworks as above,
the filter flush valve remains closed, but the field flush valve
opens to allow water to circulate through the dripfield and
return back into the return fitting of the headworks, past the
pressure gage and through the field flush valve at an in-
creased velocity than during normal dosing. The water passes
through the field flush valve and down the flush line in the
headworks to exit the headworks for return to the pump tank
or pretreatment tank.
When filter flushing, the filter valve opens and the field flush
valve is closed. While water passes through the filter to the
field, part of the water is directed to the base of the filter,
pushing solids down the screen, out of the filter, through the
open filter flush valve, into the flush line in the ultra head-
works to exit the headworks for return to the pump tank or
pretreatment tank.
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Look
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Geoflow
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Components Specification:
Enclosure: The Wasteflow Headworks Sporty enclosure shall be injection molded of structural foam polyethylene
with a melt index of 10-12. The box shall be tapered with a top measurement of 25” x 16” and a bottom measure-
ment of 33”x 23”. The height shall be a minimum of 15” tall with a minimum wall thickness of 0.320”. The body
shall have a double wall at the top to cover seat area with a minimum thickness of 0.320”. The cover seat area shall
have structural support ribs on the underside of the seat. The bottom of the body shall have a 1.0” flange. The
cover shall have an average thickness of 0.350”.
Pressure Gauges: There shall be 3 points to measure pressure on the Sporty Wasteflow Headworks; one on each side
of the filter and one on the return line. The pressure gauge is oil-filled and capable of registering pressure between
0-80 psi.
BioDisc filter (APBIODISC-150): The APBIODISC-150 filter body and discs shall be molded of polyethylene res-
ins. The disc shall include Geoshield® anti-bacterial compound to protect the filter element against slime build-up.
Filtration shall be 150 mesh/100 micron. The two piece body shall be capable of being serviced by untwisting and
shall include an O-ring seal. The seals shall be manufactured from Nitrilo rubber. The inlet and outlet shall be 1.5
inch MPT. The UF disc filter shall be part number APBIODISC-150 as supplied by Geoflow, Inc.
Filter Flush Valve (SVLV-075): The solenoid valve shall be an electrically operated, normally closed, hydraulic valve
with a 3/4” FIPT inlet and outlet. The globe shaped valve body is constructed of nylon reinforced molded epoxy
resin and is waterproof, with an O-ring seal, and complies with NFC Class II circuit requirements for 24V a.c. opera-
tion. Metal parts shall be constructed of stainless steel, and the diaphragm shall be molded of natural rubber. The
recommended operating pressure range is between 10-150 psi. Also available with manual flush where approved.
Field Flush Valve (SVLV-100 or SVLV-150):
The solenoid valve shall be an electrically operated,
normally closed, hydraulic valve with a 1” FIPT
inlet and outlet. The globe shaped valve body is
constructed of nylon reinforced molded epoxy
resin and is waterproof, with an O-ring seal, and
complies with NFC Class II circuit requirements
for 24V a.c. operation. Metal parts shall be
constructed of stainless steel, and the diaphragm
shall be molded of natural rubber. The recommended
operating pressure range is between 10-150 psi.
Also available with manual flush where approved.
½” Air Relief Valve (ARV-05): Molded plastic air
vent with rubber ring shall be used on flush end of
the Headworks. It shall be capable of allowing air in
at 5 gpm.
Piping, Unions and Fittings shall be schedule 40 or
schedule 80 grade PVC.
Flow vs. Pressure
WHW Sporty Headworks - Screen
Product Sheets-2011 WHWSV-12H02.indd
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
In-Ground
Look
for the
Genuine
Geoflow
stamp of
quality
Description
The Wasteflow Headwork is a pre-assembled unit including
filters, valves, fittings and pressure gauges mounted inside
a box for direct burial, or inside a pump tank risier. It is
installed between the pump and the field to filter out fine
particles from entering the treatment field, and to flush fine
particles that may collect in the dripfield. Recommended for
maximum flow rate of 30gallons per minute and 600 gallons
per day.
Process
During a dosing cycle, the wastewater exits the pump cham-
ber and enters the inlet fitting of the Sporty Headworks. It
passes through the filter before exiting the box and going to
the dripfield zone that is open. Both the field flush valve and
zone flush valves are closed at this time.
The water enters back into the Headworks through the return
line, goes past the point to measure pressure and stops at the
field flush valve.
During a field flush cycle, water enters the Headworks as above,
the filter flush valve remains closed, but the field flush valve
opens to allow water to circulate through the dripfield and
return back into the return fitting of the headworks, past the
pressure gage and through the field flush valve at an in-
creased velocity than during normal dosing. The water passes
through the field flush valve and down the flush line in the
headworks to exit the headworks for return to the pump tank
or pretreatment tank.
When filter flushing, the filter valve opens and the field flush
valve is closed. While water passes through the filter to the
field, part of the water is directed to the base of the filter,
pushing solids down the screen, out of the filter, through the
open filter flush valve, into the flush line in the ultra head-
works to exit the headworks for return to the pump tank or
pretreatment tank.
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com

Components Specification:
Enclosure: The Wasteflow Headworks Sporty enclosure shall be injection molded of structural foam polyethylene
with a melt index of 10-12. The box shall be tapered with a top measurement of 25” x 16” and a bottom measure-
ment of 33”x 23”. The height shall be a minimum of 15” tall with a minimum wall thickness of 0.320”. The body
shall have a double wall at the top to cover seat area with a minimum thickness of 0.320”. The cover seat area shall
have structural support ribs on the underside of the seat. The bottom of the body shall have a 1.0” flange. The
cover shall have an average thickness of 0.350”.
Pressure Gauges: There shall be 3 points to measure pressure on the Sporty Wasteflow Headworks; one on each side
of the filter and one on the return line. The pressure gauge is oil-filled and capable of registering pressure between
0-80 psi.
Vortex Screen Filter (AP4E-1F or AP4E1.5F or AP4E2F): The Y filter body shall be molded from glass reinforced
engineering grade black plastic with a (1 or 1.5 or 2 inch) male pipe thread (MIPT) inlet and outlet. The two piece
body shall be capable of being serviced by untwisting and shall include an O-ring seal. An additional ¾ inch MIPT
outlet shall be capable of periodic flushing. The 150 mesh filter screen is all stainless steel, providing a filtration area
of (28.4 square inch for AP4E-1F, 60.8 square inch for AP4E-1.5F, 60.8 square inch for AP4E-2F) . The screen collar shall
be molded from vinyl. The filter shall be Geoflow Vortex Screen Filter model number (AP4E-1F or AP4E1.5F or
AP4E2F).
Filter Flush Valve (SVLV-075): The solenoid valve shall be an electrically operated, normally closed, hydraulic valve
with a 3/4” FIPT inlet and outlet. The globe shaped valve body is constructed of nylon reinforced molded epoxy
resin and is waterproof, with an O-ring seal, and complies with NFC Class II circuit requirements for 24V a.c. opera-
tion. Metal parts shall be constructed of stainless steel, and the diaphragm shall be molded of natural rubber. The
recommended operating pressure range is between 10-150 psi. Also available with manual flush where approved.
Field Flush Valve (SVLV-100 or SVLV-150): The solenoid valve shall be an electrically operated, normally closed,
hydraulic valve with a 1” FIPT inlet and outlet. The globe shaped valve body is constructed of nylon reinforced
molded epoxy resin and is waterproof, with an O-ring seal, and complies with NFC Class II circuit requirements for
24V a.c. operation. Metal parts shall be constructed of stainless steel, and the diaphragm shall be molded of natural
rubber. The recommended operating pressure range is between 10-150 psi. Also available with manual flush where
approved.
½” Air Relief Valve (ARV-05): Molded plastic air vent with rubber ring shall be used on flush end of the Head-
works. It shall be capable of allowing air in at 5 gpm. Piping, Unions and Fittings shall be schedule 40 or schedule
80 grade PVC.
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Pressure Loss:
Pressure Regulators
Product Sheets-2011 Pressure Regulators11j05.indd
Pressure Regulators
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com

Item No. Outlet Flow Max. Inlet Inlet / Outlet
Pressure Range Pressure

PMR-20-LF 20 psi 1/8-8 gpm 150 psi / 347ft ¾” / ¾” fipt
PMR-20MF 20 psi 2-20 gpm 150 psi / 347ft 1” / 1” fipt
PMR-20-HF 20 psi 10-32 gpm 100 psi / 231ft 1.25” / 1” fipt
PMR-20-XF 20 psi 20-90 gpm 90 psi / 208 ft 3” / 3” ID slip
PMR-30-LF 30 psi 1/8-8 gpm 150 psi / 347 ft ¾” / ¾” fipt
PMR-30MF 30 psi 2-20 gpm 150 psi / 347 ft 1” / 1” fipt
PMR-30-HF 30 psi 10-32 gpm 100 psi / 231 ft 1.25” / 1” fipt
PMR-30-XF 30 psi 20-90 gpm 100 psi / 231 ft 3” / 3” ID slip
PMR-40-LF 40 psi 1/8-8 gpm 150 psi / 347 ft ¾” / ¾” fipt
PMR-40-MF 40 psi 2-20 gpm 150 psi / 347 ft 1” / 1” fipt
PMR-40-HF 40 psi 10-32 gpm 100 psi / 231 ft 1.25” / 1” fipt
PMR-40-XF 40 psi 20-90 gpm 125 psi / 289 ft 3” / 3”ID slip
PMR-50-MF 50 psi 2-20 gpm 150 psi / 347 ft 1” / 1” fipt
PMR-50-HF 50 psi 10-32 gpm 100 psi / 231 ft 1.25” / 1” fipt
PMR-50-XF 50 psi 20-90 gpm 125 psi / 289 ft 3” / 3” ID slip
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Description
The regulators are preset to regulate pressure in the field. These are
recommended with Wasteflow Classic and optional with Wasteflow
PC. Under normal operating conditions the pressure in the dripline
should be:
10 - 45 psi for Wsteflow Classic and Wasteflow PC
Pressure Regulator Specification
Geoflows pressure regulator shall be designed to handle steady inlet
pressures of ___ psi and withstand severe water hammer extremes.
It shall handle flow rates between ___ gpm and ___ gpm. Flow
restriction shall be negligible until the factory preset pressure is
reached. Regulatory accuracy shall be within +/- 6%. Inlet and
outlet size shall be ¾” FIPT. The body shall be constructed of
high impact engineering grade thermoplastics. Regulation shall be
accomplished by a fixed stainless steel compression spring enclosed
in a chamber separate from the normal water passage. Each regula-
tor shall be water tested for accuracy. Pressure regulator shall be
Geoflow model number PMR- ____ - _ F Extra flow regulator-
Flows up to 90 gpm
Low, Medium and High
Flow Regulator
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
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Genuine
Geoflow
stamp of
quality
Product Sheets-2011 FittingsLockslip(ir) 11j04.indd
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
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Geoflow
stamp of
quality
Lockslip Fittings
The lockslip fittings shall be molded of high grade plastic. Waste-
flow drip tubing shall be pushed over a barb end, then secured with
a locking nut. The fitting shall have the ability to be removed and
reapplied with the locking nut. The fitting shall be sized to match
Geoflow Wasteflow tube. Standard size is 16mm and standard
adapters are 600 series.
Available preassembled on 18” flexible PVC riser (LTFLEXR-18)
and flexible PVC loop (LTFLEXL-36).
Lockslip Slip Adapters
The slip adapter is used to connect Wasteflow drip tubing to
a PVC fitting. The adapter glues into a 3/4” slip fitting. The
drip tubing end requires no glue. The lockslip adapter shall be
Geoflow part number LTSLIP-600
Lockslip Couplings
The coupling is used to connect Wasteflow drip lines together.
The adapter glues into a 3/4” slip fitting. This fitting requires
no glue. The lockslip coupling shall be Geoflow part number
LTC-600
Lockslip Elbows
The elbow is used to connect Wasteflow drip lines or Wasteflow
plain tube together in a 90 degree configuration. This fitting re-
quires no glue. The lockslip elbow shall be Geoflow part number
LTEL-600
Lockslip Tees
The tee is used to connect Wasteflow drip lines or Wasteflow
plain tube together in a tee degree configuration. This fitting
requires no glue. The lockslip tee shall be Geoflow part number
LTTEE-600
Lockslip Threaded Adapters
The threaded adapter is used to connect Wasteflow drip tubing
to a PVC fitting. The adapter has 3/4” MPT fitting on one side
a dripline adapter on the other side. This fitting requires no glue.
The lockslip adapter shall be Geoflow part number LTMPT-600
Lockslip Drip Fittings
Instructions for solvent welding PVC fittings please visit
http://www.weldon.com/howtovideo
The PVC Glue / Cement:
Saddle to PVC manifold IPS # 719
Flex PVC to Saddle or Fitting IPS # 795
If the fitting is made of PVC IPS # 711
ABS fittings into PVC Fittings
(i.e. compression adapters) IPS # 793
/—GEOFLOW WASTEFLOW DRIPLINE
GEOFLOW LOCKSLIP COUPLING (LTC-600)
6¢orao7 LOCKSLIP COUPLING (LTC-600)
"' SECTION N°t TO s0°I<
GEOFLOW WASTEFLOW DRIPLINE
GEOFLOW (LTSLIP-600) ADAPTER
GLUE INTO 3/4 INCH PVC.
OR OVER 1/2 INCH PVC
PVC TEE
PVC PIPE
��6OfdO�7 MANIFOLD CONNECTION (PVC TO ADAPTER)
' SECTION Non T° —1
GEOFLOW LOCKSLIP ELBOW (LTEL-600) GEOFLOW WASTEFLOW DRIPLINE
BLANK GEOFLOW WASTEFLOW DRIPLINE
\
GEOFLOW WASTEFLOW DRIPLINE
I�
GEOFLOW LOCKSLIP ELBOW (LTEL-600)
� L("NRF"7 LOCKSLIP ELBOW LOOP
y q �J SECTION Not T° Scale
06-08 TGEOFLOW
GEOFLOW WASTEFLOW DRIPLINE
GEOFLOW LOCKSLIP COUPLING (LTC-600)
BLANK GEOFLOW WASTEFLOW DRIPLINE
PVC TEE
GEOFLOW LOCKSLIP ADAPTER (LTSLIP-600)
GLUE INTO 3/4 INCH PVC
PVC PIPE
@QOOf; @W7 MANIFOLD CONNECTION (END FEED)
SECTION Not To same
BLANK GEOFLOW WASTEFLOW DRIPLINE RISER T
GEOFLOW LOCKSLIP ELBOW (LTEL-600)
GEOFLOW WASTEFLOW DRIPLINE -
�aOrao7 LOCKSLIP ELBOW (LTEL-600)
SECTION N°t T° s°°I<
GEOFLOW WASTEFLOW DRIPLINE
GEOFLOW LOCKSLIP ADAPTER (LTSLIP-600)
GLUE INTO 3/4 INCH PVC
OR OVER 1/2 INCH PVC
PVC ELBOW (ss)
PVC PIPE
�LS L112t�OC7 MANIFOLD CONNECTION (PVC TO ADAPTER)
SECTION N°< T. S-m<
FLEX PVC OR
BLANK GEOFLOW WASTEFLOW DRIPLINE
\
_-GEOFLOW WASTEFLOW DRIPLINE
GEOFLOW LOCKSLIP COUPLING (LTC-600)
2 FEET MINIMUM
GEOFLOW LOCKSLIP COUPLING (1-TC-600)
GEOFLOW WASTEFLOW DRIPLINE
NOTE: IF USING FLEX PVC
LOOP, CONNECTIONS SHALL BE
GEOFLOW LOCKSLIP
ADAPTER (LTSLIP-600) TO PVC COUPLING
50/ 71S1@R@m@y1Y7. LOCKSLIP
COUPLING LOOP
g SECTION
N°t T. s°°le
06-OB GEOFLOW °
GEOFLOW WA<
PVC ELBOWW
LOCKSLIP ADAPTER (LTSLIP-600)
NTO 3/4 INCH PVC
PVC PIPPVC
TEPVC
--PIPE
\ 1512 f�OC7 MANIFOLD
CONNECTION (END FEED)
SECTION PVC RISER
"°`T05`°I<
06-08 IGEOFLOW

Ball Check
Product Sheets-2011 Check(co) 12B21.indd
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Description
The Ball Check valves prevent backfl ow or drain down in
the system. The true union provides easy access for inline
installation and servicing. The true union ball check is
designed for quick positive sealing with minimum turbulence,
low restriction, and efficient fluid transfer. It can be installed
vertically or horizontally. System pressure will unseat the ball,
allowing flow. Backflow or head pressure of 30” or 1 to 2
psi will seat the ball and stop back fl ow. Each check valve
ships with female thread and socket adapters. This valve is
manufactured 100% from thermolastic materials, making is
less suseptable to corrosion.
Look
for the
Genuine
Geoflow
stamp of
quality
Model
No.
Inlet/
Outlet
(FPT or
socket)
Length
(inches)
Height
(inches)
Max
Temp
(F)
Weight
(lbs.)
CV-B-05 0.5” 3.50”2.00”140 °0.75
CV-B-10 1.0” 5.09” 2.31” 140 ° 1.1
CV-B-15 1.5” 6.59” 3.81” 140 ° 2.2
CV-B-20 2.0” 7.53” 4.22” 140 ° 3.0
Specification
All thermoplastic check valves shall be True Union Ball type
constructed from PVC Type I Cell Classifi cation 12454.
Socket end connections are manufactured to ASTM D2467-
94. Threaded connections are manufactured to ASTM
D2464-88.
The O-Ring seat shall be Viton®. All valve components shall
be replaceable. The check valve shall be pressure rated at 235
psi, non-shock water at 73° F. The ball check valve shall be
Geoflow part number CV-B-X.
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
INSTALLATION, OPERATION & MAINTENANCE
Systems should always be depressurized and drained prior to installing or maintaining your True Union Ball Check Valves.
Temperature effect on piping systems should always be considered when the systems are initially designed. Piping systems
must be designed and supported to prevent excess mechanical loading on valve equipment due to system misalignment,
weight, shock, vibration, and the effects of thermal expansion and contraction.
Because PVC and CPVC plastic products become brittle below 40ºF, Geoflow recommends caution in their installation and
use below this temperature.
Due to differential thermal expansion rates between metal and plastic, transmittal of pipe vibration, and pipe
loading forces DIRECT INSTALLATION OF METAL PIPE INTO PLASTIC CONNECTIONS IS NOT
RECOMMENDED. Wherever installation of plastic valves into metal piping systems is necessary, it is
recommended that at least 10 pipe diameter in length of plastic pipe be installed upstream and downstream of
the plastic valve to compensate for the factors mentioned above.
SOCKET CONNECTION: Socket end connections are manufactured to ASTM D2467 (PVC) and F-439 (CPVC).
Solvent cementing of socket end connections to pipe should be performed per ASTM specifications D2855-87. Cut
pipe square. Chamfer and deburr pipe. Surfaces must be cleaned and free of moisture, oil, dirt and other foreign
material. Remove Union-nuts and end connectors from valve body. Slide Union-nuts, with threads facing valve,
onto pipe to which the end connector is to be cemented. Apply primer to inside socket surface of end connector.
Never allow primer or cement to contact valve ball or end connector o-ring sealing surfaces, as leaking may result. Use a
scrubbing motion. Repeat applications may be necessary to soften the surface of the socket. Next, liberally apply primer
to the male end of the pipe to the length of the socket depth. Again apply to the socket, and without delay apply cement
to the pipe while the surface is still wet with primer. Next apply cement lightly, but uniformly to the inside of the socket.
Apply a second coat of cement to the pipe, and assemble end connector to the pipe, rotating the end connector 1/4 turn
in one direction as it is slipped to full depth on to the pipe. The end connector should be held in position for approx. 30
seconds to allow the connection to “set”. After assembly wipe off excess cement. Follow cement manufacturers guidelines
for proper “cure-time”, based on the pipe size that you are joining.
THREADED CONNECTION: Threaded end connections are manufactured to ASTM specifications D2464. F437 and
ANSI B1.20.1. Due to the variable quality and tolerances of plastic male threaded nipples, Colonial no longer recommends
the use of PTFE (Teflon®) tape. We recommend using the following thread sealant: IPS WELD-ON All Seal™. To
provide a leak proof joint, the pipe should be threaded into the end connection “hand tight”. A strap wrench may be used
to tighten the joint an additional 1/2 turn past hand tight. Tightening beyond this point may induce excessive stress that
could cause failure.
•
•
•
•
•
•
Air Vent / Vacuum Relief Valve
Product Sheets-2011 AirVentVacuumRelief(ir) 11E05.indd
Air Vent / Vacuum Relief Valve
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Description
Air release occurs when air escape the system at startup and
vacuum relief allows air to enter during shutdown. The
air vent vacuum breakers are installed at the highest points
in the drip field to keep soil from being sucked into the
emitters due to back siphoning and back pressure. This
is an absolute necessity with underground drip systems.
They are also used for proper drainage of the supply and
return manifolds. Use one on the high point of the supply
manifold and one on the high point of the return manifold
and any high points of the system.
Features
Geoflow’s new kinetic air vacuum breakers have a twist
off cap that is easy to take apart for cleaning. No need
to remove the valve to maintain it. The large clear
passageway allows lots of air to flow in and out easily.
The protected mushroom cap is ideal for wastewater,
directing spray downward.
Specification
The Air Vacuum Breaker bady and ball shall be made
of molded plastic. The ball shall be removable for easy
cleaning. The Air Vacuum Breaker shall be part number
APVBK75m or APVBK100m as supplied by Geoflow,
Inc.
Part No. APVBK75m APVBK100m
Inlet 3/4”1”
Max. Flow Rate 30 gpm
Max Pressure 80 psi/185 ft.80 psi/185 ft.
Max Temp 140 oF 140 oF
Height 5”5.5”
Weight 1 oz.1.2 oz.
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Geoflow
stamp of
quality
UPDATED
Air Vent / Vacuum Relief Valve
Product Sheets-2011 AirVentVacuumRelief(ir) 11E05.indd
Air Vent / Vacuum Relief Valve
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Description
Air release occurs when air escape the system at startup and
vacuum relief allows air to enter during shutdown. The
air vent vacuum breakers are installed at the highest points
in the drip field to keep soil from being sucked into the
emitters due to back siphoning and back pressure. This
is an absolute necessity with underground drip systems.
They are also used for proper drainage of the supply and
return manifolds. Use one on the high point of the supply
manifold and one on the high point of the return manifold
and any high points of the system.
Features
Geoflow’s new kinetic air vacuum breakers have a twist
off cap that is easy to take apart for cleaning. The large
clear passageway allows lots of air to flow in and out easily.
The elbow cap design is ideal for directing wastewater
spray, directing spray downward. With the ball removed,
these airvents can easily be used as a flush port.
Specification
The Air Vacuum Breaker shall provide instant and
continuous vacuum relief and non-continuous air relief.
Both the body and the ball shall be made of molded
plastic. The ball shall be removable for easy cleaning. The
air vacuum breaker shall be part number APVBK75L or
APVBK100L as supplied by Geoflow, Inc.
Part No. APVBK75L APVBK100L
Inlet 3/4” 1”
Max Pressure 80 psi/185 ft. 80 psi/185 ft.
Max Temp 140 oF 140 oF
Height 5” 5.5”
Weight 1 oz. 1.2 oz.
Available in drip packages or sold separately.
Look
for the
Genuine
Geoflow
stamp of
quality
UPDATED MODEL
Product Sheets-2011 Solenoid Valve 11j04.indd
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Solenoid Valves
Description
The Solenoid Valve is used to flush field and
filters and as zone valves. It is electrically operated.
It is normally closed, and in the event of a
power failure the valve will close.
Geoflow’s automatic water control valves are designed for
vertical or horizontal installation. The Wye ‘Y’ valve body
design includes a full bore seat with unobstructed flow path,
free of any in-line ribs, supporting cage, or shafts.
Its unitized Flexible Super Travel (FST) diaphragm and guid-
ed plug provide a significantly ‘look through’ passage from
end to end resulting in ultra-high flow capacity with minimal
pressure loss.
The combination of a long travel guided valve
plug, peripherally supported diaphragm, and
replaceable valve seal provides:
■ No chattering or slamming closed
■ Accurate and stable regulation with smooth motion
■ Low operating pressure requirements
■ No diaphragm erosion and distortion
■ Chemical resistant

SVLVB-100 SVLVB 150 SVLVB 200 SVLVB 300
Inlet/Outlet Size (FNPT) 1” 1.5” 2” 3”
Length (L) 4.3” 6.3” 9.0” 12.2”
Height (H) 4.5” 7.2” 7.4” 11.0”
Width (W) 3.0” 5.0” 5.4”
R 7/8” 1-3/8” 1-5/8” 4.0”
Weight 12.5 oz 2.2 lbs. 2.97 lbs. 8.8 lbs
Valve pattern Globe Globe Wye ‘Y’ Wye ‘Y’
Operating range 10 - 150 psi 10 - 150 psi 7 - 140 psi 7 - 140 psi
Max pressure 180 deg F 180 deg F 180 deg F 180 deg F
Materials
Body & cover Nylon reinforced Nylon reinforced Glass filled nylon Glass filled nylon
Metal parts Stainless steel Stainless steel Stainless steel Stainless steel
Diaphragm Natural rubber Natural rubber NBR (Buna-N), NBR (Buna-N),
nylon reinforced nylon reinforced
fabric fabric
Seals NBR & NR NBR & NR NBR (Buna-N) NBR (Buna-N)
SVLVB200 and
SVLVB 300
SVLVB 100 and
SVLVB 150
Geoflow, Inc. Tel [phone] Fax [phone] www.geoflow.com
Look
for the
Genuine
Geoflow
stamp of
quality
Installation
The manual bleed lever should always be in the VERTICAL position and the dial on top should be free spinning. Clock-
wise rotation closes valve.
Pressure Loss through valves (in psi)
Recommended minimum pressure differential: 7 psi
Electrical data:
Wiring requires a single lead from the controller to each solenoid valve, plus a common neutral to all solenoids. Type UF
wire, UL listed, is recommended for all hookups.
Standard 24V ACV (50-60Hz)
Current Holding 0.24A 5.76 VA
Current Inrush 0.46A 11.04VA
Maximum allowable loss 4.8 Volts for the 24V AC system
Contact Geoflow for optional voltages or larger valves
Maximum Length of wire run – Controller to Valve
# Wire Resistance Maximum Run
Ohm / 1000’
#18 6.39 800 Ft.
#16 4.02 1,275 Ft.
#14 2.58 2,000 Ft.
#12 1.62 3,200 Ft.
#10 1.02 5,100 Ft.
#8 0.641 8,000 Ft.
#6 0.403 12,750 Ft.
#4 0.253 20,500 Ft.
#2 0.158 32,500 Ft.
Maximum Voltage loss with a valve with a three way Solenoid is 4.8 Volts
3-Way Control
Line pressure applied to the control chamber of the valve
creates a hydraulic force that moves the valve to the closed
position and provides drip tight sealing. Discharging pres-
sure from the control chamber to the atmosphere causes
the line pressure under the plug to open the valve.
2-Way Internal Control
Line pressure enters the control chamber through the in-
ternal restriction. The closed solenoid causes pressure to
accumulate in the control chamber, thereby shutting the
valve. Opening the Solenoid releases more flow from the
control chamber than the restriction can allow in. This
causes pressure in the control chamber to drop, allowing
the valve to open.
On/Off Modes
[1] Cover Ring
The cover ring fastens valve cover to body, stiffening and strengthening the valve body, enabling simple maintenance. A
cover ring key is available.
[2] Pilot Adaptor
The pilot adaptor allows us to connect the mini-pilot valve or the Galit hydraulic relay to the valve body.
[3] Valve Cover
The cover’s strong construction meets rough service conditions. Optional cover types (3”; DN80 and smaller valves) are
capable of accepting a Flow Stem, a Flow Stem + Position Indicator, and a 2-Way Solenoid (2W-N1 Electric Type).
[4] Auxiliary Closing Spring
One single high grade stainless steel spring provides a wide operation range, ensuring low opening pressure and secured
closing.
[5] Plug Assembly
The unitized Flexible Super Travel (FST) plug assembly combines a long travel guided valve plug, peripherally supported
diaphragm, and replaceable diaphragm and valve seal. The diaphragm fully meets the valve’s operating pressure range
requirements.
[5.1] Diaphragm Holder
[5.2] Diaphragm
[5.3] Plug
[5.4] Plug Seal
[6] hYflow ‘Y’ Valve Body
Glass-filled nylon construction meets rough service conditions with high
chemical and cavitation resistance.
End-to-end “look-through” design and full bore seat with unobstructed flow path,
free of any in-line ribs, supporting cage, or shafts, enables ultra-high flow capacity
with minimal pressure loss.
[7] End Connections
Adaptable on-site to a wide range of end connection types and sizes:
[7.1] Flanges: Plastic or metal “Corona” with elongated slots enable
meeting diverse flange standards ISO, ANSI and JIS.
[7.2] Flange adaptor external thread
[7.3] Internal threads
[8] Flange Adapter
Articulated flange connections isolate the valve
from line bending and pressure stresses.
[9] Valve Legs
Stabilize the valve and serve also
as mounting brackets.
½” ¾” 1” 1 ¼” 1 ½”
Flow
GPM Velocity
FPS Pressure
Drop
PSI
Velocity
FPS Pressure
Drop
PSI Velocity
FPS
Pressure
Drop
PSI
Velocity
FPS Pressure
Drop
PSI
Velocity
FPS Pressure
Drop
PSI
1 1.05 0.43 0.60 0.11 0.37 0.03
2 2.11 1.55 1.2 0.39 0.74 0.12 0.43 0.03
3 3.17 3.27 1.8 0.83 1.11 0.26 0.64 0.07 0.47 0.03
4 4.22 5.57 2.41 1.42 1.48 0.44 0.86 0.11 0.63 0.05
5 5.28 8.42 3.01 2.15 1.86 0.66 1.07 0.17 0.79 0.08
6 6.33 11.81 3.61 3.01 2.23 0.93 1.29 0.24 0.95 0.11
8 8.44 20.10 4.81 5.12 2.97 1.58 1.72 0.42 1.26 0.20
10 10.55 30.37 6.02 7.73 3.71 2.39 2.15 0.63 1.58 0.30
15 9.02 16.37 5.57 5.06 3.22 1.33 2.36 0.63
20 7.42 8.61 4.29 2.27 3.15 1.07
25 9.28 13.01 5.36 3.42 3.94 1.63
30 11.14 18.22 6.43 4.80 4.73 2.27
35 7.51 6.38 5.52 3.01
40 8.58 8.17 6.30 3.88
45 9.65 10.16 7.09 4.80
50 10.72 12.35 7.88 5.83
60 9.46 8.17
70 11.03 10.87
2” pipe 2 ½” pipe 3” pipe 4” pipe 6” pipe
Flow
GPM Velocity
FPS Pressure
Drop
PSI
Velocity
FPS Pressure
Drop
PSI
Velocity
FPS Pressure
Drop
PSI
Velocity
FPS Pressure
Drop
PSI
Velocity
FPS Pressure
Drop
PSI
6 0.57 0.03
8 0.76 0.06 0.54 0.02
10 0.96 0.09 0.67 0.04
15 1.43 0.19 1.01 0.08 0.65 0.03
20 1.91 0.32 1.34 0.13 0.87 0.05
25 2.39 0.48 1.67 0.20 1.08 0.07
30 2.87 0.67 2.01 0.28 1.30 0.10
35 3.35 0.89 2.35 0.38 1.52 0.13 0.88 0.03
40 3.82 1.14 2.64 0.48 1.73 0.17 1.01 0.04
45 4.30 1.42 3.01 0.60 1.95 0.21 1.13 0.05
50 4.78 1.73 3.35 0.73 2.17 0.25 1.26 0.07
60 5.74 2.42 4.02 1.02 2.60 0.35 1.51 0.09
70 6.69 3.22 4.69 1.36 3.04 0.47 1.76 0.12
80 7.65 4.13 5.36 1.74 3.47 0.60 2.02 0.16
90 8.60 5.13 6.03 2.16 3.91 0.75 2.27 0.20
100 9.56 6.23 6.70 2.63 4.34 0.91 2.52 0.24 1.11 0.03
125 11.95 9.42 8.38 3.97 5.42 1.38 3.15 0.37 1.39 0.05
150 10.05 5.56 6.51 1.93 3.78 0.51 1.67 0.07
175 7.59 2.57 4.41 0.68 1.94 0.09
200 8.68 3.40 5.04 0.90 2.22 0.12

PVC 40 FRICTION LOSS CHART
Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIN-OM-UV-1
Rev. 2.0, © 03/17
Page 1 of 2
Orenco® UV and AXUV Disinfection Units
Instructions
Operating Information and Maintenance Instructions
Operating Information
When the UV lamp in is operating correctly, the current sensor in the control panel
reads about 0.38 amps.
• A reading of 0.20 to 0.0 amps indicates a failed or improperly connected lamp.
Different control panel types respond differently to UV lamp failures:
• AXUV units: When the sensor reads “0.0,” the AdvanTex system’s discharge
pump is automatically disabled to prevent the discharge of untreated effluent.
• VeriComm™ Monitoring System (VMS): If the system has an operational
network connection and if the alarm delay has not been adjusted, when the
sensor reads “0” ...
~ An alert is sent to the service provider.
~ If the unit is powered through the VMS, a local alarm will sound if the
service provider does not provide service within about 18 hours.
Maintenance Instructions
All Orenco UV and AXUV units require annual servicing and lamp replacement.
Step 1: Remove Disinfection Unit
Step 1a: In the control panel, turn off all circuit breakers.
Step 1b: Lift the disinfection unit out of the Q-D coupling and out of the basin.
• Loosen the coiled power cord to allow enough slack for removing the unit
from the basin. There is no need to disconnect the cord.
IMPORTANT: DO NOT pull the unit up by the cord! This will damage the unit.
Step 2: Remove Lamp Tube/Handle Assembly
Step 2a: Carefully grasp the lamp tube/handle assembly by the handle.
Step 2b: Pull the lamp tube/handle assembly out of the unit housing.
IMPORTANT: DO NOT pull the lamp tube/handle assembly out by the cord!
This will damage the unit.
Step 2c: Tip the unit housing to drain the effluent back into the basin.
Step 2d: Lay the lamp tube/handle assembly and the unit housing on a
protective sheet of plastic.
Step 3: Clean Disinfection Unit Components
Step 3a: Wipe off the outside of the disinfection unit housing.
Step 3b: Use a hose and long-handled brush to clean the inside of the housing.
• Drain the unit back into the basin when you are finished cleaning it.
1a
1b
2b
Orenco UV Disinfection
Unit Components
(RS3 Flanged Coupling
and Control Panel
Components Not Shown)
6 Cord grip
1 Q-D female coupling
2 Q-D male coupling
3 Disinfection unit inlet
4 Disinfection unit housing
5 Disinfection unit outlet
10 Power cord
11 Power cord plug
9 Flow-through spacer
7 Lamp handle
8 Teflon® sleeve
12 UV lamp
10
11
128
9
7
6
5
4
3
21
Orenco Systems®, Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NIN-OM-UV-1
Rev. 2.0, © 03/17
Page 2 of 2
UV Disinfection Units: O&M Instructions UV Disinfection Units: O&M Instructions
Step 3: Clean Disinfection Unit Components, cont.
Step 3c: Use a hose and soft brush to clean the lamp assembly.
• To minimize contamination, clean the lamp assembly over the basin.
• Remove stains from the Teflon® sleeve with a soft sponge and detergent.
• Remove stubborn stains with a soft sponge and isopropyl alcohol.
Step 4: Replace Lamp
IMPORTANT: Wear clean gloves when handling the lamp. Oils from your fin-
gers can damage the lamp and shorten its life!
Step 4a: Loosen and remove the handle assembly from the lamp tube assembly.
• Make sure the bulb can turn freely in the sleeve while you loosen the handle.
Step 4b: Disconnect the power cord socket from the old lamp.
• The lamp contains mercury. Dispose of it in accordance with local regulations.
Step 4c: Connect the power cord socket to the new lamp.
Step 4d: Gently slide the new lamp and -cord all the way into the lamp tube
assembly.
Step 4e: Thread the handle assembly onto the lamp tube assembly by hand.
Step 4f: Use a torque wrench to tighten the handle assembly nut to 35-45 in./lbs
force (4-5 newton-meters).
• Be certain that the o-ring is seated properly to create a waterproof seal.
• Do not overtighten the handle assembly nut.
Step 4g: If it is necessary to remove and reinstall the cord grip, use a torque
wrench to tighten the cord grip to 35-45 in./lbs force (4-5 newton-meters).
• Do not overtighten the cord grip.
Step 5: Reassemble and Reinstall Disinfection Unit
Step 5a: Press the lamp tube/handle assembly into the disinfection unit’s housing.
Step 5b: Slide the disinfection unit’s Q-D male coupling into the Q-D female coupling.
Step 5c: Firmly seat the Q-D male coupling into the Q-D female coupling.
Step 5d: Neatly coil the excess power cord and secure it to the splice box if the
wire routing and connection work is not being done immediately.
Step 5e: Reinstall the lid on the basin and secure it with the lid hardware.
Step 6: Perform Operational Test
Step 6a: When power is available to the control panel, turn on the circuit
breakers in the control panel.
Step 6b: Check the numeric display on the current sensor for the UV lamp.
• A normal reading is about 0.38 amps.
• If the sensor reading is 0.20 amps or less, check the lamp wiring connec-
tions and UV bulb.
4a
4b
4f
4g
Disconnect old lamp
Loosen and remove handle assembly
Torque the nut to 35-45 in./lbs.
(4-5 newton-meters)
Torque the cord grip to 35-45 in./lbs
(4-5 newton-meters) if necessary
Lamp tube assembly
Handle assembly
6
Current sensor
display